The URL can be used to link to this page

Santerra TR 32225 13-0620 (SFD) (Plans 2471, 2624, 3117 & 3418; Lots 7-20) Truss CalcsAt Building Materials and Construction Services 45491 Golf Center Parkway, Indio, CA 92203 Telephone: (760) 347-3332 Fax: (760) 347-0202 JUL 19 2013 CnY OF LA QUINTA COMMUNYTtf DEVELOPMENT CIP(OF LA CCUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONST,'UCTION DATE I"" Legacy Homes / 2624 - A & B La Quinta 07/03/2013 o fIC� fro 31-00-00 14-00-00 y 15-00-00 0- Hhus26-2 (01) © - ffiu26 (x00) Q- Uu26 (.07) Q- T14,26 (.,03) 0 - Md--2 (x02) 340- 2.4 Sid BO-s 610/702 @4/12 (s15) Roof Layout U M O r N O E O Z rn O a? 'his is a truss placement diagram only. hese trusses are designed as individual building components to be incorporated into the building design at the specification of the building designer. See individual design sheets for each truss design identified on the placement drawing. 'he building designer is responsible for temporary and permanent bracing of the roof and floor system and for the overall structure. The design of the truss support structure including headers, beams, walls, and columns is the responsibility f the building designer. For general guidance regarding bracing, consult "Bracing of Wood Trusses" available from the Truss Plate Institute: 83 D'Onifrio Drive Madison. WI 53179 MiTek' Re: 2624 A 2624 A MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by BMC-Indio, CA. Pages or sheets covered by this seal: R40054802 thru R40054853 My license renewal date for the state of California is December 31, 2013. Lumber design values are in accordance with ANSVTPI 1 section 6.3 These truss designs rely on lumber values established by others. q?,0FESS/pN SOO � U C 074486 r- *� EXR 12-31-13 1* �F v July 10,2013 Ong, Choo Soon The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. Job Truss Truss Type City Ply 2624_A R40054802 2624 A CJ3A Diagonal Hip Girder 2 1 Job Reference (optional) 5MC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:15:41 2013 Page 1 ID:pMWmiiU9y3uiBTyY 4PchEyEito-1 eu3BSN6zKgNFl4gHcrc_rAz?FN9KOPvYMa1 QyzjLW -1-5-0 5-7-5 B-5-5 1150 1.5-0 5-7-5 2-10-0 2-9-11 Scale = 1:22.0 3x10 = 2x4 II 6x8 = I 6x8 = 7 Special Special Special 44 = Special Special Special 3-3-6 5.7-5 B-5-5 11-1-8 11 �-0 3-3.6 2.3.15 2-10-0 2-8.3 0-1.8 Plate Offsets (X,Y):I9:0-3-9.0-3-01.f10:0-3-9.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) -0.14 10-11 >948 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -0.21 10-11 >614 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.52 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Wind(LL) 0.02 10-11 >999 240 Weight: 49 Ito FT = 20% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G REACTIONS (lb/size) 6=75/Mechanical, 2=684/0-7-6 (min. 0-1-8), 8=607/Mechanical Max Horz 2=82(LC 3) Max Uplift6=-11(LC 3), 2=-12(LC 3) Max Grav 6=75(LC 1), 2=1382(LC 12), 8=1347(LC 11) BRACING TOP CHORD Structural wood sheathing directly applied or 3-1-8 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation 'd FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-3975/0, 3-12=-3963/0, 3-4=-3262/0, 4-5=-1713/0 BOT CHORD 2-13=0/3816, 13-14=0/3816, 11-14=0/3816, 11-15=0/3816, 10-15=0/3816, 10-16=0/3178, 9-16=0/3178, 9-17=0/1662, 8-17=0/1662 VEBS 4-10=0/990, 4-9=-1768/0, 5-9=0/1466, 5-8=-2080/0, 3-11=-1/655, 3-10=-889/0 , JOTES 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 2. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "NAILED" indicates 3-1Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 251 lb down at 2-9-8, 249 lb down and 2 lb up at 2-9-8, 267 lb down at 5-7-7, 267 lb down at 5-7-7, and 271 lb down at 8-5-6, and 280 lb down at B-5-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Q?,pFESStp, �4ti Op 500y h, W U C 074486 rn E IM1-13 ! sT�lFOFC _Inly 1r) 901'2 Continued on page 2 -"'' ` ® tA'8MWNG - Verify d ugsa param&e rw mad RE&D NO T&S ON 77IIS AM INN: LUDM M EK PZi^'ER-MCE PACE Iffl 7473 BEFORE PASE? Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for on individual building component. �� Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Brocing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the t�t�y erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek.' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Cdteda, DSB•89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety lnforma8on available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Citrus Heights, CA, Lane, Su :f SaurrzrnF ne $Sp"J!a:rnYer is. sPec�e3, t-,a eci va.i�. am thoss effe---tive, w&/0?/243.3 byAtsc Job Truss Truss Type Qty Ply 2624_q R40054602 2624 A CJ3A Diagonal Hip Girder 2 1 Job Reference (optional) 1.4211 s May 'u 2u13 MI I ek Industries, Inc. Tue Jul 09 16:15:41 2013 Page 2 Wr ID:pMniiU9y3uiBTyY?fPchEyEito-1 eu3BSN6zKgNFl4gHcrc_rAz?FN9KOPvYMal QyzjLW LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-6=-68, 2-7=-20 Concentrated Loads (lb) Vert: 4=-84(F=-42, B=-42) 10=-35(F=-17, B=-18) 9=-61(F=-39, B=-22) 5=-154(F=-83, B=-71) 12=48(F=24, B=24) 14=-2(F=1, B=-3) ® fttrARK - Verify ct str`yn parameters and READ llff?T`P.S ON TEENS �M LNULUDIMOfiFlK RE FRMCfiE PAGE Ifal-747J SEMR€, M Design valid for use only with MTek connectors. This design 6 based only upon parameters shown, and is for on individual building component. Applicobirity of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI BuOding Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Pf Sa�^ea£rnP:ne[Spjlxfmte:: is sgx8r:.f£d;: rita va.1.. ans those 4f s--e iI53t1_I2013 bvA2SC WeW 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 2s2a_A R40054803 2624_A CJ4A Diagonal Hip Girder 1 1 Job Reference o tional BMC, Indio, CA- 92203 7.420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:15:42 2013 Page 1 I D: pM Wm iiU 9y3ui BTyY?fPchEyEdo-WrS SOom7tHSh_PtGO_748COMMPbhupUZBC67Zsyzj LV 5-3-8 4-4-1 Scale = 1:19.7 NAILED Special Special 6 Special 3x4 = 31 2-11-7 53-, 7-8.6 2-11-7 2-4-0 2-4-14 1-11.3 Plate Offsets (X.Y): f1:0-1-8.Edcel. l7:Edoe.0-1-81, 18:0-3-9,0-3-01, 19:0-3-9.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) -0.11 9-10 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -0.16 9-10 >689 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.44 Horz(TL) 0.04 7 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Wind(LL) 0.02 10 >999 240 Weight: 41 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD WEBS 2x4 DF Stud G REACTIONS (lb/size) 1=510/0-2-0 (min. 0-1-8), 5=58/Mechanical, 7=621/Mechanical Max Horz 1=61(LC 3) Max Uplift5=-9(LC 3) Max Grav 1=1276(LC 12), 5=58(LC 1), 7=1381(LC 11) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-11=3568/0, 2-11=-3554/0, 2-12=-2720/0, 3-12=-2697/0, 3-4=-1398/0 BOT CHORD 1-13=0/3420, 13-14=0/3420, 10-14=0/3420, 10-15=0/3420, 15-16=0/3420, 9-16=0/3420, 9-17=0/2648, 8-17=0/2648, 8-18=0/1355, 7-18=0/1355 fEBS 3-9=0/985, 3-8=-1572/0, 2-10=01689. 2-9=-999/2, 4-8=0/1443, 4-7=-1867/0 Structural wood sheathing directly applied or 3-4-1 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. .ATES . 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5. 9) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "NAILED" indicates 3-1Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 249 Ib down and 2 Ib up at 2-5-9, 249 Ib down and 2 Ib up at 2-5-9, 267 Ib down at 5-3-8, 267 Ib down at 5-3-8, and 281 Ib down at 8-1-7, and 280 Ib down at 8-1-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Continued on Dace 2 OQ,;�,OFESS/o CO Soo LU C 074486 rn *� EXP 12-31-13 /* JUN 10.2013 ® bf'hlY ING - Wwify eta iron lazzrarr ea a and READ iSR)i"ffr'"�.+ ON 71116 AND dPdi,'f,IMBI) MTOK ?>. F RR E PAGE Wl-747F3.BFM1M, (AM Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an indvidual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the rL erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mig W fabrication, quality control. storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 ifSaLrtWem.Vine"lumLeris;pec�ed.,the design:.mflues are those �ttelI nre W2/:201.3 byA15C 9 Job Truss Truss Type City Ply 2624_A R40054803 2624 A CJ4A Diagonal Hip Girder 1 1 Job Reference (optional) BMC, Inoio, CA-92203 /.42u is may lU 2UlJ ml l el( ulauslnes, Inc. I ae Jul ua ltlaa:42 eUlJ rage z ID:pMWmiiU9y3uiBTyY?fPchEyEito-WrSSOom7tHSh PtGO_748COMMPbhupUZ8C67ZsyzjLV LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-5=-68, 1-6=-20 Concentrated Loads (Ib) Vert: 8=-80(F=-41, B=-39) 4=-167(F=-84, B=-83) 11=27(F=3, 6=24) 12=-99(F=-57, B=-42) 14=2(F=1, B=1) 16=-34(F=-17, 8=-17) ® F&A3> RIM - verity design varam&er s andPEAD NWW ON TRIS AND Mr[AYDED IMTSK PEfERBI iCE PACE M-7473 BF701W ONE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown 6 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consuti ANSI/TPI1 Quality Cdterfa, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. €St+ur: w_m. Div tsp)iumt3 r is sf+Eeified: r?aa dies:-. vlau arse thaw: of ctroe DGF411201.3 byA LSC off MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type CRF Ply 282a_q - R40054804 2624 A CJ4B Diagonal Hip Girder 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Intlustries, Inc. Tue Jul 09 18:15:42 2013 Page 1 ID:pMWmiiU9y3uiBTyY?tPchEyEito-WrSSOom7tHSh PtGO_748COMYPd_uoNZ8C67ZsyzjLV -1-5-0 3.1-10 i 5 '15 9-11-7 1-SA 3.1-10 2- 4-6-9 Scale = 1:22.7 NAILED NAILED 4x6 = 2x4 II 6x8 = 6x8 = 7 Special Special Special 4x4 = Special Special Special r 3-3.6 + 5-415 &7-D 1 9-9�15 %11rr7 3-3-6 2-1-8 32-2 1-2-15 0-1-8 Plate Offsets (X,Y): f8:Edge,0-2-01,f9:0-3-9,0-3-01,110:0-3-9.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.30 Vert(LL) -0.11 10-11 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.77 Vert(TL) -0.16 10-11 >694 240 BCLL 0.0 Rep Stress Incr NO WB 0.45 Horz(TL) 0.04 8 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Wind(LL) 0.01 10-11 >999 240 Weight: 44 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 3-4-11 oc puffins. BOT CHORD 2x4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Ing1@11atign guide, REACTIONS (lb/size) 6=19/Mechanical, 2=610/0-7-6 (min. 0-1-8), 8=643/Mechanical Max Horz 2=74(LC 3) Max Uplift6=-3(LC 3), 2=-19(LC 3) Max Grav6=19(LC 1), 2=1248(LC 12), 8=1456(LC 11) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-3480/0, 3-12=-3469/0, 3-4=-2717/0, 4-5=-101110 BOT CHORD 2-13=0/3340, 13-14=0/3340, 11-14=0/3340, 11-15=0/3340, 10-15=0/3340, 10-16=0/2647, 9-16=0/2647, 9-17=0/980, 8-17=0/980 NEES 4-10=0/1007, 4-9=-1880/0, 5-9=0/1465, 3-11=0/668, 3-10=-922/0, 5-8=-1724/0 .DOTES 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. OFESS/d 7) Refer to girder(s) for truss to truss connections. 8) Provide truss to bearing R �9 mechanical connection (by others) of plate capable of withstanding 100 lb uplift at joint(s) 6, 2. �, sooty 1 � Y 9) This truss has been designed for a moving concentrated load of 250.011d live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent any live loads. O G� with other "NAILED" 10) indicates 3-1Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 251 lb down at 2-9-8, 249 lb down lw C 074486 and 2 lb up at 2-9-8, 267 lb down at 5-7-7, 267 lb down at 5-7-7, and 271 lb down at 8-5-6, and 281 lb down at 8-5-6 on bottom rn chord. The design/selection of such connection device(s) is the responsibility of others. E 12-31-13 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). * LOAD CASE(S) Standard s�Qj�0= 1) Regular: Lumber Incre se=1.25, Plate Increase=1.25 1 v�- JUN 102013 Continued on oaae 2 ® tFl €FWIi u - idcrr`fy design J arsrrs t ns and RfiAf7 NOT ES ON YIIFS AND INCLUDED UTFfK PXFEr'2L'WE Aacw I2fl-747J BEWRE (hW Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the sot ((�� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi lT eh. fabrication, quality control, storage, delivery, erection and bracing, commit ANSIITP11 Quarsty Cdterlo, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Instituie, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. rfSaunsm P4 tSP)Wmbe;rls.s7r�fed, ire, deign values are :hate zft Baste%10?f2013 byGl"sC Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 2624 A R40054804 2624 A CJ4B Diagonal Hip Girder 1 1 Job Reference (optional) BMC, In01o, GA - 92203 f—u s may lu Zvi ml I ex I"ousines, Inc. I ue Jul va IOaY z Cv l3 rage L I D: pM Wm iiU9y3ui BTyY?fPchEyEito-WrSSOom7tHSh_PtGO_748COMYPd_uoNZ8C67Zsyzj LV LOAD CASE(S) Standard Uniform Loads (ptf) Vert: 1-6=-68, 2-7=-20 Concentrated Loads (Ib) Vert: 4=-99(F=-42, B=-57) 10=-35(F=-18, B=-17) 9=-63(F=-22, B=41) 5=-156(F=-71, B=-84) 12=48(F=24, B=24) 14=-2(F=-3, B=1) ® WAI NG - Verify d zig. p.,ann trra znd Xi5itD1yC)7'L^'S ON THIS AIM INCt;iT M) MTSK PEFFREPME PACE MI-74 n 159M. 2E MIi. Design valid for use only with Wek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respom billiity of the pp� erector. Addtional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi 1p e fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TP11 Quality CrBeria, DS8-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 'f6aurtxzm. Dia'oe tSp)1vartex ls:s�sifiedr-tnzGeai uzi:,�,es are:Yhasa el:asSnte i33t4J2o%3 tyP:lSC 9 Job Truss Truss Type Oty Ply 2624A R4D054805 2624 A CJSA Diagonal Hip Girder 2 1 Job Reference (optional) BMC, Incio, CA - 92203 7.420 s May 10 2013 MiTek Intlustries, Inc. Tue Jul 09 18:15:43 2013 Page 1 I D:pM Wm i iU9y3uiBTyY?tPchEyEito-_10gc8mleaaYcZSTyieJ hPx W NoxvdBAiNrrg 5Jyzj LU -1-5.0 ( 3-3-6 5.7-5 7-8-12 11-3.0 1.10 3-3-6 2-315 2-1-7 3-64 Scale = 1:21.7 3x10 = 2z4 n 3x4 — Bx8 = ---' 7 Special Special Special 3x6 = Special Special 33$ 57-5 7-fit 11-1-8 11 0 3.3.6 2-3-15 2-1-7 3.4-12 021 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) -0.14 10-11 >942 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -0.22 10-11 >603 240 BCLL 0.0 Rep Stress Incr NO WB 0.74 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wlnd(LL) 0.02 10.11 >999 240 Weight: 49 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G REACTIONS (lb/size) 6=120/Mechanical, 2=696/0-7-6 (min. 0-1-8), 8=593/Mechanical Max Harz 2=82(LC 3) Max Uplift6=-18(LC 3), 2=-15(LC 3) Max Grav6=120(LC 1), 2=1389(LC 12). 8=1343(LC 11) BRACING TOP CHORD Structural wood sheathing directly applied or 3-1-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-4012/0, 3-12=-4000/0, 3-4=-3269/0, 4-5=-2179/0 BOT CHORD 2-14=0/3851, 14-15=0/3851, 11-15=0/3851, 11-16=0/3851, 10-16=013851, 10-17=0/3186, 9-17=0/3186, 9-18=0/2121, 18-19=0/2121, 8-19=0/2121 JEBS 4-10=0/873, 4-9=-1362/0, 5-9=0/1462, 5-8=-2414/0, 3-11=-5/673, 3-10=-917/0 .DOTES . 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 2. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 249 lb down and 2 lb up at 2-9-8, 249 lb down and 2 lb up at 2-9.8, 267 lb down at 5-7-7, 267 lb down at 5-7-7, and 281 lb down at 8-5-6, and 280 lb down at 8-5-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Continued on Daae 2 V?,OFESS/0 . �w oo Soot, * E 12-31-13 IV OF `F0. Julv 10 2013 ® WAl'W1413 - Yerifty c ,- i param&erss and RIUD i OM, 49 ON T91S AND INUL,LiDP,1i,i4fiLa23Lf PFF�'J"x PAt;is` Lfff-74-rJ BET -Or& (M. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the #� Q`_: erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding i6 B �( fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPH Quality Criteria, DSB-8? and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Cirrus He' 1f Sausew_€n Piretspj lumber is;p2s"fned, ma deign value; ar��;has. efr -v a Dsfolf2013 bvA SC Heights, CA, 95610 Job Truss Truss Type Qty Ply 2624_A R40054805 2624_A CJ5A - Diagonal Hip Girder 2 1 Job Reference (optional) 8MC, Indio, CA • 92203 7.420 s May 10 2013 M7ek Intlustnes, Inc. Tue Jul 09 18:15:43 2013 Page 2 ID:pMWmiiU9y3uiBTyY?fPchEyEito- 10gc8mleaaYcZSTyieJhPxWNoxvdBAiNrrgSJyzjLU LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-6=-68, 2-7=-20 Concentrated Loads (Ib) Vert:4=-99(F=-57, B=42) 10=-34(F=-17, B=-17) 12=48(F=24, B=24) 13=-167(F=-84, B=-83) 15=2(F=1, B=1) 18=-80(F=-41, B=-39) ® i+l?,;hR}b' M - Verify cd�aigsr paramsters anal READ !tn"!Tr aS OH ?tits AmD lAT,F mrr d#dinfi r+. FER swE mm €7iP-74n semrx usL Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the g � 1` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding AYE fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB•89 and SCSI Building Component 7777 Greenback Lane, Suhe 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 €Snglram Plne ISo) fvmbv- is:Px ifiied. t?se des'ca writes arezha efe,-tine OS�M1201Z byA SC � Job Truss Truss Type Qty Ply 2624_A R40054806 2624_A CJ6A Diagonal Hip Girder 4 - 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 M7ek Intlustries, Inc. Tue Jul 09 18:15:43 2013 Page 1 ID:pMWmiiU9y3uiBTyY?fPchEyEito-10gc8mleaaYcZSTyieJhPxWb4udHGiNrrg5JyzjLU 2-10-1 saz 1-5-0 2-10-1 2-10-1 NAM 12 WAll Frl 8 6 2x4 II 6x8 = 3x4 = Special Special Scale = 1:43.7 2-10-1 5-7-6 5-8-2 2.16:1 2.9-5 0412 Plate Offsets (X Y): f7:0-3-9 0.3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) -0.02 6-7 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.27 Vert(TL) -0.03 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.35 Horz(TL) -0.00 4 n/a n/a BCDL 15.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.01 7 >999 240 Weight: 48 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-8-2 oc puriins, except BOT CHORD 2x4 DF No.1&Btr G end verticals. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing " be installed during truss erection, in accordance with Stabilizer Installation auide. REACTIONS (lb/size) 8=359/0-5-8 (min. 0-1-8), 4=80/Mechanical, 6=145/Mechanical Max Harz 8=143(LC 5) Max Uplift8=-250(LC 3), 4=-15(LC 3), 6=-290(LC 5) Max Grav 8=701(LC 10), 4=80(LC 1), 6=606(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-539/257 'VEBS 2-7=-196/450,3-7=-328/440, 3-6=-482/334 IOTES Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=1b) 8=250 This truss 7) This truss has been designed for a moving concentrated load of 250.0Ib live located all mid the pFESS/p at panels and at all panel points along Bottom Chord, nonconcurrent with any other live loads. Q O lL � �� 8) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. � 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 251 lb down and 236 lb up at 2-9-8, �� rn and 251 lb down and 236 lb up at 2-9-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of �.� others. C 074486 � 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(5) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) cS j IV �4 Vert: 1-2=-68, 24=-68, 5-8=-30 qr 'OF �a4� .July 10,2013 continued on page 2 ® WAWING - Vctvfg desr"rl a pmamztem =d a`iEAD AV74 W ON TRIS AND 0XLTTDED MTHK PEFERE-14CE PAW MI 747.3.BEMPE (AS& Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. of Applicability of design parameters and proper incorporation of component 6 responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiliity of the A erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Qualify Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 3122,Alexandria, VA 22314. s.<aacr Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 2624_A R40054806 lJob 2624_A CJ6A Diagonal Hip Girder 4 1 Reference (optional) BMC, Indio, CA-92203 LOAD CASES) Standard Concentrated Loads (lb) Vert: 7=-2(F=-1, B=-I) 3=66(F=33, 13=33) aazu s may iu zurs mi i ex inousmes, inc. i ue dui ua io:io:w zuis rage z I D: pM Wm iiU9y3uiBTyY?FPchEyEdo-_10gc6mleaaYCZSTyieJhPxWlo4udHGiNrrg5JyzjLU ® W_4R 1WG -Verify clzx rr7sa gat:rarrxe z ra nrX R£rAD AR) i nS ON Tfll S R7iS! INi £,dSDz 7 llfi7WK PFFERE M'E PAG£ MT1-74T<3 SE'k`L RU dirt. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the nn� F erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi i'Pi"W fabrication, quality control, storage, delvery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. if souti.arn PinetspliumbeT isspe[.ified'., ti=_rieaign..valuuSs art thtmeft-,twee 016/01f2£11.3 byALSC Citrus Heights, CAS 95610 Job Truss Truss Type Qty Ply 2624_A R40054807 2624 A G_3 Jack -Open Girder 1 1 Job Refere ce o tional BMC, Indio, CA - 92203 7,420 s May 10 2013 MTek Intlustries, Inc. Tue Jul 09 18:15:44 2013 Page 1 ID:pM WmiiU9y3uiBTyY71PchEyEito-SDaCpUnOPuiPEil fVP9YEdT¢CL1 MlgscVbEely4LT 3.0.0 - 2-4-0 2x4 11 3x4 = 3x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid TCLL 20.0 Plates Increase 1.25 TC 0.30 Vert(LL) -0.03 1-5 >999 480 TCDL 14.0 Lumber Increase 1.25 BC 0.60 Vert(TL) 0.05 1-5 >999 240 BCLL 0.0 ` Rep Stress Incr NO WB 0.26 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Wind(LL) 0.00 5 >999 240 LUMBER TOP CHORD 2x4 DF N0.1&Btr G BOT CHORD 2x4 DF N0.1&Btf G WEBS 2x4 OF Stud G WEDGE Left: 2x4 DF Stud REACTIONS (lb/size) 1=436/0-5-8 (min. 0-1-8), 4=436/Mechanical Max Horz 1=51(LC 3) Max Grav 1=759(LC 9), 4=699(LC 11) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-993/0 BOT CHORD 1-6=0/892, 5-6=0/892, 5-7=0/892, 7-8=0/892, 4-8=0/892 WEBS 2-5=0/850, 24=-102710 Scale = 1:15.8 PLATES GRIP MT20 220/195 Weight: 23 lb FT = 20 % BRACING TOP CHORD Structural wood sheathing directly applied or 5-4-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. IOTES Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) Use USP JL24 nth 10d nails into Girder & NA9D nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-4-12 from the left end to 3-4-12 to connect truss(es) JB4 (1 ply 2x4 DF), JC4 (1 ply 2x4 DF) to front face of bottom chord. 8) Fill all nail holes where hanger is in contact with lumber. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-68, 1-4=-20 Concentrated Loads (lb) Vert: 6=-149(F) 7=-287(F) C AR1111i - Verify c%,cis�se gzarumem and R 9d )7W ON TRIS AA+S) PACE !Rai-74`FJ .f3L'FYi78�3 USR Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. ApplicabiQfy of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIi Quality Criteria, DSB-89 and BCSI Building Component Welty Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. f5.aUrhacre Fine(sTsj iumbea it-T—wfied6 t1la dai;ign.valva are those srft,rt-we DGfOP%2FGE; Lv ALS>C A�ti�©o sooAZ co ty o�i LIJ 11 C 074486 � R 1 731-13 1* July 10,2013 MiTek` 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Ply 262a A �Oty - R40054808 2624 A J4D JACK -OPEN 1 1 Job Reference o tiona BMC, Indio, CA-92203 r.azu s may to tuts mi i ere mausines, inc. i ue Jm ua inae:na zus s rages ID:pMWmiiU9y3uiBTyY?fPchEyEitoSDaCpUnOPuiPEilfVP9YEdr3CN MpvscVbEelyzjLT 1-0-0 6-D-0 Scale = 1:14.5 0-6-0 6-0-0 0 8-0 5-4-0 Plate Offsets MY): 12:0-1-1,Edae1 12:0-0-14,1-2-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL - 20.0 Plates Increase 1.25 TC 0.23 Vert(LL) -0.07 4-9 >995 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.13 4-9 >539 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix-M) Wind(LL) 0.01 4-9 >999 240 Weight: 20 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 DF Stud be installed during truss erection, in accordance with Stabilizer [installation u'de REACTIONS (Ib/size) 3=139/Mechanical, 2=411/0-5-8 (min. 0-1-8), 4=63/Mechanical Max Horz 2=65(LC 3) Max Uplift 3=-1 9(LC 3), 2=-8(LC 3) Max Grav 3=139(LC 1), 2=484(LC 10), 4=300(LC 13) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-679/257 BOT CHORD 2-10=-202/645 IOTES Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) 3, 2. 7) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) In LOAD CASE(S) loads the face the truss front back pFESS1 the section, applied to of are noted as (F) or (B). QR S4 LOAD CASE(S) Standard 01�� DO 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 �� Uniform Loads (plf) Vert: 1-3=-68, 5-7=-50(F=-30), 4-7=-20 LU C 074486 M EX 12-31-13 * Sx OF C July 10,2013 ® iYAIEJY?xfG - Verify d&--;Vn pararrreters rad READ AKnW ON TUXAM DXL:f DED 9UT9K P.F:FEP WB PAW_?! -747U .S TGR9 EF0 Design valid for use any with Wei, connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown �` I, for lateral support of individual web members any. Additional temporary bracing to insure stability during construction is the responsibillity of the IXI��i�.. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding R fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Qua1By CrBeria, DSB-89 and BCSI BuBding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 Ef Souof�am Dane 1tSP) lumbe.T is specified, the design>values are thoss eY:aztive 06/01 f201.3 byALSC Job Truss Truss Type Oty Ply 2624A R40054809 2624_A JA9 Jack -Open Truss 8 1 Job Reference (optional) BMC, Indio, CA - 92203 7,420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:15:44 2013 Page 1 ID:pM WmiiU9y3uiBTyY?fPchEyEho-SDaCpUnOPuiPEil fVP9YEdTiuCSsMoPscVbEely4LT -1-0-0 1-11-11 1-40 1-11-11 4.00 12 6 5 4 2x4 I I 3x4 = Scale = 1:34.2 LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 15.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Iner NO Code IBC2009/TPI2007 CSI TC 0.31 BC 0.16 WB 0.10 (Matrix) DEFL in Vert(LL) -0.00 Vert(Q -0.01 Horz(TL) -0.01 Wind(LL) 0.00 (loc) I/deft Ud 5-6 >999 480 5-6 >999 240 3 n/a n/a 5 •••• 240 PLATES GRIP MT20 220/195 Weight: 21 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins, BOT CHORD 2x4 DF No. 1&Btr G except end verticals. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installatio side. REACTIONS (lb/size) 6=195/0-5-8 (min. 0-1-8), 5=31/Mechanical, 3=35/Mechanical Max Horz 6=127(LC 5) Max Uplift6=-26(LC 3), 5=-224(LC 5), 3=-5(LC 4) Max Grav 6=345(LC 9), 5=281(LC 8). 3=35(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. ' 1OTES Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 �) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 3 except pt=lb) 5=224. 7) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. QgOFESS/pN LOAD CASE(S) Standard �{ OO Sooty p��ti CO LU C 074486 m * E 12-31-13 s�9rFfl>CG , July 10,2013 ® WARKNG - Verifiy ees7 irri parain st, x mxd Ris41) KWW ON TRIS AND PAZ LiiDL'D lfflT£3 Pr^FP3ZE E PdG€Yfif-?4T; ita Y3f i3 iJSE. Design valid for use only with MTek connectors. This design B based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component 6 responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction'¢ the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardiMie: ng fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI/TPll Quality CAleria, DSB-89 and SCSI Building Component Suite 109 S 7777 Greenback Lane, Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, Lane, ff S0m`hrn ,. Rine 1SPJ Ivar•..beEr is spec ed, tlha 41ea•.gn ualuw are thaw �ect-we DGM1 f201.3 bV ALSC95610 Job Truss Truss Type oty Ply 2624q R40D54810 2624 A Jx Jack -Open Truss 2 1 Job Reference o tional BMC, Indio, CA- 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:15:45 2013 Page t _- ID:pMWmiiU9y3uiBTyY?IPchEyEito-wo8a1 goOACgGrser37gnmgOtncj55GC?g9KnAByzjLS -11Y0 4-0-11 1-0-o a-a11 - 4.00 F12 5 4 2x4 3x4 = 4-0-11 4-0.11 Scale = 1:37.3 Plate Offsets (X,Y): f4:Edge,0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deg Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.30 Vert(LL) -0.06 4-5 >842 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.09 4-5 >531 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.06 Horz(TL) -0.01 3 n/a n/a BCDL 15.0 Code IBC2009frP12007 (Matrix) Wind(LL) 0.00 5 — 240 Weight: 28 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-0-11 oc purtins, except BOT CHORD 2x4 DF No. 1&Btr G end verticals. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS (lb/size) 5=283/0-5-8 (min. 0-1-8), 3=118/Mechanical, 4=59/Mechanical Max Horz 5=144(LC 5) Max Uplift3=-18(LC 3), 4=-102(LC 5) Max Grav 5=401(LC 8), 3=118(LC 1), 4=309(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 4=102. 8) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Bottom Chord, nonconcurrent with any other live loads. � p,O LOAD CASE(S) Standard �� OO Soo y O C o e 074486 r k EXPr 12-31-13 S�9T IV July 10,2013 ® i+KB7'aN3NG - V rify d—siyn piz-amder+ =d R9AD Plot" ON THIS AM 1NCLUDM).WMK fi. EF'F.Rv_W.S PAGE PIId-747J BE MRE IEE. -- Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the �i`-- erector. Additional permanent brocing of the overall structure a MwTthe responsibility of the building designer. For general guidance regarding R fabrication, quality control, storage, defvery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 Pfia�'ti2rn. pure (STg} hambs* is F:ne.3,: rxe efe ivm uaduss ass thaae e>Fe:trve iS5ja! f2.'#13 byAl sc Job Truss Truss Type Qty Ply 2624 A - R40054811 2624_A T1A Half Hip Truss 1 Job Reference (optional) BMC, Indio, CA- 92203 7.420 s May 10 2013 MiTek Intluslries, Inc. Tue Jul 09 18:15:46 2013 Page 1 ID:pMWmiiU9y3uiBTyY?fPchEyEdo-OchyE9pexVy7TOA2dgBOJ2Z?60yogZpB3p4KidyzjLR i-1-0.0 8-0-0 12-8-9 17-3.6 22-o-0 2_ . -0 1-0.0 8-0-0 4-8-9 4-0.13 4-8-9 2.11 Scale = 1:44.2 NAILED 5x6 = NAILED NAILED 3x10 = NAILED 4.00 12 NAILED NAILED 3x6 = NAILED NAILED NAILED 4x4 = 5x6 3x10 % 20 iZ 21 22 " 23 24 25 iu 26 27 n 28 8 6x8 = JL26 7x10 = JL26 JL26 4x4 = JL26 7x10 = JL263x4 II HJC26 JL26 JL26 JL26 i 8.0.0 12-8-9 17-3-6 22-0 0 21: 0 1 8-0-0 4-8-9 4-613 48-9 2.1-0 Plate Offsets MY): 12:0-4-2,0-1-81, 19:0-5-0.0-4-41, 111:0-5-0,0-4-81, 112:0-3-8,0-4-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) -0.25 11-12 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.91 Vert(TL) -0.49 11-12 >578 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.68 Horz(TL) 0.11 8 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix) Wind(LL) 0.04 11 >999 240 Weight: 251 lb FT = 20 % LUMBER BRACING TOP CHORD 2x4 DF N0.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-6-10 oc purlins, except BOT CHORD 2x6 DF No.2 G end verticals, and 2-0-0 oc puffins (4-9-11 max.): 3-6. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=211910-5-8 (min. 0-1-10), 8=2362/0-3-8 (min. 0-2-0) Max Horz 2=62(LC 4) Max Grav 2=3022(LC 14), 8=3707(LC 19) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-8754/0, 3-13=-8143/0, 13-14=-8145/0, 4-14=-8147/0, 4-15=-7054/0, 15-16=-7054/0, 5-16=-7054/0, 5-17=-2583/0, 17-18=-2581/0, 6-18=-2579/0, 6-19=-2695/0, 7-19=-2741/0, 7-8=-3611/0 BOT CHORD 2-20=0/8288, 12-20=018288, 12-21=0/8986, 21-22=0/8986, 11-22=0/8986, 11-23=0/8986, 23-24=0/8986, 24-25=0/8986, 10-25=0/8986, 10-26=0RO54, 26-27=0/7054, 9-27=0/7054 fEBS 3-12=0/2470, 4-12=-1107129, 4-11=0/1125, 4-10=-2337/0, 5-10=0/1912, 5-9=-5104/0, 6-9=0/461. 7-9=0/3738 NOTES 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-6-0 oc, Except member 12-4 2x4 - 1 row at 0-9-0 oc, member 4-11 2x4 - 1 row at 0-9-0 oc, member 10-4 2x4 - 1 row at 0-9-0 oc, member 5-10 2x4 - 1 row at 0-9-0 oc, member 9-5 2x4 - 1 row at 0-9-0 oc, member 9-6 2x4 - 1 row at 0-9-0 oc, member 9-7 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply ass connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. YQ.O /0 3) Unbalanced roof live loads have been considered for this design. S�� 9� 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 'w4 O� 'Y O FZ C 5) Provide adequate drainage to prevent water ponding. � 1- j _ 2 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. W f� t1� A O C C 0 48 V 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will � M fit between the bottom chord and any other members. E 12-31-13 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. S 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Use USP HJC26 (With 16d nails into Girder & 10d nails into Truss) or equivalent at B-0-6 from the left end to connect truss(es) JD (1 ply 2x4 DF), CJ1A (1 ply 2x4 DF) to front face of bottom chord. 12) Use USP JL26 (With 10d nails into Girder & NA91) nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 10-0-12 from the li rlv in 7f11 A ContNff4ACoW24 to connect truss(es) JD (1 ply 2x4 DF) to front face of bottom chord. ® WARNING - Verify d,%i9n gaarrtm&era aszd RRAD NQ7W ON TRIS AINW IN%t UDED 7 MK P.EFzat W PAGE MI-7473 BEFORE WS Design valid for use only with MTek connectors. This design is based only upon parameters shown, and its for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the (�gg E,, erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi iT eR- fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-8y and BCSI Bundling Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 13Sauslrerrk l»rc;<Sia)Ivm6ec is. gas?c-.riEd: me dejign aziuw aretho;A effsvd e0b?II;I2',D13 by A'L5t 9 Job Truss Truss Type Qty Ply 2624A Raoosaell 2624 A T1A Half Flip Truss 1 2 Job Reference (optional) BMC, Indio, CA - M03 7.420 s May 10 2013 MiTek Intlustries, Inc. Tue Jul 09 18:15:46 2013 Page 2 ID:pM WmiiU9y3uiBTyY?fPchEyEito-OchyE9pexVy7T0A2dgBOJ2Z?60ycgZp83p4KidyzjLR NOTES 13) Fill all nail holes where hanger is in contact with lumber. 14) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-68, 3-6=-68, 6-7=-68, 2-8=-20 Concentrated Loads (lb) Vert: 3=-93(F) 6=-93(F) 12=-703(F) 9=-96(F) 13=-93(F) 14=-93(F) 15=-93(F) 16=-93(F) 17=-93(F) 18=-93(F) 19=-93(F) 21=-96(F) 22=-96(F) 23=-96(F) 25=-96(F) 26=-96(F) 27=-96(F) 28=-96(F) ® I>$?APJ ING - Yer7fy design ga M?zr^ ?" and }t&AD AV Mrs ON THIS Aims 1NUWDMY tffYWK t4EFF£it W9 P'Aisiw' W1-747J BiBF`f?RS t Design valid for use only with MOek connectors. This design is based only upon parameters shown, and B for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown. is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the BL erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding By1 ��eW fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Catania, DSB-89 and BCSI Bu9ding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312 Alexandria, VA 22314. Citrus Heights, CA, 95610 ff-Saut4am. P:nefSisj�tumberisspfsfe,d-t ,ed vgz+v Iuw are thwe eFactnrs i15fa'�.?f2 i:3 tsYALSC g Job Truss Truss Type Qry Ply 2624 q R40054812 2624_A T1 B Hatt Hip Truss 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:15:47 2013 Page 1 ID:pM V*niiU9y3uiBTyY?WchEyEdo-soFLSVgGip4_5A1EBXjFrF5AWQK2Z5ylITpuF4yzjLQ i-1-0.0 i 5-5-1 10.0.0 132.3 20-0-0 24-1-0 1 1-0-0 5-5-14�r15 32.3 6.9-13 4-11 Scale = 1:44.2 4x4 = 3x4 = 6x8 = 4x4 = - 3x4 = - 8 2x4 II 7x10 = 44 = 3x4 SS1 I 1644 -0 41 -000.-0 Plate Offsets (X,Y): I2:0-39,Edoel. It 1:0-4-8,0-3-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) -0.14 10-11 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.71 Vert(TL) -0.36 10-11 >796 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.37 Horz(TL) 0:08 8 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Wind(LL) 0.05 11-12 >999 240 Weight: 112 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 3-11-2 oc puffins, except BOT CHORD 2x4 DF No.1 &Btr G end verticals, and 2-0-0 oc purlins (4-8-4 max.): 4-6. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. M7ek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide, REACTIONS (lb/size) 2=113210-5-8 (min. 0-1-8), 8=1041/0-3-8 (min. 0-1-8) Max Horz 2=59(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2555/0, 3-4=-1987/0, 4-5=-1847/0, 5-6=-1602/0, 6-7=-1160/0, 7-8=-994/0 BOT CHORD 2-13=0/2357, 12-13=0/2357, 12-14=0/2357, 11-14=0/2357, 11-16=0/1932, 10-15=0/1932, 10- 1 6=0/1 103, 9-16=0/1103 JEBS 3-12=0/336, 3-11=-624/14, 4-11=0/418, 5-10=-499/42, 6-10=0/693, 6-9=-508/19, 7-9=0/1187 ,DOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. �pFES$jO 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Q J(/ Bottom Chord, nonconcurrent with any other live loads. 8) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. � � Sao , 0, � OD LOAD CASE(S) StandardLU e 074486 Cr * E 12-31-13 �OF r. 0 July 10,2013 ® WAwnfiG - Verift eresign pw=mee" anti RrAD P4{) W ON 7YI19 AND 1AIU VD10 It'ii P SK P?"ERE YL'E PAGE Wl-T473 B&-C1fW i3St:. Design valid for use only with Wek connectors. This design B based only upon parameters shown, and B for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown l` is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Ni �L erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek- fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Bultding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95510 '# set.�t?+en pine ISp.1 tumbeT icspedif ed< t?tv desi,p saluas arethass ff*Ettse t%f0_/201.a iyyAtSC Job Truss Truss Type Ply 12624-A - R40054613 2624 A T1C Hip Truss 10ty 1 1 Job Reference o tional BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:15:48 2013 Page 1 ID:pMWmiiU9y3uiBTyY?fPchEyEito-K?pjfrquS7CriKKOkFEUOTeGJpf31VsRW7ZRnWyzj LP -1-0-0 6-51 12-0-0 18-0-0 24-1-0 1-0-0 fsS1 5-6-15 6-0-0 6-1-0 Scale = 1:44-1 6x8 = 46 = 4x4 = �� .. 7 2x4 II 6x8 = 4x8 = 5x6 II 6-51 P12-0.0 18-0.0 _ 24-1-0 6-51 5-6-15 fs0-0 6-1-0 Plate Offsets MY): f2 0-3-5 Edael MEdoe 0-3-91 19:0-2-8 0-3-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) -0.13 8-9 >999 480 MT20 2201195 TCDL 14.0 Lumber Increase 1.25 BC 0.79 Vert(TL) -0.32 2-10 >884 240 BCLL 0.0 Rep Stress Incr NO WB 0.52 Horz(TL) 0.07 7 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.05 10 >999 240 Weight: 110 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD BOT CHORD 2x4 DF No. 1&Btr G WEBS 2x4 OF Stud G BOT CHORD REACTIONS (Ib/size) 2=1132/0-5-8 (min. 0-1-8), 7=1041/0-3-8 (min. 0-1-8) Max Harz 2=54(LC 4) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2495/0, 3-4=-1752/0, 4-5=-1221/0, 5-6=-1342/0, 6-7=-977/0 BOT CHORD 2-11=0/2294, 10-11=0/2294, 10-12=012294, 9-12=0/2294, 9-13=0/1612, 8-13=0/1612 WEBS 3-10=0/372, 3-9=-745/8, 4-9=0/506, 4-8=-542/0, 6-8=0/1172 Structural wood sheathing directly applied or 3-9-11 oc purlins, except end verticals, and 2-0-0 oc purlins (5-10-5 max.): 4-5. Rigid ceiling directly applied or 10-D-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide IOTES Unbalanced roof live loads have been considered for this design. �) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. It; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a -live load of 20.Opsf on the bottom Chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) Graphical puffin representation does not depict the size or the orientation of the purtin along the top and/or bottom chord. LOAD CASE(S) Standard QQ?,pFESS/0�� SOOINV LU C 074486 rn Of-rn 1 :YX` 12731-13 11r� N] July 10,2013 ® W8tcKM - Va rrfy comma _taa rcrmeteY7 an a READ HUMS 01Y IRIS AM INULUDU1) RUTEKT.UERKI:.'[d> E PAGE PRa -7473 SEs"t%`Q)IM iaSL'. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 1f S:aumhem Pi"t5T)1uamLes is sles.-tfied„ thsde:.gn ualu�es am thas.e ekt_-tlwe 06t011.201.3 bVA15C Job Truss Truss Type Ply 2624_A �Qty R40054814 2624_A T1 D Hip Truss 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:15:48 2013 Page 1 ID:pMWmiiU9y3uiBTyY?FPchEyEito-K?pjfrquS7CriKKQkFEUOTeCEpdLIRLRW7ZRnv, 4LP -1-0-0 7-51 14-0-0 1fr0.0 19.10.11 241-0 1-0.0 7-5-1 6-6.15 2-0-0 11112 42.5 Scale = 1:43.8 �1 O 6x8 = 4x4 = 2x4 II 7x10 = 3x10 = 4x8 = I 7-5-1 1�40.0 160.0 I 24-1-0 e 0 A N LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TPI2007 CSI TC 0.99 BC 0.90 WB 0.80 (Matrix) DEFL in Vert(LL) -0.20 Vert(TL) -0.44 Horz(TL) 0.08 Wind(ILL) 0.05 (loc) I/defl Ud 2-11 >999 480 2-11 >642 240 8 n/a n/a 2-11 >999 240 PLATES GRIP MT20 2201195 Weight: 116 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No-18Btr G TOP CHORD Structural wood sheathing directly applied or 3-8-12 oc puffins, except BOT CHORD 2x4 DF No.18Btr G end verticals, and 2-0-0 oc puffins (5-10-1 max.): 4-5. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer installation nuide. REACTIONS (lb/size) 2=1132/0-5-8 (min. 0-1 -8). 8=1 041/0-3-8 (min.0-1-8) Max Horz 2=52(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2438/0, 3-4=-1482/0, 4-5=-1201/0, 5-6=-1313/0 BOT CHORD 2-12=0/2234, 11-12=0/2234, 11-13=0/2234, 10-13=0/2234, 10-14=0/1339, 9-14=0/1339, 9-15=0/1021, 8-15=0/1021 '-/EBS 3-11=0/407, 3-10=-964/0, 4-10=0/544, 4-9=-402/36, 5-9=0/281, 6-9=0/311, 6-8=-1221 /0 ,.OTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. g QFESStp 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel paints along the Q Bottom Chord, nonconcurrent with any other live loads. �4Q q� 8) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. ��0� y O��J CO LOADCASE(S) Standard � G C tJ �%'�4$6 M * E 12731-13 1 ��\Q FOFC July 10,2013 ® k9Fii m.- Vc if'y design prz=.'t". a dREAD N(i1W ON nNS AND f%ULS3DPI) }1 Mr, P.UEREEME PACs fat-747J Bm)RI3 UM Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the i�� erector. Additional permanent bracing of the overall structure is the responsibility of the buBdM ing designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/iPll Quality Criteda, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safely Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, Lane, Su 1#Saut*,ern.Rine J iumbrr 1ss}s�safied.:the deciSn. values are those ef°e,.tive 0G t0!fE<323 byA1SL' Job Truss Truss Type Qty Ply 262a_q R40054815 2624_A TIE Special Truss 1 1 Job Reference (optional) 1-0-0 ' 7-11-1 may iu wrs mn ex maussnes, — ,ue dim-sa:s sna[usa rage ID:pMWmiiU9y3uiBTyY?fPchEyE tooBN5tBrWDQKhKUvdlyljxgBTGDyOlwdbinl?JyyzjLO 7-0-15 4-4-12 4x6 = 4 4-8-5 Scale = 1:42.3 2x4 11 5x8 = 6x10 MT20H = 7-11-1 15-0-0 24-1-0 ' 7-11-1 7-0-15 I 9-1-0 Plate Offsets (X,Y): f2:0-3-9,Edgel. 18:0-4-0.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) -0.28 7-8 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.97 Vert(TL) -0.55 2-9 >521 240 MT20H 165/146 BCLL 0.0 ' Rep Stress Incr NO WB 0.67 Horz(TL) 0.08 7 n/a n/a BCDL 10.0 Code IBC2009fTP12007 (Matrix) Wind(LL) 0.06 2-9 >999 240 Weight: 107 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-7-4 oc purlins, except BOT CHORD 2x4 DF No. 1&Btr G end verticals. WEBS 2x4 DF Stud G `Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W6: 2x4 DF No. I&Btr G WEBS 1 Row at midpt 3-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 2=1132/0-5-8 (min. 0-1-8), 7=1041/03-8 (min. 0-1-8) Max Horz 2=56(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2394/0, 3-4=-1361/0, 4-5=-1318/0, 5-6=-291/14 BOT CHORD 2-10=0/2189, 9-10=0/2189, 9-11=0/2189, 8-11=0/2189, B-12=0/1059, 7-12=0/1059 -1EBS 3-9=0/406, 3-8=-1056/9, 4-8=0/467, 5-8=0/287, 5-7=-1190/0 CITES r) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Q pFESSJp Bottom Chord, nonconcurrent with any other live loads. l LOAD CASE(S) Standard �� O� SOONCo LU UDC 074486Of �� * P 12-31-13 9rFQF r July 10,2013 A WARvNTWUa - Verify dtugnparametrs nd P—EAD K0 T 0 ON 7T]IS AND lACLUDEI) fli T9K P.EFEREMIS PAW Mr-747J I3E£(?PE IEZ -- Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 6 the responsibility of the t�{{ �� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding pyBwTek fabrication, quality control. storage, delivery, erection and bracing, consult ANSIITP11 Qualify Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, tfSautaam ir:ne, jSPIluumbe, is 5secified tie:tfesia" 1, zs are-tha mew irve 05j2F?f,20.L3 byALK CA, 95610 Job Truss Truss Type Qty Ply 2624 A . R40054816 2624 A T1F SPECIAL TRUSS 2 1 Job Reference footionall BMC, Indio, CA- 92203 7.420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:15:50 2013 Page 1 ID:pM WmiiU9y3uiBTyY?fPchEyEito-HNxT4Xs8_kSYydUpsgGyTujZCdL4mRfk_R2YrPyzjLN 6-0-0 11-0-15 12.6.0 1 :— 17.6-0 18-11-1 241-1 1-0-0 6-0-0 5-P15 1.51 22_", 5-2-0 Scale = 1:42.8 4x12 II 3x6 i 2x4 11 ozw 11 — — 5x8 = 4x4 11 6x8 = 4x6 — 3x4 I I LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.96 Vert(LL) -0.25 15-16 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.84 15-16 >343 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.43 Horz(TL) 0.07 10 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix-M) Wind(LL) 0.15 15-16 >999 240 Weight: 131 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-4-5 oc puffins, except BOT CHORD 2x4 DF No.1&Btr G *Except* end verticals. 132: 2x6 OF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS (lb/size) 10=1145/0-3-9 (min. 0-1-8), 2=1213/0-5-8 (min. 0-1-8) Max Horz 2=57(LC 5) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2612/0, 3-4=-1937/0, 4-5=-2109/0, 6-7=-313/40, 7-8=-1330/0, 8-9=-1504/0, 9-10=-1151/0 BOT CHORD 2-21=0/2142, 2-22=0/2419, 16-22=0/2419, 16-23=0/2419, 15-23=0/2419, 1415=0/1460, 14-24=0/1451, 13-24=0/1459, 13-25=0/1458, 25-26=0/1457, 12-26=0/1452, 11-12=0/1460 fEBS 5-15=0/1372, 7-11=-532/53, 4-15=-984/11, 8-11=-111/456, 9-11=0/1402, 5-17=-1238/0, 7-17=-1238/0, 3-16=0/364, 3-15=-707/25 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) 180.01b AC unit load placed on the bottom chord, 15-0-0 from left end, supported at two points, 5-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20 % has been applied for the green lumber members. ©(>FZ �q 7) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the (��0 SOON 0�� Bottom Chord, nonconcument with any other live loads. © V LOAD CASE(S) Standard i C 074486 m * 12-31-13 July 10,2013 ® WARAiIF3 . Verify of -sign param&?rn aid RE .tyi)TSE ON 7WIS AND I3Yi;LUDIXI 07BK P.F.`.r E PAGE Iffl 747J BEM1 > iM Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not two designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the qp� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding IYI'T e W fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Qualify Cdtede, DSB-89 and BCSI Bunding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 1fsauthem: Pine$Slk};umb,--. is. �yses e3�msziefo Values we those eftetrvei6fal/'201.3 b,4AISC Job Truss Truss Type 2624 A �Qtly JPly R40054817 2624_A T1 FX Special Truss 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc Tue Jul 09 18:15:51 2013 Page 1 ID:pM WmiiU9y3uiBTyY?tPchEyEito-2VrHftnl2aPZn3?QNnB05GIG1 hkVruuD5n5OryziLM ri-0-0, 60-0 11-0-15 , 12-0-0 15-0-0 17-6-0 i18-11-1 , 21-3-9 24-1-1 26-9$ 30.0-0 11:015 1 V 2-60 2-6-0 '1 '1 2�-8 2-9-9 2-8-7 32-8 Scale = 1:52.8 4x12 II 4x6 = 20 19 - - 3x4 = -- -- 15 — 14 -- -- 13 -. 4x6 = 2x4 11 Sx8 = 4x12 MT20H —_ 4x4 = 7x10 = 10x16 // JL26 3x4 II 3x10 = HUS26 JL26 JL26 11$O 68-0 IV5 0- -0 7-5-1 5-1-9 7 28.7 3-2A LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.88 Vert(LL) -0.21 19-20 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.79 Vert(TL) -0.76 19-20 >372 240 MT20H 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.62 Horz(TL) 0.11 12 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.12 19-20 >999 240 Weight: 160 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 3-2-10 oc purlins. BOT CHORD 2x4 DF No.t&Btr G *Except* BOT CHORD Rigid ceiling directly applied or 9-9-7 oc bracing. B2: 2x6 OF No.2 G, B4: 2x6 OF SS MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 DF Stud G be installed during truss erection, in accordance with Stabilizer guide. REACTIONS (lb/size) 12=1419/0-5-8 (min. 0-1-12), 2=1206/0-5-8 (min. 0-1-9), 14=4108/0-3-2 (req. 0-4-7) Max Horz 2=62(LC 14) Max Uplift2=-190(LC 9) QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT Max Grav 12=1625(LC 7), 2=1467(LC 8), 14=4167(LC 20) LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3548/472, 3-4=-2482/241, 4-5=-2331/0, 5-6=-346/170, 6-7=-483/146, 7-8=-1435/0, 8-9=-1751/109,9-10=-812/692,10-11=-936/860,11-12=-3670/0 -IOT CHORD 2-22=-471/3261, 20-22=-211/3145, 20-23=-183/3001, 19-23=-18/2782, 18-19=0/1670, 18-24=0/1644, 17-24=0/1563, 17-25=0/1565, 25-26=0/1514, 16-26=0/1588, 15-16=0/1634, 15-27=-45/1157, 14-27=-282/1397, 14-28=0/3237, 28-29=0/3237, 29-30=0/3252, 13-30=0/3323,13-31=0/3387,12-31=0/3457 WEBS 10-14=-283/10, 5-19=0/1318, 7-15=-509/42, 4-19=-869/18, 8-15=0/489, 9-14=-1392/0, 3-19=-815/32, 7-21 =-1 265/0, 5-21 =-I 265/0, 11-13=0/1757, 11-14=-2892/0, 9-15=0/587, 3-20=0/402 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) 180.01b AC unit load placed on the bottom chord, 15-0-0 from left end, supported at two points, 5-0-0 apart. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) WARNING: Required bearing size at joint(s) 14 greater than input bearing size. 9) Provide metal plate or equivalent at bearing(s) 14 to support reaction shown. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=190. 11) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 12) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 30-0-0 for 50.0 plf. 13) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent at 24-1-13 from the left end to connect truss(es) T5A (1 ply 2x4 DF) to front face of bottom chord. Continued on Daoe 2 �,�,pF ESSlp� soON a�Fz C 074486 rn * E . 12-31-13 d1��T V �Q OF C .fitly 1n gn1-,A ® IRAWING - Verify e?esign garame tern and P-F.AD MOMS ON 7WIS AAFD LNrLVDEV.& T9K P.BiEREME PACE P91-7473.19FORB i:TM Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. �r t�f�j( Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respomibillity of the R ■e Nil' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consuh ANSI/TPII Quality Criteda, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, 'f Sausir-a¢ .¥inefSl=}Sumbea is s�c?fi8d;: rA-e desia vnlussare. those el:e:dve 05fO1j2013 bVAISt' 9h1s. CA 95610 Job Truss Truss Type Qty Ply 2624 A R40054817 2624_A T1FX Special Truss 1 1 Job Reference o tional t3MG, Into, GA-922U3 1AZU S May lU LU13 MI I ex InaUStnes, Inc. I ue JUI U9 16:1 b:bl zui3 vage 2 ID:pM WmiiU9y3uiBTyY?fPchEyEito-lZVrHttnl2aPZn3?QNnB05GIG1 hkVruuD5n5OryziLM NOTES 14) Use USP JL26 (With 16d nails into Girder & NA9D nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 25-0-12 from the left end to 28-0-12 to connect truss(es) T5B (1 ply 2x4 DF) to front face of bottom chord. 15) Fill all nail holes where hanger is in contact with lumber. 16) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-68, 6-12=-68, 2-12=-20 Concentrated Loads (lb) Vert: 14=-1157(F)24=-90 26=-90 28=-903(F) 30=-903(F) 31 =-903(F) ® WAFERING - Verify d -e igr paranwtfrs and READ N07M ON THIS AM IAr%LdMED.lKi713K PEFEREME PACE MI 74 rJ EfUORE USE. Design valid for use only with MTek connectors. This design 6 based only upon parameters shown, and is for on individual building component. Applicabilityof design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members any. Additional temporary bracing to insure stability during construction is the responsibillity, of the �L +,, erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTelf.- fabrication, quality control, storage, delivery. erection and bracing, consuff ANSIITP11 Quality Crlteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312 Alexandria, VA 22314. Citrus Heights, CA, 95610 ':{Saui:'ka-Pme ISPI lurrbesis'Pecified,tim.e designvahes-a those effe:tnre 0 01.1231.3 byALSC 9 Job Truss Truss Type Ply z62a_A jQty R40054818 2624 A T1G Special Truss - 3 1 Job Reference (optional) BMC, Indio, CA - 92203 7.42u s may ru mi3 MiTek ex mousmes, in, i u uioe i o.oc w,o r- yc , ID:pMWmiiU9y3uiBTyY?fPchEyEHo-hydciZu1 Hfg7p5DOXopf5WL8CgNVzoJAgPGCSjyzjLK 18-11-1 11 - 6- 3 11-0-15 12F>-0 15-0-0 17-6-0 171 -4 23-9-3 2 11 30-0-0 10-0 it 0. - 4-10-2 1-5-1 2-6-0 2-6-0 0-4-4 4-10-2 0. 4 5-10-15 1-0-14 Scale = 1:53.8 4x12 II . c _ 0 4.6 3x6 = -- 18 -- 17 13 12 2x4 II 5x8 = 4x12 MT20H = 3x4 = 4x4 = 2x4 II 4x4 = 3x10 = 3x4 = N 00 fr0-11 1 1-15 1 0 18-11-1 24-410 4 -1 30-0-0 10-11 SO.4 0.5- 7-11 57-9 0. 7 510-15 Plate Offsets (X Y): 12:0-1-1 Edrlel 110:0-1-13 Edael LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.66 Vert(LL) -0.19 17-18 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.71 Vert(TL) -0.70 17-18 >408 240 MT20H 165/146 BCLL 0.0 ' Rep Stress Incr YES WB 0.44 Horz(fL) 0.10 10 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix) Wnd(LL) 0.12 17-18 >999 240 Weight: 149 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No. I&Btr G TOP CHORD Structural wood sheathing directly applied or 3-6-13 oc purfins. BOT CHORD 2x4 DF No. 1&Btr G `Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B2: 2x6 OF No.2 G MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 DF Stud G be installed during truss erection, in accordance with Stabilizer Installation uide REACTIONS (lb/size) 2=1254/0-5-8 (min. 0-1-8), 12=1127/0-3-2 (min. 0-1-8), 10=572/0-5-8 (min. 0-1-8) Max Horz 2=57(LC 5) Max Grav2=1254(LC 1), 12=1170(LC 8), 10=572(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2903/0, 3-4=-2141/0, 4-5=-2255/G, 6-7=-340/29, 7-8=-1624/0, 8-9=-1772/0, 9-10=-991 /14 BOT CHORD 2-20=0/2681, 18-20=0/2681, 18-21=0/2681, 17-21=0/2681, 16-17=0/1655, 16-22=0/1633, 15-22=0/1647, 15-23=0/1651, 23-24=0/1650, 14-24=0/1641, 13-14=0/1655, 13-25=0/920, 12-25=0/920, 12-26=0/920, 10-26=0/920 /EBS 3-18=0/393, 9-12=-1057/0, 5-17=0/1205, 7-19=-1395/0, 5-19=-1395/0, 4-17=-756/13, 8-13=-87/294, 9-13=0/1010, 3-17=-768/12 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) 180.01b AC unit load placed on the bottom chord, 15-0-0 from left end, supported at two points, 5-0-0 apart. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. OFESS! 6) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. aq 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the 6D G)y Bottom Chord, nonconcurrent with any other live loads. C 7 � � LOAD CASE(S) Standard � i E 12 31 13 * FOF r. July 10,2013 ® WARNING - Verify dm rise paaamet?r s =d READ AR8M ON THIS AND t3di;l;f DED IMTRK REFERENCE PAGE Ml-747J BEFORE i RSE. �! Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. �f Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the fy �y erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardng Mw {T e W fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Infomralion available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 '.f-Sas.�se am:itM lumber' isaga.Es;nard„ the tle gn. values arethass et=e:tiva D6102f2St3.3 byALSC 9 Job Truss Truss Type Qty Ply 2624 A R40054619 2624 A T1H SPECIAL TRUSS 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 M7ek Industries, Inc. Toe Jul 09 18:15:54 2013 Page 1 ID:pMWmiiU9y3uiBTyY?fPchEyEdo-98A_wvvf2ry_QFoa5WLuekuKlEhflyKv30m AyzjU t1.0-0, 511-0 F 11-11-6 I 1ST 18-0.10 I 24-1-0 30.0.0 1-0.0 511-0 6-0-6 30.10 30.10 6-0-6 511-0 Scale = 1:52.9 4x6 = .. 13 ._ 12 ._ .. ._ 11 '- 10 3x4 = 2x4 11 6x8 = 4x12 = 3x4 I I S 1-0 18.0.10 2 0.10 4 -0 30.0.0 511-0 6-46 61-5 S0.0 4 511-0 LOADING (psf) SPACING 3-0-0 CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.63 Vert(LL) -0.14 12-13 >999 480 TCDL 14.0 Lumber Increase 1.25 BC 0.84 Vert(TL) -0.44 12-13 >642 240 BCLL 0.0 Rep Stress Incr NO WB 0.86 HOfz(TL) 0.09 10 n/a n/a BCDL 10.0 Code IBC2009/iP12007 (Matrix) Wind(LL) 0.07 12-13 >999 240 LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G PLATES GRIP MT20 220/195 Weight: 135 lb FT = 20% BRACING TOP CHORD 2-0-0 oc puffins (3-1-5 max.) (Switched from sheeted: Spacing > 2-0-0). BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 2=1636/0-5-8 (min. 0-1-12), 10=242310-3-2 (min. 0-2-9), 8=170/0-5-8 (min. 0-1-8) Max Horz 2=-86(LC 6) Max Uplift8=-80(LC 6) Max Grav2=1636(LC 1), 10=2423(LC 1), 8=325(LC 19) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3632/0, 3-4=-2424/0, 4-5=-2386/0, 5-6=-1600/14, 6-7=-1642/0, 7-8=0/918 BOT CHORD 2-14=0/3345, 13-14=0/3345, 13-15=0/3345, 12-15=0/3345, 12-16=0/1524, 16-17=0/1524, 17-18=0/1524, 11-18=0/1524, 11-19=-761/0, 10-19=-761/0, 10-20=-761/0, 8-20=-761/0 WEBS 5-11=-298/115, 6-11=-474/93, 7-11=0/2348, 7-10=-2198/0, 5-12=0/1317, 4-12=-517/93, 3-12=-1212/0, 3-13=0/428 OTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8. 7) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard , OFESS/py Sooty aLU �Fz UDor_C 074486�� *\ )'2-31-13 j# , July 10,2013 ® WARNEIM - Verify design parameters =-.dRFAD ARFZY0 ON TPRI6 AND 1AICLUDEDY 077f1S PSIF'r?.RFINXE PAW ffP 1-7473 SExr`f?1W fm Design valid for use only with MOek connectors. This design is based only upon parameters shown, and is for an individual building component. �f Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mire fabrication, quality control, storage, delivery, erection and bracing, consu0 ANSI/TPII Qualffy Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights. lfSautl am: Rine 15TI lurnl sPes:med;, tha deegn"Was a.s&zhasa e8:e.:Srve 05r=1201.3 byALSC 9hts, CA, 95610 -is Job Truss Truss Type Qty, Ply 2624 q R40054620 2624_A T11 SPECIAL TRUSS 1 1 Job eference o tional BMC, Indio, CA - 92203 7,420 s May 10 2013 Mirek Industries, Inc. Tue Jul 09 18:15:55 2013 Page 1 ID:pMWmiiU9y3uiSTyY?fPchEyEho-dLkM7EwHpG52PMmfDs7AxRUxel NRaMT7jlJXcyzjLl r1-0.0, 6-45 11-11.5 150.0 18-0.0 L 23-11.5 1 30-0.0 31-0-01 1-0-0 6-45 5-10.15 3.411 30.0 511-5 50.11 Scale = 1:52.9 �1 0 46 11 4x6 = .. 13- 12 ._ .. ._ 11- 10 3x4 = 2x4 II Sx8 = 7x10 = 3x4 II 645 11-11-5 18-0.0 3.9-8 3 1.4 30-0-0 _ 6.0.5 5-10-15 6.0.11 59-8 0. -12 - 12 Plate Offsets MY): I2:0-2-5.Edgel, I8:0-2-1,Edael LOADING (psf) SPACING 3-0-0 CSI DEFL in (loc) I/deg L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) -0.14 12-13 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.87 Vert(TL) -0.43 12-13 >662 240 BCLL 0.0 Rep Stress Incr NO WB 0.85 Horz(TL) 0.09 10 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.07 12-13 >999 240 Weight: 135 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No. 1&Btr G TOP CHORD 2-0-0 oc purlins (3-0-2 max.) BOT CHORD 2x4 OF No. 1&Btr G (Switched from sheeted: Spacing > 2-0-0). WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 2=1632/0-3-8 (min. 0-1-12), 10=2435/0-3-8 (min. 0-2-10), 8=164/0-5-8 (min. 0-1-8) Max Horz 2=86(LC 5) Max Uplift8=-80(LC 6) Max Grav 2=1632(LC 1), 10=2435(LC 1), 8=322(LC 19) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3665/0, 3-4=-2441/0, 4-5=-2408/0, 5-6=-1612/13, 6-7=-1656/0, 7-8=0/932 BOT CHORD 2-14=0/3380, 13-14=0/3380, 13-15=0/3380, 12-15=0/3380, 12-16=0/1532, 16-17=0/1532, 17-18=0/1532, 11-1 8=0/1 532,11-19=-773/0, 10-19=-773/0, 10-20=-773/0, 8-20=-773/0 WEBS 3-13=0/431, 3-12=-1236/1, 4-12=-502/91, 5-12=0/1327, 5-11=-295/124, 6-11=-478/94, 7-11=012372, 7-10=-2210/0 IOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This -truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the �,gpFESSIO Bottom Chord, nonconcurrent with any other live loads. SOON Y� 8) Graphical puriin representation does not depict the size or the orientation of the purfin along the top and/or bottom chord. Q� rY Q F� LOAD CASE(S) Standard C 074486 rn * P 231-13 i1j, j \P �r'OFr July 10,2013 ® Gtr4PiKtr.a-'Verifg demifo Param&era and PEAD hf£8?d' S ON TRIS AM MCLUDs I) A9TY3fs 7"E)'^ERBIWE FAGS APPI-74rJ.IIi',k(R i Design valid for use onty with M7ek connectors. This design is based only upon parameters shown and is for an indvidual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' fabrication, qualify control, storage, delivery, erection and bracing, consult ANS17TPIl Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Citrus Heights, Ei S.+ut't=_m. Fine tSP}?urr.:b =is. spr cfe�3: th=_desgn ua 1'. am those effect- Obfolml.3 by: tsc 9hts. CA, 95610 Job Truss Truss Type oty Ply 2624A R40054821 2624_A T1J Special Truss 2 1 Job Reference (optional) BMC, Indio, CA- 92203 7.420 s May 10 2013 MTek Intlusines, Inc. Tue Jul 09 18:15:55 2013 Pagel ID: pM Wm i iU9y3ui BTyY7fPchEyEito-dLkM7 EwHpG52PMmfDs7AxRZ7e44RfRT7j IJXcyzj LI 11A0, 6-3-4 11-11-7 150.0 1&0.10 23-11-4 } 30.0.0 31-0-0 1-40 6-3 4 5-8-3 1., 3110 5-10-10 6.412 Scale = 1:52.9 4x4 = 4x4 = 13 12 - 11 10 3x4 = 2x4 11 5x8 = 5x8 = 2x4 11 B-3.4 11-11-7 1&41 23-9.8 23 " 30.0.0 _ 6.3.4 5-8.3 6.1-3 58-14 0. -12 10-12 Plate Offsets MY): 12:0-3-5.Edgel. 112:0-4-0.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deg Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) -0.13 11-12 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.70 Vert(TL) -0.31 12-13 >915 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.53 Horz(TL) 0.06 10- n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Wind(LL) 0.05 13 >999 240 Weight: 135 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1 &Btf G TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins. BOT CHORD 2x4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Insiallgtign ide REACTIONS (lb/size) 2=1087/0-3-8 (min. 0-1-8), 10=1625/0-3-8 (min. 0-1-12), 8=109/0-5-8 (min. 0-1-8) Max Horz 2=57(LC 5) Max Uplift8=-54(LC 6) Max Grav 2=1087(LC 1), 10=1625(LC 1), 8=298(LC 19) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2419/0, 3-4=-1618/0, 4-5=-1594/0, 5-6=-1068/9, 6-7=-1097/0, 7-8=0/625 BOT CHORD 2-14=0/2228, 13-14=0/2228, 13-15=0/2228, 12-15=0/2228, 12-16=0/1021, 16-17=0/1021, 17-18=0/1021, 11-18=0/1021, 11-19=-519/0, 10-19=-519/0, 10-20=-519/0, 8-20=-519/0 IESS 3-13=0/371, 3-12=-812/1, 4-12=-314/58, 5-12=0/873, 6-11=-315/62, 7-11=0/1580, 7-10=-1476/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) A plate rating reduction of 20% has been applied for the green lumber members. pFESS/ 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8. �Q i)9 7) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along theOaA, Bottom Chord, nonconcurrent with any other live loads. V LOADCASE(S) Standard UJ r o74486 � * E 12-31-13 1V gTFOF ; July 10,2013 ® 4F1Iel'ilYll1?G - lrerify dz si"gn aramdzrn andPEAD Nc'rFrZ 0Ai TIIiS f3>fTfJ INC LVDIM.df7T'B&' P",PRSWE RAGE.Vl-74TJ sBEpopx VSE. Design valid for use only. with MOek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown t is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safely Infa mallon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 if Sv,uti�iam. Pintspj lumber iss acili.d. th-e deilg Va{aiE.Fare .'L1164£4rifE:tdtE: i16�11_J.2:313 bvA15C' Job Truss Truss Type Ply 2624 p �Qty R40054622 2624 A T1K SPECIAL TRUSS 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:15:57 2013 Page 1 ID:pMWniiU9y3uiBTyY-4PchEyEfto-Zjs7YwxXLuLZHiW9meubFM WSSmEvadmbl EQbVyzjLG �1-401 6-68 11-11-7 15-0.0 18-0-10 23.11-5 30-0.0 11 6.6.8 5-4-15 3-0.9 30.10 5-10-11 6.0.11 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 4x4 = Scale = 1:52.3 19 -- 1L -- 11 -- -- lU -- 9 -- 27 3x6 = 5x6 = 4xB = 6x8 = 2x4 11 3x4 = 6-6-8 11-11-7 18.0.1 3-9.8 23 1-4 30.0.0 8-8-8 5-4-15 6.1-3 58-14 0. -12 60.12 Plate Offsets (X,Y): 12:0-1-5,Edge1, 112:0-3-0.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.13 10-11 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.65 Vert(TL) -0.29 11-12 >990 240 BCLL 0.0 Rep Stress Incr NO WB 0.48 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix-M) Wind(LL) 0.08 11-12 >999 240 Weight: 133 lb FT = 20 % LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-8-14 oc pudins. BOT CHORD 2x4 DF No.t&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer I stalls io uid REACTIONS (lb/size) 8=76/0-5-8 (min. 0-1-8), 2=1103/0-3-8 (min. 0-1-8), 9=1578/0-3-8 (min. 0-1-12) Max Horz 2=76(LC 13) Max Uplift8=-346(LC 21), 2=-213(LC 9) Max Grav 8=461(LC 20). 2=1338(LC 8), 9=1664(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2944/540, 3-4=-1987/309, 4-5=-1685172, 5-6=-1322/234, 6-7=-1661/494, 7-8=-936/1391 -OT CHORD 2-19=-223/2048, 2-20=-583/2790, 12-20=-583/2790, 12-21=-583/2790, 11-21=-583/2790, 11-22=-609/1729, 22-23=-609/1729, 23-24=-609/1729, 10-24=-609/1729, 10-25=-1047/568,9-25=-1047/568,9-26=-1047/568,8-26=-1077/728,8-27=-304/806 vi/EBS 3-12=0/343, 3-11=-734/37, 4-11=-315/62, 5-11=0/852, 6-10=-321/63, 7-10=-3/1662, 7-9=-1511 /50 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will OFESS! fit between the bottom chord and any other members, with BCDL = IO.Opsf. 5) A rating reduction of 20% has been applied for the lumber {}� plate green members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=346, ��4R A. � SOO F� 2=213. �� 6) 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the i Bottom Chord, nonconcurrent with any other live loads.LUU C 0744$6 rn 8) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag CC loads along bottom chord from 24-0-0 to 30-0-0 for 250.0 plf. E 12731-13 * LOAD CASE(S) Standard July 10,2013 ® Idr.AliKtI x - Verify do ig- Jaaramelera ma.3 PF,4 i M MS ON 7WIS AM I€ r[,TMM /Yi MK PPF'PAW, Nu-7473 BP.FY?Iw Iasi€' Design valid for use only with MTek connectors. This design is based only upon parameters shown, and B for an individual building component. Applicability of design parameters and proper incorporation of component B responsibility of building designer- not truss designer. Bracing shown B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the lat erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi lT ek- fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/7111 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. if ScutlaCitrus Heights. CA, 95610 :rr Fine $Sp}ivac'tas i;;pEcmed.: ti �eEevgm values ase Those ef°ettisre Q5j€fflf'201.3 byNtsc 9 Job Truss Truss Type Qty Ply 2624 A - R40054623 2624 A T1L SPECIAL TRUSS 5 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 M7ek Industries, Inc. Tue Jul 09 18:15:57 2013 Page 1 ID:pMWmiiU9y3uiBTyY?fPchEyEdo-Zs7YwxXLuLZHiW9meubFMWpiSmivo0mbl EQbVyzjLG -1-0.0 6-11-8 11-11-5 15-0.0 1fi0.10 24-1-0 1-40 6-11-8 - 4-11-13 3411 30.10 1 6.0-6 Scale = 1:42.1 4x4 = 316 = 2x4 11 5x8 = 4x8 = 5x6 11 6-11-8 11-11-5 18-0.10 i 24-1-0 6-11-8 4-11-13 6-1-5 6-0-6 Plate Offsets (X,Y): 12:0-1-9,Edge1, [8:Edge.0-3-91, f10:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.75 Vert(LL) -0.13 9-10 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.69 Vert(TL) -0.30 9-10 >973 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.37 Horz(TL) 0.07 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix-M) Wind(LL) 0.04 11 >999 240 Weight: 116 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 4-0-10 oc purtins, except BOT CHORD 2x4 DF No.18Btr G end verticals. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer installation uide. REACTIONS (Ib/size) 2=1160/0-3-8 (min. 0-1-8), 8=1064/0-3-8 (min. 0-1-8) Max Horz 2=57(LC 5) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2402/0, 3-4=-1757/0, 4-5=-1736/0, 5-6=-1345/0, 6-7=-1366/0, 7-8=-1003/0 BOT CHORD 2-15=0/1912, 2-16=0/2215, 11-16=0/2215, 11-17=0/2215, 10-17=0/2215, 10-18=0/1181, 18-19=011181, 19-20=0/1181, 9-20=0/1181 VEBS 3-11 =01346, 3-10=-686/9, 4-10=-274/49, 5-10=0/827, 6-9=-341/66, 7-9=0/1174 IOTES i) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05: 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.O1b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Q�4FES$/() LOAD CASE(S) Standard OO SOON 4- LU C 074486 rn * E 12-31-13 �rFnc 0¢ July 10,2013 ® IKARXih-, - V7,ify <ttx it/rz gam amrLrrs anti RMD X0 W OR THiSAND PAGE f 74 e i E%7 07 �> i5k Wit Design valid for use only with M7ek connectors. This design is based only upon parameters shown. and isfor an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the �! erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTk( fabrication, quality control, storage, delivery, erection and bracing, consu8 ANSI/TPII Quality Criteria, DSB-89 and BCSI BuIlding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 9561D if Sau eoh pine(Sp1 lUMk ais �ctfect,-t^t=fles,gn values are :ham eifative 0602/201.3 by A15ti Job Truss Truss Type Oty Ply 262a A - R40054824 2624 A T1M Hip Truss 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7,420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:15:58 2013 Page 1 ID:pMWmiiU9y3uil3TyY?fPchEyEito-2wOVIGyA6BTOvs5LKLPgoZ2_gr3re Cwgh_z7xyzjLF � + 7-5-1 14-0-0_ _ 19-10-12 I 24-1-0 - 1-0.0 7-5-1 6.6.15 5-10-12 - 121 Scale = 1:43.8 0 c O 4x4 = 2x4 3x4 = 4x6 = 6x10 MT20H = 5x8 WB = 8 4x6 = 7-51 12-2-3 17-9-14 24-1-0 7-5-1 -4-9.1 5-7-11 rr3-2 Plate Offsets MY): 12:0-3-9 Edgel, f5:0-5-4 Edael f10:0-2-4,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) -0.19 2-12 >999 480 MT20 220/195 - TCDL 14.0 Lumber Increase 1.25 BC 0.89 Vert(TL) -0.46 2-12 >613 240 MT20H 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.65 Horz(TL) 0.08 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.08 11-12 >999 240 Weight: 107 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-8-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals, and 2-0-0 oc puffins (4-10-12 max.): 4-5. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS (lb/size) 2=1169/0-5-8 (min. 0-1-8), 8=1101/0-3-8 (min. 0-1-8) Max Horz 2=52(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2566/0, 3-4=-1736/0, 4-5=-1362/0, 5-6=-1384/0 BOT CHORD 2-13=0/2359, 12-13=0/2359, 12-14=0/2359, 11-14=0/2359, 11 -1 5=0/1 362, 15-16=0/1362, 16-17=0/1362, 10-17=0/1362, 9-10=0/1362, 9-18=0/1099, 8-18=0/1099 WEBS 3-12=0/399, 3-11=-924/21, 6-9=0/484, 6-8=-1354/0, 4-11=0/576 IOTES ) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. ¢C)FESS/0 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Q Bottom Chord, nonconcurrent with any other live loads., CJQON �<C" 9) Graphical puriin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. CO LOADCASE(S) Standard C t � n7AQrn �� * E U f12-31--13 ,t CIV OFC July 10,2013 ® I ARNiz'NC - Verify tie igm param&ers ast d READ N TrZ ON TEFI8 AND MiCLi8D10 ANT9K IggS FJZF E PAW I fff-7473 BEFORE LEE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and B for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown 4f a for lateral support of individual web members any. Additional temporary bracing to insure stability during construction is the responsibillity of the n #i eM1= erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding [YE fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Crfteda, DSB-89 and BCSI BuBding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 1f Souttmm Fine %pj lumbe,r is s{s2sifeedl, tba dea gn vais a,a tt a e effective 06fZ2 jZD13 bvALSC Job Truss Truss Type Qty Ply 2624 A R40054825 2624 A TIN Half Hip Truss 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:15:58 2013 Page 1 ID:pM WmiiU9y3uiBTyY?fPchEyEito-2wQVIGyA6BTQvs5LKLPgoZ2_nr4Pe0Kwgh_z7xyzjLF -10.0 6-51 12-0.0 18-0-0 24-1-0 1-0-0 6-5-15-&15 6.0.0 - 61-0 Scale = 1:44.1 6x8 = 4x6 = 44 = lV a a 7 2x4 II 6x8 — 4x8 — 5x6 II i 6-51 12-0- 18.0.0 24-1-0 SS1 5-615 I i 60.0 61-0 Plate Offsets (X,Y): f2:0-3-5.Edgel, f7:Edge,0-3-91. f9:0-2-8,0-3-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) -0.13 8-9 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.79 Vert(TL) -0.32 2-10 >884 240 BCLL 0.0 Rep Stress Incr NO WB 0.52 Horz(TL) 0.07 7 n/a n/a BCDL 10.0 Code IBC20091TP12007 (Matrix) Wind(ILL) 0.05 10 >999 240 Weight: 110 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-9-11 oc purlins, except BOT CHORD 2x4 DF No. 1&Btr G end verticals, and 2-0-0 oc purlins (5-10-5 max.): 4-5. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS (lb/size) 2=1132/0-5-8 (min. 0-1-8), 7=1041/0-3-8 (min. 0-1-8) Max Horz 2=54(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2495/0, 3-4=-1752/0, 4-5=-1221/0, 5-6=-1342/0, 6-7=-977/0 BOT CHORD 2-11=0/2294, 10-11 =0/2294,10-12=0/2294, 9-12=0/2294, 9-13=0/1612, 8-13=0/1612 WEBS 3-10=0/372, 3-9=-745/8, 4-9=0/506, 4-8=-542/0, 6-8=0/1172 DTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20 % has been applied for the green lumber members. 7) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. QFESS/ 8) Graphical purfin representation does not depict the size or the orientation of the purfin along the top and/or bottom chord. �It/ LOADCASE(S) Standard ��' OO SQO/V 0�1�2 LU C 074486 rn E 12-31-13 sT�TFdF July 10,2013 A WA1ZNTM Ve ifg doig. par-um&efs =d.RFAD lI(7a M ON TRIS AM IPa'CLUDElf,07T;K PFF�F' E P-4C23 ffr-747J F EFX)R i&SZ Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Appl'icabifty of design parameters and proper incorporation of component 6 responsibility of building designer- not truss designer. Bracing shown j, is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the ;* erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardiTeR ng 0 fabrication, quality control, storage, delivery, erection and tracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. ctore Citrus Heights, CA, 95610 if SoLghham lrne(SPI inumber fiedr is so ezk,sign vad�s are hse€e=05/.2 tu_01S tyALIC Job Truss Truss Type Oty Ply 2624_A R40054826 2624 A T10 Half Hip Truss 1 1 Job Reference o tional BMC, .Indio, CA - 92203 7.420 s May 10 2013 Weis Industries, Inc. Tue Jul 09 18:15:59 2013 Page 1 I D: pM Wm iiU 9y3ui BTyY?tPchEyERo-W6_tzczotVbHXOgYu3w3LnbETFRFN W 732LjXgNyzj LE -1-0.0I SS1 T 10-0-0 13.9-s 20-0-0 F 241-0 1-0-0 1S1 4-6-15 1 .5 6-2-11 - 41-0 Scale = 1:44.2 44 = 4x4 = 2x4 II 7x10 = 3x4 = 6x8 = 3x4 = 4x4 = 8 3x4 SS1 10-0-0 16-1-0 20.0-0 241-0 SS1 4-Ei15 6-1-0 I i 311-0 41A Plate Offsets (X.Y): 12:0-3-9,Edge1. 111:0-4-8.0-3-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) -0.13 10-11 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.68 Vert(TL) -0.34 10-11 >839 240 BCLL 0.0 Rep Stress Incr NO WB 0.36 Horz(TL) 0.08 8 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Wind(LL) 0.05 11-12 >999 240 Weight: 112 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-11-2 oc puffins, except BOT CHORD 2x4 DF No.1&Btr G end verticals, and 2-0-0 oc puriins (4-9-4 max.): 4-6. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 1 G-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1132/0-5-8 (min. 0-1-8), 8=1041/0-3-8 (min. 0-1-8) Max Horz 2=59(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2553/0, 3-4=-1990/0, 4-5=-1850/0, 5-6=-1648/0, 6-7=-1154/0, 7-8=-995/0 BOT CHORD 2-13=0/2355, 12-13=0/2355, 12-14=0/2355, 11-14=0/2355, 11-15=0/1902, 10-15=0/1902, 10- 1 6=0/1 094, 9-16=0/1094 fEBS 3-12=0/337, 3-11=-623/13, 4-11=0/380, 5-10=-462/43, 6-10=01748, 6-9=-494/22, 7-9=0/1171 r.OTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent live loads. �j{j�E�S/� Q 1�1 1�,4 with any other 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Soo9� © y O��iji LOAD CASE(S) Standard � �i /� 074486 C � Eli 12-31--133 * sT�rFOF t July 10,2013 ® GI&ItAtStta - Verff'Y 'f.iPw pawn' tys and IW^AD MnW ON TTIIS AND INULT ED.R171i3?S' PFRFXV:R�E PAGE MT1-747J .8I'KVW [W- Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and its for an individual building component. ®� Applicability of design parameters and proper incorporation of component is responsibility of building designer- not toss designer. Bracing shown Ci8 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resporuibillity of the r{ erector. Addtional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M!Tek fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Crfleria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, ':f Sout ern PfnetSls) tvmtsert f=.s c.'fiie ,: tile �d e esign::vafsces weethwa arfetive, 06101f2<3?:3 by ALSO rus ei g ts, CA, 95610 Job Truss Truss Type Qty Ply 2624_A R4005482I 2624_A T1P Half Hip Truss 1 2 Job Reference (optional) may iu a mn ex meusmes, mc. rue dui ua 1a:ic:uz zuu rage 1 ID:pMWniiU9y3uiBTyY?fPchEyE to-whfobe?g9QzrOTP6ZBUmyPDk3TPMaomVkJyBGiyzjLB 8.0-0 12-8.10 1737 22-0-0 241-0 1-0.0 8-0-0 4-8.10 T 4$13 + 4-510 } 2- 1 1 Scale = 1:44.2 5x6 = - NAILED NAILED NAILED 3x10 =NAILED 4.00 12 NAILED NAILED NAILED 3x6 NAILED 4x4 = NAILED 3x10 5: 20 " 21 22 .. 23 24 25 "' 26 27 ' 2829 8 6x8 JL26 7x10 = JL26 JL26 4x4 = JL26 7x10 = 3x4 I HJC26 JL26 JL26 JL26 JL26 B-0.0 12-8-10 1757 22-0.0 241-0 8-0.0 4-8-10 4-613 48-10 2T 1-0 Plate Offsets (X,Y): 12:0-4-2.0-1-81. 19:0-5-0.0.441, 111:0-5-0.0-4-81, f12:0-3-8.0-4-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) -0.25 11-12 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.91 Vert(TL) -0.49 11-12 >578 240 BCLL 0.0 Rep Stress Incr NO WB 0.68 HOrz(Q 0.11 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.04 11 >999 240 Weight: 251 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-6-11 oc purlins, except BOT CHORD 2x6 DF No.2 G end verticals, and 2-0-0 oc purlins (4-9-11 max.): 3-6. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=2118/0-5-8 (min. 0-1-10), 8=2363/0-3-8 (min. 0-2-0) Max Horz 2=62(LC 4) Max Grav 2=3019(LC 14), 8=371 O(LC 19) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-8745/0, 3-13=-8135/0, 13-14=-8136/0, 4-14=-8139/0, 4-15=-7034/0, 15-16=-7034/0, 5-16=-7034/0, 5-17=-2557/0, 17-18=-2554/0, 6-18=-2553/0, 6-19=-2670/0, 7-19=-2716/0, 7-8=-3586/0 BOT CHORD 2-20=0/8279, 12-20=0/8279, 12-21=0/8971, 21-22=0/8971, 11-22=0/8971, 11-23=0/8971, 23-24=0/8971, 24-25=0/8971, 10-25=0/8971, 10-26=017034, 26-27=017034, 9-27=017034 IEBS 3-12=0/2467, 4-12=-1100/30, 4-11=0/1125, 4-10=-2342/0, 5-10=0/1916, 5-9=-5111/0, 6-9=0/461.7-9=0/3703 NOTES 1) 2-ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-6-0 oc, Except member 12-4 2x4 - 1 row, at 0-9-0 oc, member 4-11 2x4 - 1 row at 0-9-0 oc, member 10-4 2x4 - 1 row at 0-9-0 oc, member 5-10 2x4 - 1 row at 0-9-0 oc, member 9-5 2x4 - 1 row at 0-9-0 oc, member 9-6 2x4 - 1 row at 0-9-0 oc, member 0-7 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. O f (j ��$.S 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Ezp C; enclosed; MWFRS (low-rise); cantilever left and right S�� Y� �Q N tC� exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) Provide drainage to 0 (,1 `9 i adequate prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ` C} f074486 t7 A A p G G LU C tl `tit UU 7) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will Of m fit between the bottom chord and any other members. E (2� is 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. s 10) Graphical purlin representation does not depict the size or the orientation of the purin along the top and/or bottom chord. 11) FO Q Use LISP HJC26 nth 16d nails into Girder & 1 Od nails into Truss) or equivalent at 8-0-6 from the left end to connect truss(es) JD (1 C ply 2x4 DF), CJ1A (1 ply 2x4 DF) to back face of bottom chord. 12) Use USP JL26 (With 1 Od nails into Girder & NA9D nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 10-0-12 from the h rlv 1 r1 01"11 Z ContMIUMMOPWIl to connect truss(es) JD (1 ply 2x4 DF) to back face of bottom chord. ® WAP$AUS. - Verify design parametelm and READ NO-7 W ©1ST TRI8 AND INCLUDBE, AUTEIS P-EFERd3i?i E PACE-WI-747J Bi3MPE iER Design valid for use ony with M9ek connectors. This design B based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Bet is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 1M ��{{� i P4 ek' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Bu9ding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. CiWs Heights, 4fScacs:'tem Fine(Sp);3 mbez. is spat£ne3,t sa twig usfues are those efeetwe 06/0112013 byA1SC CA, 95610 Truss Truss Type Qty Ply 2624A�fR40D54827 kJob 24_A T1P Half Hip Truss 1 2 Job Reference (optional) t3MG, Into. L:A-822u3 l.4zu 5 May lu Lul3 MI I ex Inausrne5, Inc. I ue uul uv 1u:Io:m zu13 rage L ID:pMWmiiU9y3uiBTyY?fPchEyEito-pSvVvR?2BDFfHt5iuol Y7FOP34ml Wct5fwwOPTyzjL7 NOTES 13) Fill all nail holes where hanger is in contact with lumber. 14) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-68, 3-6=-68, 6-7=-68, 2-8=-20 Concentrated Loads (lb) Vert:3=-93(B) 6=-93(B) 12=-703(B) 9=-96(B) 13=-93(B) 14=-93(B) 15=-93(B) 16=-93(8) 17=-93(B) 18=-93(B) 19=-93(B) 21=-96(B) 22=-96(B) 23=-96(B) 25=-96(B) 26=-96(B) 27=-96(B) 29=-96(B) ® WA rE,lbTMG Verify dt igrr p ametzrx zz d READ lyiY,f M ON MIS AND MTN, 0DED 110TSK P,EFER-PAK f PAGE Mr-747"J mrofw,' lim, Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Dot is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the �'�� •- erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and Ii Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexand3a, VA 2,2314. tfSaa amtr e"Alu mbeaissgesfe :rhedesg>ual;utsare haeefethe06/0_12013iifA1iC Citrus Heights, CA, 95610 Job Truss Truss Type Ply 2624_A �Qty R40054628 2624 A T2A Common Truss 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 Z013 MFrek Industries, Inc. Tue Jul 09 18:16:07 2013 Page 1 ID: pM Wm i iU9y3uiBTyY7fPchEyEito-HeTveL3pyb8U FH4Mk4xrrwbPU7rFAOEuafyyvyzj L6 6-5-13 12-1-8 1 17-9-3 24-3-0 6-5-13 57-11 5.7-11 6-5-13 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT Scale =1:41.6 LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 446 = ki d 4x6 = 5x8 = 3x4 = 4x6 8-2-12 16-0-4 24-3-0 B-2-12 7-9-8 8-2-12 Plate Offsets (X Y)• f8:0-4-0 0-3-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) -0.27 7-8 >999 480 MT20 226/195 TCDL 14.0 Lumber Increase 1.25 BC 0.89 Vert(TL) -0.57 1-8 >502 240 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.10 5 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.07 1-8 >999 240 Weight: 93 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3-3-4 oc purlins. BOT CHORD 2x4 DF No. I&Btr G BOT CHORD Rigid ceiling directly applied or 8-7-7 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [installationuide REACTIONS (lb/size) 1=1045/0-5-8 (min. 0-1-8), 5=1136/0-5-8 (min. 0-1-8) Max Horz 1=-52(LC 15) Max Uplift 1 =-1 98(LC 9), 5=-229(LC 12) Max Grav 1=1299(LC 8). 5=1390(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3204/627, 2-3=-2567/233, 3-4=-2555/226, 4-5=-3243/618 BOT CHORD 1-9=-601/2969, 8-9=-354/2772, 8-10=-108/1798, 7-1 0=-1 08/1798, 7-11=-309/2755, 5-11=-557/2953 JEBS 3-7=01742, 4-7=-434/81, 3-8=0/749, 2-8=-441/84 .DOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) 1=198, 5=229. ()FESS/ 7) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. SOON 4�OQ/t/ 14 " t 8) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate DOL=(1.33) Connect truss to resist drag �� grip CID y loads along bottom chord from 0-0-0 to 24-3-0 for 61.9 plf. 7 C LOADCASE(S) Standard Wf��V EVI 12-31-13 _ * sTgrEOF(, July 10,2013 ®W RNJING - Verify desic1n izrumei'em zrnd Ttr•.AD htOTM ON 7WIS AND 1hri,{TREY AUTUX RUERBIKE, PACE M77-7473 ,lgg rPL- USE. Design valid for use only with Mifek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component B responsibility of building designer- not truss designer. Bracing shown t is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the p A�TeE, erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardiYfing i !l fabrication, quality control, storage, derivery, erection and bracing, consult ANSI/TPI7 Quality CrBeria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 if SoLTham. Pine,(Sio) lumLerir s7ses e3„t?va rde—i& vat., are rthar.a wife=tnre 06f0_/2,213 bVAASC Job Truss Truss Type Qty Ply 2624_A R40054829 2624_A T26 Common Truss 2 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 Mirek lntlustries, Inc. Tue Jul 09 18:16:07 2013 Page 1 ID:pM WmiiU9y3uiBTyY?fPchEyEito-HeTveL3pyb6UFH4Mk4xfTwbl U5SFA1 EuafyyvyzjI-6 6.51 12-1-8 17-9-15 24-3.0 253.0 6.51 - 58-7 58-7 6-5-1 Scale = 1:41.6 4x6 = 3x6 % 5x8 = 3x4 = 3x6 B-2-12 16-0-4_ _ 24-3-0 8-2-12 7-9.8 8-2-12 Plate Offsets (X Y): I1:0-4-1,0-1-81.15:0-4-1 0.1-81,I8:0-4-0,0-3-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.27 7-8 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.98 Vert(TL) -0.57 1-8 >504 240 BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(TL) 0.10 5 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.06 1-8 >999 240 Weight: 93 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-9-8 cc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [installation g REACTIONS (Ib/size) 1=1045/0-5-8 (min. 0-1-8), 5=1136/0-5-8 (min. 0-1-8) Max Horz 1=-52(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2484/0, 2-3=-2198/0, 3-4=-2185/0, 4-5=-2482/0 BOT CHORD 1-9=0/2302, 8-9=0/2302, 8-10=0/1559, 7-10=0/1559, 7-11=0/2285, 5-11=0/2285 WEBS 3-7=0/739, 4-7=429/74, 3-8=0/746, 2-8=-437/77 TOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard ,,¢pF ESSlp SOON D`F� cc C 074486 rn E�� 12 31-13 f OF July 10,2013 ® WA109i8.z Verify tfcsigxr par rmete,, =d RDa D 7sRMX ON 7TNS AND,{Ni;LUDID k9TEK PEFMBME FAQ AF13-747d BFXOR9%SSE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. f Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek'erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314- Citrus Heights, CA, 95610 if Sautb,am.Pane$SPI lumber 4 agxe'CTfied.: tie eles:gn values arezha sefe_inre wtti/201:3 by ALSC Job Truss Truss Type Qty Ply A 12624 R40054630 2624_A T2C Common Truss 1 1 Job Reference (optional) 6MC, India, CA- 92203 7.420 s May 10 2013 M7ek Intlustries, Inc. Tue Jul 09 18:16:08 2013 Page 1 ID:pMWmiiU9y3uiBTyY'4PchEyE4o-Ir1Hsh4RIGj.>6OsGvSbACgTmntRh dHO7EPVUMyzjL5 6•5.1 12-1-8 17-9-15 24-3-0 ,2530, r SiS1 58-7 58-7 C>S1 1-110 Scale = 1:41.6 06 = 3x6 % 5x8 = 3x4 = 3x6 LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/rP12007 CSI TC 0.44 BC 0.98 WB 0.23 (Matrix) DEFL in Vert(LL) -0.27 Vert(TL) -0.57 Horz(rL) 0.10 VVind(LL) 0.06 (loc) I/deft Ud 7-8 >999 480 1-8 >504 240 5 n/a n/a 1-8 >999 240 PLATES GRIP MT20 220/195 Weight: 93 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-9-8 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation uide REACTIONS (lb/size) 1=1045/0-5-8 (min. 0-1-8), 5=1136/0-5-8 (min. 0-1-8) Max Horz 1=-52(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2484/0, 2-3=-2198/0, 3-4=-2185/0, 4-5=-2482/0 BOT CHORD 1-9=0/2302, 8-9=0/2302, 8-10=0/1559, 7-10=0/1559, 7-11=012285, 5-11=0/2285 WEBS 3-7=0/739, 4-7=429/74, 3-8=0/746, 2-8=-437/77 `IOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard O9?,OFESS/0�,� SQO �4�0o N oZ�. Lu C 074486 M E,�12-3 1-13 /* OF July 10,2013 ® VaM rfy etmign esarametcy s and READ MOM ON INNS i3.M [AIULMM I1ITOK FZFfftEWE PAGE l ff-74n B17ORE I6SB�� Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and is for an indvidual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction a the responsibility of the of erector. Addtional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteda, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. YSaur?rem Firei i;umbes is specifiedt e.Geaigna Iuw are 2hosa elte_tme OGMI12013 bVAISC Citrus Heights, CA, 95610 Truss Truss Type Ory Ply 2624AR40054831 kJob 24_A T2D Common Truss 1 7 Job Reference (optional) BMC, Indio, CA - M03 7.420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:16:08 2013 Page 1 ID:pMWniiU9y3uiBTyY?fPchEyEito-lr1Hsh4RIGj?6OsGvSbACgTmntRh dHO7EPVUMML5 6-5-1 12-1-6 17-9-15 24-3-0 2530 , 6-51 5-8-7 I 5-8-7 6-5-11.0-0 Scale = 1:41.6 4x6 = 3x6 — 5x8 = 3x4 = 3x6 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.27 7-8 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.98 Vert(TL) -0.57 1-8 >504 240 BCLL 0.0 ` Rep Stress Incr NO WB 0.23 Horz(TL) 0.10 5 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.06 1-8 >999 240 Weight: 93 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.1&BtrG BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G REACTIONS (Ib/size) 1=1045/0-5-8 (min. 0-1-8), 5=1136/0-5-8 (min. 0-1-8) Max Horz 1=-52(LC 6) BRACING TOP CHORD Structural wood sheathing directly applied or 3-9-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer a 'o u'de FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2484/0, 2-3=-2198/0, 3-4=-2185/0, 4-5=-2482/0 BOT CHORD 1-9=0/2302, 8-9=0/2302, 8-10=0/1559, 7-10=0/1559, 7-11=0/2285, 5-11=0/2285 WEBS 3-7=0/739, 4-7=42SR4, 3-8=W746, 2-8=-437/77 TOTES Unbalanced roof live loads have been considered for this design. ) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all area's where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard ,,?,OF ESS/p Soot �IFti L U C 074486 M *\ � 12-31-13 /* July 10,2013 ® i9fiR%fi1G - Yer%(4 design param&er<s an R.rAD NOTFZ ON THIS AND W,,I iVED kitTEK P.a?.F'P..R8k1€ S PACE IUI-74%1 BFZ10 B (M. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. �a Applicability of design parameters and proper incorporation of component isresponsibility of building designer- not truss designer. Bracing shown 's for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsibility of the T €e'R, erector. Additional perman ent bracing of the overall structure is the responsibility of the building designer. For generol guidance regarding Mw ! fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII quality Cdteda, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Insrdute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 Sruth:em. pine (S >umL+er 1s sp�sT6 ,-tip deMgn uaIuw art thwe ef.`ERnse Ob{if_f.L�_3 ty.4.13C Job Truss Truss Type Qty Ply 2624_A R40054832 2624 A T2E Common Truss 4 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 is May 10 2013 MTek Intlustries, Inc. Tue Jul 09 18:16:09 2013 Page 1 ID:pMWniiU9y3uiBTyY?fPchEyEko-D1 af3153WarskYRTT96PkuOxpHn2j4YXLu820oyzjL4 -1-0.0 6-5-1 12-1-8 17-9-15 24-3-0 253-0 1-0-0 &S-1 58-7 5-8-7 6.51 1-0-0 1. Scale = 1:43.4 4x6 = 6 d 3x6 - 5x8 = 3x4 = 3x6 g2-12 + 16-0.4 243.0 LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TPI2007 CSI TC 0.42 BC 0.97 WB 0.23 (Matrix) DEFL in Vert(LL) -0.27 Vert(TL) -0.56 Horz(TL) 0.09 Wind(LL) 0.05 (loc) I/deft Ud 8-9 >999 480 2-9 >514 240 6 n/a n/a 9 >999 240 PLATES GRIP MT20 220/195 Weight: 94 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3-10-4 oc puriins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation REACTIONS (lb/size) 2=113410-5-8 (min. 0-1-8), 6=1134/0-5-8 (min. 0-1-8) Max Harz 2=48(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2476/0, 3-4=-2179/0, 4-5=-2179/0, 5-6=-2476/0 BOT CHORD 2-10=012279, 9-10=012279, 9-11=0/1552, 8-11=0/1552, 8-12=0/2279, 6-12=0/2279 WEBS 4-8=0/740, 5-8=-429n4, 4-9=0f740, 3-9=-429/74 -'OTES 1 Unbalanced roof live loads have been considered for this design. 1 Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard �,?OESS/p �cti ©d SOON c C 074486 rn EV.12-31-13 OF July 10,2013 ® WARA17 9G - Verify design parw7mfer:s amd PXAD NOTrZ ON YT:IS AA D IMLt3DM.EIITRK!?"PR- `E PA £rx77-7473 BEMPfi (W Design valid for use only with Wek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsiloRlity of the IY!' !eE<<. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ! Il fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component .7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 7777Greenback CA, Lane, S €f scizfrm p'.netSpl Ixrmbe v. 4s"ffiied, the 4esFgss., Iu''.es esethrsaeflet:3ve CWO!/2D3,3 try L5C Heights,Citru Job Truss Truss Type Oty Ply 2624 A R40054833 2624_A T2F Common Truss 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7,420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:16:09 2013 Page 1 ID:pMWmiiU9y3uiBTyY?fPchEyEhohD81 HN5hHtzjLiOfltdeHSY6eh7OSXmhaYucZFyzjL3 -1-0-0 6.4-16 12-1-8 17-10-1 24-3.0 253-0 1.0-0 6-4-15 5-8-9 SE-9 6-4-15 Scale = 1:43.4 4x6 = 3x6 � Sx8 = 3x4 = ykq � 4x4 = 8-2.11 16-0-4 - 20-10-12 243-0 _ 8-2-11 7-9-9 410-8 3-4-4 Plate Offsets MY): f2:0-4-1 0.1-81 16:0-3-9.Edge1 f10:0-4-0 0-3-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) -0.26 2-10 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC . 0.97 Vert(TL) -0.56 9-10 >510 240 BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(TL) 0.10 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.05 10 >999 240 Weight: 99 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD BOT CHORD 2x4 DF No.1&Btr G BOT CHORD WEBS 2x4 DF Stud G REACTIONS (lb/size) 2=1134/0-5-8 (min. 0-1-8), 6=1134/0-5-8 (min. 0-1-8) Max Horz 2=48(LC 5) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2479/0, 3-4=-2182/0, 4-5=-2161/0, 5-6=-2593/0 BOT CHORD 2-11=0/2282, 10-11=0/2282, 10-12=0/1550, 9-12=0/1550, 9-13=0/2277, 8-13=0/2277, 8-14=0/2386, 6-14=0/2386 WEBS 3-10=427/75, 4-10=01746, 4-9=0/723, 5-9=-450/64, 5-8=-21/535 Structural wood sheathing directly applied or 3-10-3 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. OTES I Unbalanced roof live loads have been considered for this design. <) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard �,?OF ESS/p o� SQON �l 7i s EXv, 12-31-13 \\F July 10,2013 ® WARd8Th. - lde y dd,,itfn pci a =&. c1d READ NO TM ON TRIS Afdi.11NVf DM ffii 9K P.F.FEREEME PACE € l-7473 i99MRS [ME Design valid for use only with MiTek connectors. This design is based only upon porameters shown, and is for an indvidual building component. �` Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members any. Additional temporary bracing to insure stability during construction is the responsibillity of the @L erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mig e fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Qualify Criteria, DSB-89 and BCSI BuOding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 if Sz+utixm Rine$5is} lumber is sls�offia*J„ t-m design "hues are Yhc re effe:tn a osfid3 f2Sl1.3 cy Aisc Job Truss Truss Type Qty Ply 2624 A R40054834 2624 A T2G Common Truss 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Intlustries, Inc. Tue Jul 09 18:16:10 2013 Page 1 ID:pMWmiiU9y3uiBTyY?fPchEyEito-hD81 HN5hHtzjLiOfl tdeH5Y4gh7GSXkhaYurZEyzjL3 6-4-14 12-1-8 17-10.2 24-3-0 2530 6-4-14 58-10 58-10 6-4-14 Scale = 1:41.6 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 4x6 = 4x6 = 5x8 = 3x4 = 2x4 -Z�' 4x6 8-2-11 ) 16-0-4 i 20.10.12 2430 8-2-11 7-9-9 410.8 3-0-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.53 Vert(L-) -0.26 1-9 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.97 Vert(TL) -0.56 8-9 >512 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.23 Horz(TL) 0.10 5 n/a n/a BCDL 10.0 Code IBC2009ITP12007 (Matrix) Wind(LL) 0.08 7-8 >999 240 Weight: 98 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G REACTIONS (lb/size) 1=1045/0-5-8 (min. 0-1-9), 5=1136/0-5-8 (min. 0-1-11) Max Horz 1=-99(LC 16) Max Uplift 1 =-367(LC 9), 5=-399(LC 12) Max Grav 1=1469(LC 8), 5=1560(LC 7) BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-3-12 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3697/1136, 2-3=-2820/484, 3-4=-2790/490, 4-5=-3842/1037 BOT CHORD 1-10=-1129/3555, 10-1 1=-1 129/3555, 9-11=-623/3555, 9-12=-470/2159, 8-12=-891/2580, B-13=-942/3390,13-14=-1039/3487,7-14=-1039/3487,7-15=-954/3565,5-15=-954/3565 VEBS 2-9=-451/94, 3-9=0l752, 3-8=0/723, 4-8=-471/84, 4-7=-20/535 IOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=367, 5=399. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) This truss has been designed for a total drag load of 2500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 5-0-0 to 17-0-0 for 208.3 plf. LOAD -GASES) Standard SQON 0��2G� LU C 074486 m EX-,,12 31-13 ,* <' FOF July 10,2013 ® {t'ii;P7� - trurr,$y <fc_:d�}x1 gsaramcarrs mrct RP.>11i 1V'ci'77^'S f31Y Y%du AND iA�Li3ld�;It dia77SfS P.£i%'Fv2-�iGE P�Ofi hYFT 747J .BBFY3f°av i15P. �� Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and h for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the A w��= erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardiM ng fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI BuBding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. ' if ihr tV) h.,mb�r is 7acified: Vs vafuw am thouszift -five 06102 j2S38:3 by A'LSC Citrus Heights, CA, 95610 Truss Truss Type Qty Ply 2624AR40054835 kJob 24_A T21-1 Common Truss 5 1 ob Reference o tional BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Intlustries, Inc, Tue Jul 09 18:16:11 2013 Page 1 I D: pM Wm iiU9y3uiBTyY?fPchEyEdo-9Q iPUj6K2B6azsbrba8tgJ5HJ5TYB_2gpCd95hyzj L2 6-0-2 F 11.9-0 17-5.7 I 23-10-8 24-10-8 6-0-9 5-8-7 58-7 6-5-1 1-0-0 Scale = 1:41.3 v'1 0 4x6 = 3x6 = 5x8 = 3x4 = 3x6 i 7-10.4 15-7-12 - 23-1 D-8 7-10-4 7-9-8 B-2.12 Plate Offsets MY): 15:0-4-1.0-1-81 f8:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) -0.27 7-8 >999 480 MT2a 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.97 Vert(TL) -0.55 5-7 >514 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.23 Horz(TL) 0.09 5 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix) Wind(ILL) 0.05 1-8 >999 240 Weight: 92 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-10-7 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation REACTIONS (lb/size) 1=1035/Mechanical, 5=1127/0-5-8 (min.0-1-8) Max Horz 1=-52(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2407/0, 2-3=-2138/0, 3-4=-2158/0, 4-5=-2455/0 BOT CHORD 1-9=0/2221, 8-9=0/2221, 8-10=0/1532, 7-10=0/1532, 7-11=0/2260, 5-11=0/2260 WEBS 3-7=0/740, 4-7=-429/74, 3-8=0/717, 2-8=-404/78 '10TES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard �,�OFESSI0 �4ti O� S40/V 0�F�� LU C 074486 rn Tt` E.1 _-- ;'31 13 1* A July 10,2013 ® i9.Fii''m - Verify d-ign paral 4erss —d PXAD NUM ON 7WIS "%D INCLUDED ftffMK PEF'E2t3 VCE PACE it°iI/-T47J .BL'FCRE iZE Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for on individual building component. ®^ Applicabirity of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Ii� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the �'.g.�3 kerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding t fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quaft Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 1f-Sauthenn ➢1re;(SD1 `,umbers Specified. tim deetim values are thr sg ef`e:tve t06111?/201.3 by A3SC Job Truss Truss Type Qty Ply 262a_A R40054838 2624 A T3A HALF HIP 2 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Intlustries, Inc. Tue Jul 09 18:16:11 2013 Page 1 ID: pM Wm iiU 9y3uiBTyY?fPchEyEito-9Qi PUj6K2B6azsbrba8tgJ5EL5XmBulgpCd95hyzj L2 41412 I 9-515 { 13.8-8 18-4-7 23-10-8 2410-11 410-12 4-7-342-9 47-15 516-1 1-0-0 4.00 F12 5x6 = Scale = 1:42.9 ci N IA 6 11 V tl 4x6 II 3x10 = 7x10 = 3x4 = 4x6 _ 41412 9•S15 - 1fs3.2 I 23-10-8 4-10-12 47-3 6-9-3 I 7-7-6 Plate Offsets MY):f9:0-4-8.0-3-81,110:0-3-9,0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.61 Vert(LL) -0.20 8-9 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.77 Vert(TL) -0.55 8-9 >517 240 BCLL 0.0 Rep Stress Incr NO WB 0.63 Horz(TL) 0.07 6 n/a n/a BCDL 10.0 Code IBC2009/fP12007 (Matrix-M) Wind(LL) 0.08 8-9 >999 240 Weight: 105 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD BOT CHORD 2x4 DF No. 1&Btr G WEBS 2x4 DF Stud G BOT CHORD REACTIONS (lb/size) 11=1027/Mechanical, 6=1132/0-5-8 (min. 0-1-8) Max Horz 11=-57(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-11=-962/0, 1-2=-1985/0, 2-3=-2888/0, 3-4=-3079/0, 4-5=-2149/0, 5-6=-2420/0 BOT CHORD 10-16=011985, 9-16=0/1985, 9-17=0/1739, 8-17=0/1739, 8-18=0/2245, 6-18=0/2245, 6-19=0/1769 ' VEBS 2-9=0/986, 3-9=-1212/0, 4-9=0/1478, 4-8=0/573, 5-8=-351/69, 2-10=-730/18, 1-10=0/2047 Structural wood sheathing directly applied or 3-8-7 oc purlins, except end verticals, and 2-0-0 oc purlins (3-9-4 max.): 1-3. Rigid ceiling directly applied or 1 D-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. .DOTES . 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5J. This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Graphical puriin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. LOAD CASE(S) Standard Q?,oFESS/p , soON G C 0744$6 rn *� 7"i-) 31 i3 J* July 10,2013 ® W-ArsJfiNGx - Verif"y des� param&fm mad RE4D NO TW ON TRIS APD f%Ct f DED itFi?` .K PSYEREME PAW IUI-7473 BEMRE GSE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an indvidual building component. f Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiliity of the h el' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding !Yf 1 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 ditsou�Firzrn Pine tM iumbe- is 5rec�ed� the design wfues ere-thors e'ffe re =di06f0?/201.3 byA15t 9 Job Truss Truss Type Ply 2624A R40054637 2624 A T38 Hip Truss jQtY 1 IJob Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 M7ek Industries, Inc. Tue Jul 09 18:16:12 2013 Page 1 I D: pM WmiiU9y3uiBTyY'>fPchEyEito-dcGoh27ypVE RbOA18Hf6M WeUgVtOwEjz2sNj d7y4 L1 14-23 13-103 a-10-1z sS1s F 13atz 1 $_I 19-5-7 V 2tQ41-0-0-10-8 , 4-10.1233-13 0-0.T2 43-0 S1 D4-0 Scale = 1:43.6 03-11 4.00 12 5x8 = 15 14 16 = 1I 4X4 6X12 — 4X6 = 3x4 = 2x4 2x4 11 13-103 13-6-6 410.12 m 3-8-13 4515 SS-1 1-2-0 0.2-0 Plate Offsets MY): f5.0-4-0 0-1-121 19:0-3-9 Edoel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deg Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) -0.12 13 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.67 Vert(TL) -0.41 12-13 >685 240 BCLL 0.0 Rep Stress Incr NO WB 0.97 Horz(TL) 0.11 9 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Wind(LL) 0.07 13 >999 240 Weight: 111 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF NoA&Btr G TOP CHORD Structural wood sheathing directly applied or 3-11-4 oc puriins, except BOT CHORD 2x4 DF No. 1&Btr G end verticals, and 2-0-0 oc pudins (4-7-1 max.): 1-3, 5-6. WEBS 2x4 DF Stud G 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W1: 2x4 DF No. 1&Btr G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation guide. REACTIONS (lb/size) 15=1032/Mechanical, 9=1123/0-5-8 (min. 0-1-8) Max Harz 15=-58(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1995/0, 3-4=-1917/0, 4-5=-1825/0, 5-6=-1827/0, 6-7=-182410, 7-8=-192910, 8-9=-2523/0 BOT CHORD 15-16=0/1995, 14-16=0/1995, 14-17=0/2904, 13-17=0/2904, 13-18=0/2899, 12-18=0/2899, 12-19=0/2326, 11-19=0/2326, 11-20=0/2326, 9-20=0/2326 EBS 2-15=-2055/0, 3-14=-992/0, 3-13=0/320, 3-12=-1237/0, 8-12=-656/1, 4-12=0/431, 7-12=0/463, 8-11=0/343, 2-14=0/503 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4FESS/ 6) A plate rating reduction of 20% has been applied for the green lumber members. Q �ii/dl 7) Refer to girder(s) for truss to truss connections. O �jQ{�/t/ '4, 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the t� ' 7i Bottom Chord, noncwncurrent with any other live loads. ��Z_ i 9) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. {, TTi LOAD CASE(S) Standard LU C 074486 rn * P 12 31-13 9TF0F r July 10,2013 ® YZA NG - Verify design naramos ers mad RFA D NOT W ON 7 IS AND INVLUDED PU I EK P,F..%'i.}2M3 E PACE A91.7473 f EFF(m f Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and's for an individual building component. �f Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the ��{{ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi ig ek, fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Evicting Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 ifSduta,arr.p i344-`Tl':V1f: E:': li lPd d1E^d':.t4z ctcs �.:araf;xes 2i6 thLK£2$@.=inFeCIS /{t?,/.2013 by Alsc Job Truss Truss Type Qiy Ply 2624_A R4D054838 2624_A T3C Hip Truss 1 Job Reference (optional) BMC, Indio, CA- 92203 7.420 s May 10 2013 Mrrek Industries, Inc. Tue Jul 09 18:16:14 2013 Page 1 I D: pM W n iiU 9y3uiBTyY?fPchEyEito-a?OY6k8C L6UBgJJQGiiaRxjikla8OFPGVAspiOyzjL? 48-15 9-515 11-6-8 15-10-8 19-57 I 23-10-8 �4-10-6, 4-115 4-8-15 2-0-9 4-4-0 3-515 4-5l 1.0.0 Scale = 1:45.0 4.00 12 6x8 NAILED 6x10 MT20H = NAILED Special NAILED 5x6 14 - - 1 13 L I IV D 3x10 = 6x10 MT20H I I JUS24 6x12 = 2x4 11 8x12 MT20H = NAILED 6x8 = 2x4 I I NAILED HJC26 NAILED HJC26 r 4-8-15 9-515 11-6.8 1 15-10-8 12' 19-,- 23.10.8 48.15 4-8-15 4-4-0 3.615 4S1 Plate Offsets (X.Y): 13:0-6-0 0-3-81 f7:1-2-0,0-1-121.f10:0-4-0,0-4-81 f11:0.6-0.0-4-81.f13:0-4-8.0-2-121 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.79 Vert(LL) -0.27 10-11 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.59 Vert(TL) -0.56 10-11 >503 240 MT20H 165/146 BCLL 0.0 ' Rep Stress Incr NO WB 0.57 Horz(TL) 0.10 7 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.05 12 >999 240 Weight: 255 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-2-14 oc puriins, except BOT CHORD 2x6 DF SS end verticals, and 2-0-0 oc puffins (4-6-11 max.): 1-3, 4-5. WEBS 2x4 DF Stud G *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W2: 2x4 DF No. 1&Btr G REACTIONS (lb/size) 14=2275/Mechanical, 7=2260/0-5-8 (min. 0-1-12) Max Horz 14=-61(LC 3) Max Grav 14=3419(LC 15), 7=3313(LC 21) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-14=-2887/0, 1-15=-6807/0, 2-15=-6807/0, 2-3=-6807/0, 3-4=-10543/0, 4-16=-9081/0, 5-16=-9081/0, 5-6=-9685/0, 6-7=-9225/0 BOT CHORD 14-17=0/342, 17-18=0/342, 18-19=0/342, 13-19=0/342, 13-20=0/11115, 12-20=0111115, 12-21=0/11127, 11-21=0/11127, 11-22=0/10111, 10-22=0/10111, 10-23=0/8711, 9-23=0/8711, 9-24=0/8711, 7-24=0/8711 VEBS 1-13=0/7051, 2-13=-345/57, 3-13=-4748/0, 3-12=-455/0, 3-11 =-1 558/0, 4-11=0/3413, 4-10=-1334/0, 5-10=0/2644, 6-10=01708, 6-9=-317/12 NOTES 1) 2-ply truss to be connected together with IOd (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row atG-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 11-4 2x4 - 1 row at 0-5-0 oc, member 10-5 2x4 - 1 row at 0-6-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4ROFESS/O,,, 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); Cantilever left and right( left S� 9� C�� exposed ; end vertical and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) Provide adequate drainage to prevent water ponding. �� Y OjL 6) All plates are MT20 plates unless otherwise indicated. t }� G 2 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' A R 4 G f174486 �l 1 t tCJ V 8) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will X1 fit between the bottom chord and any other members. E 12-31-13 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Refer to girder(s) for truss to truss connections. 11) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along they Bottom Chord, live loads. �P nonconcurrent with any other rF�Ft�fl� 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Use USP JUS24 (With 10d nails into Girder & 1 Od nails into Truss) or equivalent at 3-5-12 from the left end to connect truss(es) G_3 (1 ply 2x4 DF) to front face of bottom chord: .July 10,2013 Continued on Daae 2 ® WAf$Ni'MG -1{er icy d,"rf pwa awte'rnl =d RRAD ATYI O ON 7WIS AND dAR;£,ill?ID MT`9K P.F.FzR `5 PACrf if T 7473 IIE'.F`LyIM i MIL Design valid for use only with MTek connectors" This design is based only upon parameters shown, and is for an individual building component. Bel ` Applicability, of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown !,, a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the @Yl l pi rL= erector. Additional permanent bracing of the overall structure is the responsblity, of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Quality Criteria, DSB-89 and BCSI Bundling Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Citrus Heights, tf:xnrnemPine tSPl;vmb,—is.�d, QrraeOre4e31z,,, tvf' amtha,Fetfemhr'�06101f2013byAtscCA.95610 Job Truss Truss Type Qty Ply 2624 A R40054838 2624 A T3C Hip Truss 1 n L Job Refe ence o tional tsm", In01o, GA - 9ZZ03 1.4211S May 10 2013 MITeK Intluslnes, Inc. Tue Jul 09 15:15:14 2013 Page 2 I D:pM Wm iiU9y3ui BTyY?fPchEyEdoa?OY6kBC L6UBgJJQGiiaRxjikla80FPGVAspiDyzjL? NOTES 14) Use USP HJC26 nth 16d nails into Girder 810d nails into Truss) or equivalent spaced at 4-34 oc max. starting at 11-6-14 from the left end to 15-10-2 to connect truss(es) JD3 (1 ply 2x4 DF), CJ3A (1 ply 2x4 DF), JD3 (1 ply 2x4 DF), CJ3A (1 ply 2x4 DF) to front face of bottom chord. 15) Fill all nail holes where hanger is in contact with lumber. 16) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 173 lb down and 45 lb up at 15-10-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-68, 3-4=-68, 4-5=-68, 5-8=-68, 7-14=-20 Concentrated Loads (lb) Vert: 4=-126(F) 5=-133(F) 11=-628(F) 10=-628(F) 15=-71(F) 16=-252(F) 17=-43(F) 19=-416(F) 22=-82(F) ® WA - Verify de -sign ga¢ramers aMd READ 11UMS ON ?M AND INVi,0ZI Zi 1t MK MFERSWE PAGE 161-74^,M ,SF'.i"` RE i l- Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resporuibilliity of the �y t' erector. Additional permanent bracing of the overall structure k the responsibility of the building designer. For general guidance regarding Mw'{ eR.- fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI BuBding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 ff Sauxi-sm pine tSRt,um iti sgxesifledi.the-d-e1jrvalves as* Those ef-m-tive 06102f2.ID8:3 byAISC Job Thus Truss Type Qty ply 2624_A R40054839 2624_A T4C Hip Truss 1 3 Job Reference o tional timu, maio, CJA-a2zw r.—s may iu". o mu.x inousmes, rnc. iue"uv""-rcvr.arug..- ID:pMWmiiU9y3uiBTyY?IPchEyEdo- a3glmB4dlsjhn2?xr H3aLEaWYRbaxiB84THKyzjKy 42-11 7-1-0 11-1-0 151-0 16-0-8 1 :1-0 1950 22-2-0 23-2-0 42-11 2-10.5 4-0-0 40.0 0.11-8 240.8 1-SO 2-8-0 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. NAILED NAILED 5x8 = 4.00 12 NAILED NAILED 3x10 = NAILED 5x8 = 6x8 20 2122 23 24 25 '- 26 27 28 .. 29 '- 30 '- 31 32 4x12 = HUS26 WOI I HUS26 7x10 NAILED 8x12 MT20H = NAILED JUS26 7x10 = 4x4 = 2x4 I 4x}�=�, HUS26 HJC26 HUS26 NAILED JUS26 HJC26 7x10 = �� HUS26 JUS26 . Special Scale = 1:39.5 42-11 7-1-0 11.1-0 151-0 16-0.8 18-1-0 IWO 2 -6.0 42-11 2-10.5 4-0-0 4-0-0 0.11, 2-18 1-5-0 2-D-0 8-0 Plate Offsets (X Y): 11:0-6-0,0-1-121 19:0-6-0,0.1-121 f13:0-5-0.0.4-121, f14:0-5-0.0-4-81, f15:0-6-0.0-4-121. 116:0-5-0,0-4-81 LOADING (psf) SPACING 2-0-0. CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.76 Vert(LL) -0.31 14-15 >854 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.88 Vert(TL) -0.87 14-15 >299 240 MT20H 165/146 BCLL 0.0 ' Rep Stress Incr YES WB 0.65 Horz(TL) 0.18 9 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wlnd(LL) 0.03 16 >999 240 Weight: 349 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-1-7 oc purlins, except BOT CHORD 2x6 OF SS 2-0-0 oc purlins (4-9-13 max.): 3-5. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=7646/0-5-8 (min. 0-2-14), 9=6745/0-5-8 (min. 0.2-13) Max Horz 1=-38(LC 16) Max Grav 1=8020(LC 8), 9=7948(LC 39) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-21590/0, 2-3=-21516/0, 3-18=-20158/0, 4-18=-20159/0, 4-19=-22090/0, 5-19=-22088/0, 5-6=-23158/0, 6-7=-23648/0, 7-8=-23745/0, 8-9=-20929/0 BOT CHORD 1-20=0/20418, 17-20=0120418, 17-21=0/20418, 21-22=0/20418, 16-22=0/20418, 16-23=0/24666, 23-24=0/24666, 24-25=0/24666,15-25=0/24666,15-26=0/24666, 26-27=0/24666, 27-28=0/24666, 14-28=0/24666, 14-29=0/22405, 13-29=0/22405, 13-30=0/22607, 12-30=0/22607, 12-31=0/19773, 11-31=0/19773, 11-32=0/19773, 9-32=0119773 /EBS 2-17=0/973, 2-16=-707/313, 3-16=0/6327, 4-16=-5248/0, 4-15=0/3119, 4-14=-4389/0, 5-14=0/5737, 6-14=-20/912, 8-11=-2185/0, 7-13=-421/25, 6-13=0/1912, 7-12=-326/0, 8-12=0/3353 NOTES 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-4-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0.9-0 oc, Except member 16-3 2x4 - 1 row at 0-5-0 oc, member 14-5 2x4 - 1 row at 0-5-0 oc, member 13-6 2x4 - 2 rows staggered at 0-4-0 oc. ?ROFESS/(-) 9� 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply 0 S�a connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. �� 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 W /� U�4�t O C m lr U U 5) Provide adequate drainage to prevent water ponding. W 6) All plates are MT20 plates unless otherwise indicated. EX 12-31-13 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. S t? 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the OF CA Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 2700 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag July 10 2013 COnt4M&A ;6WrAWt1om chord from 0-0.0 to 22-2-0 for 121.8 pH ® Et/FiRMNG Vcrify design Isaramecrs and READ Ni7IYsS ON 7WI6 AND INCLLDED.6Yi191K PEF'...`F2EWE PAGE Iffl-747d €3FX01W (Wi& Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown ! I, for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the WOW r erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding IYEI O fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI/TN1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safely Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 of 5� ur: ere p"use 4sp1 iumben is tixx dteitgn values sae thaw e11$.=rive 06fMIZ1113 byrA1SC Job Truss Truss Type Qty Ply 2624 A R40054839 2624A TaC Hip Truss 1 3 Job Reference (optional) BMC, Indio, CA-92203 r.azu s may iu zuia mn ex mausines, inc. t ue um ue ie:ie:i r zui a rage z ID:pMWmiiUgy3uiBTyY?fPchEyEito-a3glmB4d1sjhn2?xrFH3aLEaWYRbaxi684THKyziKy NOTES 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Use USP HJC26 (With 16d nails into Girder & 10d nails into Truss) or equivalent spaced at 7-11-4 oc max. starting at 7-1-6 from the left end to 15-D-10 to connect truss(es) JD1 (1 ply 2x4 DF), CJ4A (1 ply 2x4 DF), JD1 (1 ply 2x4 DF), CJ46 (1 ply 2x4 DF) to front face of bottom chord. 14) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-11-4 from the left end to 9-11-4 to conned truss(es) T21-1 (1 ply 2x4 DF) to back face of bottom chord. 15) Use USP JUS26 (With 10d nails into Girder & 10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 11-1-4 from the left end to 14-1-4 to connect truss(es) T3A (1 ply 2x4 DF), T381 (1 ply 2x4 DF) to back face of bottom chord. 16) Fill all nail holes where hanger is in contact with lumber. 17) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 18) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3399 lb down at 16-0-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-68, 3-5=-68, 5-10=-68, 1-9=-20 Concentrated Loads (lb) Vert: 3=-1 13(F) 5=-113(F) 17=-1015(B) 16=-650(F) 15=-1057(F=-49, B=-1007) 4=-113(F) 14=-672(F) 13=-2255(B) 18=-113(F) 19=-113(F) 20=-1015(B) 22=-1015(B) 23=-1015(B) 24=-49(F) 25=-1015(B) 26=-1007(B) 27=-49(F) 28=-1012(B) ® WAP- NG Yewify emir rt daaram-ter; and READ NOT W, ON THE AND INCLMED. AU VK PEFEPl3nPL:Ta PAGE JW1-74773.IIEMM USE. Design valid for use only with Mifek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 6 the responsibility of the 10 ��{{ ,, erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi 1T e'r. W fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 <fSaurirs±m i7insjSP;Bearbas::is.;yQsa,fh>-,eiesign. val;res am thateets.:irtrs i16i`£r?:/2<3?.3 hyA:LSC' �B Job Truss Truss Type Qty Ply 2624 A R40054840 2624 A TSA Common Truss 1 1 Job Reference o tional BMC, Indio, CA-92203 �1 a 1-0-0 - 6-3-5 an 7.420 s May 10 2013 MTek Intlustries, Inc. Tue Jul 09 18:16:18 2013 Page 1 ID:pMWmiiU9y3uiBTyY?(PchEyEito-Smd3y6CjOL_aJxdBVYmWcntT?vuLK7SsQog1 gnyzjKx rr.,rcci QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 4x4 = 635 Scale = 1:37.6 3x6 = 2x4 II 5x8 = 2x4 II 3x6 I� a 6-3-5 10-8-0 150-11 21-4-0 6-3.5 "11 4-4.11 635 r'late Offsets (X,Y): I2:0-1-5,Edgel. I6:0-1-5,Edgel, f8:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.46 Vert(LL) -0.13 6-7 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.77 Vert(TL) -0.32 6-7 >785 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.31 Horz(TL) 0.08 6 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix) Wind(LL) 0.05 6-7 >999 240 Weight: 84 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3-4-15 oc purlins. BOT CHORD 2x4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 8-8-9 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing [installation be installed during truss erection, in accordance with Stabilizer e REACTIONS (lb/size) 6=923/Mechanical, 2=1015/0-5-8 (min. 0-1-8) Max Horz 2=47(LC 13) Max Uplift6=-204(LC 12), 2=-235(LC 9) Max Grav 6=1177(LC 7), 2=1269(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2911/612, 3-4=-1830/236, 4-5=-1836/238, 5-6=-2980/641 BOT CHORD 2-10=-589/2644, 9-10=-376/2474, 9-11 =-1 64/2261, 8-11=0/2088, 8-12=0/2142, 7-12=-158/2324,7-13=-370/2542,6-13=-594/2717 /EBS 4-8=0/665, 5-8=-741/18, 5-7=0/370, 3-8=-686/14, 3-9=0/364 OTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=204, this truss �> O rjO0j�/ 8) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. �� 0. 9) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag V n�� A 6 G C loads along bottom chord from 0-0-0 to 21-4-0 for 70.3 plf. L_U U 4 Cr LOAD CASE(S) Standard * EX 12-31-13 �T�lFOF G July 10,2013 ® WRPJL°8' - Verify 6ssign param&ei s mail }FAD tYiB?W ON THiS AjND DXLtliiM.l4#ITVK P.EF'EREEW'E PACE Wl-7473 BF-FV I3 IAM Design volid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. R Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiliity, of the r� /� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi 1y eW fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Critedo, DSB-89 and Ii Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312 Alexandria, VA 22314. - Citrus Heights, CA, 95610 'f-Sourharn. Plre.(5G1 ivarbe— is sgssific�d',; ti3 adesign va.l., es srs aisoss efe:tive ov'31tZ0.13 bHA?:SC g Job Truss Truss Type Ply 12624-A R40054841 2624 A T56 Special Truss �Qty 3 1 Job Reference (optional) BMC, Indio, CA - 92203 7,420 s May 10 2013 MI I ex Industries, Inc. Toe um ua 1a:16:19 203 rage 1 ID:pMWmiiU9y3uiBTyY?fPchEyE to-wyBR9SCL9e6Rw5CO3GH18?Qe4JEa3ai?fSZaMDyzjKw -1-0-0 6-3-4 10-8-0 15.0-12 21-4-0 1-0-0 6-34 44-12 44-12 6.34 Scale = 1:37.6 1 n 0 4x4 = 3x6 = 2x4 II 5x8 = 2x4 II 3x6 6-3-410-8-0 15-0-12 21-4-0 6-3-444-12 4.4-12 6-3-4 Plate Offsets MY): f2:0-1-5 Edoel f6:0,1-5 Edgel 18:0-4-0 0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.13 6-7 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.77 Vert(TL) -0.32 6-7 >787 240 BCLL 0.0 Rep Stress Incr NO WB 0.31 Horz(TL) 0.08 6 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Wind(LL) 0.04 6-7 >999 240 Weight: 84 Ito FT = 20 % LUMBER BRACING TOP CHORD 2x4 DF NoA&Btr G TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouidg, REACTIONS (lb/size) 6=923/Mechanical, 2=1015/0-5-8 (min. 0-1-8) Max Horz 2=47(LC 5) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2150/0, 3-4=-1508/0, 4-5=-1509/0, 5-6=-2200/0 BOT CHORD 2-10=0/1968, 9-10=0/1968, 9-11=0/1968, 8-11=0/1968, 8-12=0/2023, 7-12=0/2023, 7-13=0/2023, 6-13=0/2023 WEBS 4-8=0/663, 5-8=-731/7, 5-7=0/370, 3-8=-67311, 3-9=0/364 DTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. �QgpFESS/©� 9< LOAD CASESoo Standard 4> Q � � 2� �Z r C 074486 M * E 12-31-1OFC July 10,2013 ®[&&f8:t'i2P:a treatydmig.faaram> e,-sa.dR &ADIM T W UKTHISAWINC E,VVEDAN I12Kt° '%RM EPAGESW1i 7473EiL&`(iRVITSE Design valid for use only with Milek connectors. This design is based only upon parameters shown, and is for an individual building component. �` Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the �{� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding WOW fabrication, quality control, storage, delivery, erection and bracing, consul ANSI/TPII Quality Criterla, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 if5o0raarn Vinep5T31 ;1.Mnher is vgssc ed„tit=_deefgn vzl:ves ars thess,EVeztwe 06/0112013 bYl.tsc Job Truss Truss Type Ply 2624_A jQtY R40054842 2624_A TSC Common Truss 1 1 Job Reference (optional) BMC, Indio, CA. 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jut 09 18:16:20 2013 Page 1 ID:pM WmiiU9y3uiBTyY?fPchEyEito-09lpNoDzwyElYEnaczo_hczpQjbHo_p9t6J8ufy4Kv •1-40 6-3-4 10-8-0 16.4.0 21-4-0 1-0-0 6-3-4 44-12 5.8.0 5.0.0 Scale = 1:37.5 4x6 = 4x4 = 2x4 11 - 5x8 = 2x4 11 4x4 = 1 6-3.4 } 10-8-0 16.4-0 21-4-0 6.3-4 4-4-12 5.8-0 5-0-0 fief. (lficnle fY V\- fa -non n_1_fll LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.40 Vert(LL) -0.12 2-9 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.74 Vert(TL) -0.31 7-8 >799 240 BCLL 0.0 Rep Stress Incr NO WB 0.45 Horz(TL) 0.08 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.04 7-8 >999 240 Weight: 85 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.18Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G REACTIONS (lb/size) 6=916/0-5-8 (min. 0-1-8), 2=1008/0-5-8 (min. 0-1-8) Max Horz 2=47(LC 5) BRACING TOP CHORD Structural wood sheathing directly applied or 4-1-11 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer installation guide. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2120/0, 3-4=-1507/0, 4-5=-1518/0, 5-6=-2246/0 BOT CHORD 2-10=0/1939, 9-10=0/1939, 9-11=0/1939, 8-11=0/1939, 8-12=0/2071, 7-12=0/2071, 7-13=0/2071,6-13=0/2071 WEBS 3-9=0/357, 3-8=-654/5, 4-8=0/604, 5-8=-758/12, 5-7=0/354 OTES I Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard ©,,?,OFESS/p 9 500M D�F 2 C 074486 *� E�X� 12-31-13 l* July 10,2013 ® i6r.�ItmnG Veld y tl rs }aur amr3rn s mad PSAD MrW OR MIS AM IN17f =111) lfflM f PXFEREPIKE, FACE hlfT 747d 8iEMIM (ME. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Nil' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Quality Crileria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Intormafion available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Cftrus Heights, CA, 95610 4-SaLz°t?mi.r tSPf iumbr: 1s 3gste{ned. t^t=design. values arQ thane vff. _-tine 06102 /2013 I;y.9,.LSC Job Truss Truss Type Oty Ply 2624_q R40054843 2624_A TSD Common Truss 4 1 Job Reference o tional BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:16:20 2013 Page 1 ID:pMWmiiU9y3uiBTyY?fPchEyEito-09lpNoDzwyElYEnaczo hCzpgblo?v9t6J8ufyzjKv -1-0-0 6-3-4 10-8-0 { 164-0 21-4-0 22-4-0 1-0.0 6-3-4 4-4-12 5-8-0 5-0-0 Scale = 1:38.6 44 = 4x4 = 2x4 11 5x8 = 2x4 II 4x4 = 6-3-4 f 10-8-o i - _ _16.4-0 21-4-0 6-3-4 4-Z12 5-8-0 5-0-0 Plate Offsets (X Y): 19:0-4-0 0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.40 Vert(LL) -0.12 2-10 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.74 Vert(TL) -0.31 8-9 >799 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.44 Horz(TL) 0.08 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.04 8-9 >999 240 Weight: 86 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 4-1-13 oc purlins. BOT CHORD 2x4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation u' e REACTIONS (lb/size) 2=1005/0-5-8 (min. 0-1-8), 6=1005/0-5-8 (min. 0-1-8) Max Horz 2=44(LC 5) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2111/0, 3-4=-1499/0, 4-5=-1511/0, 5-6=-2215/0 BOT CHORD 2-11=0/1931, 10-11=0/1931, 10-12=0/1931, 9-12=0/1931, 9-13=0/2040, 8-13=0/2040, 8-14=0/2040,6-14=0/2040 WEBS 3-10=0/357, 3-9=-653/5, 4-9=0/602, 5-9=-748/2, 5-8=0/351 OTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) *This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard WA NG - Yeri;(4 d,ug vuramakrrs ass -PX—AD NO ON79 S AND Wr1'.i'JDED 11111RK P.P.FP,RESI E FAGEWT747 3,8EMRB i CE Design valid for use only with Wek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during comtruction is the responsibillify of the erector. Addiionol permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-By and BCSI Building Component Safety Intoration available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 3f�un,=_mm.Pine(SP}Iumbzr is specified;: tiiadecign values are thaseerayfrve 0&/01/2013 by A, SC q,OFESS/p so LU C 074486 a!� E7.i2-31-13 �* F July 10,2013 19t Mire 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply 2624 A R40054844 2624_A TSE Common Truss 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:16:23 2013 Page 1 I D: pM Wm iiU9y3uiBTyY?fPchEyEito-pj Ry?pFrDtctP 1/915MhJ rbKowd2?05ba4XoVy4 Ks -1-0-0 6.3.5 1 10-M F 15.0.11 21.4-0 122_2 I 1-0.0 6.3.5 4-4-11 4.4-11 6-3-51-0-0 Scale = 1:38.6 4x4 = 4x4 = 2x4 II US = 2x4 11 4x4 6-3-5 10.8.12 1 15-0-11 214-0 6-3-565 4-4-11 4-4-11 635 Plate Offsets (X Y) 19.0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.39 Vert(LL) -0.12 6-8 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.74 Vert(TL) -0.29 6-8 >862 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.29 Horz(TL) 0.08 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.04 10 >999 240 Weight: 86 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-1-14 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation oe REACTIONS (lb/size) 2=1005/0-5-8 (min. 0-1-8), 6=1005/0-5-8 (min. 0-1-8) Max Horz 2=-44(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2119/0, 3-4=-1479/0, 4-5=-1479/0, 5-6=-2119/0 . BOT CHORD 2-11=0/1939, 10-11=0/1939, 10-12=0/1939, 9-12=0/1939, 9-13=0/1939, 8-13=0/1939, 8-14=0/1939, 6-14=0/1939 WEBS 4-9=0/640, 5-9=-672/1, 5-8=0/364, 3-9=-672/1, 3-10=0/364 DTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrenl with any other live loads. LOAD CASE(S) Standard ?,OF ESS/0 Sooty of 2 cc i C 074486 rn *\ 151;_ 31 /* \\F0F July 10,2013 ® idrx§f"ilY NG - Verify d—sign prrram&e," ,=d PSAD hW urS ON 7711E AND [Nil i'ii% ,fflt"€ K PSYiRSWE PAGE f9a!-747a IBM)RE (iSJ'. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. m Applicability of design parameters and proper incorporation of component a responsibility of building designer- not truss designer. Bracing shown 6 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the McTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Informa8on available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights. CA, 95610 P#Sourhern FinetspIlumber < y s na ; r?re deism vafues are thosa ei e_true 05/Zi/201-3 byALSC Truss Truss Type City Ply 2624 q R40054845 kJob 24_A TSF Common Truss 1 1 Job Reference (optional) BMC, Indio, CA- 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:15:25 2013 Page 1 ID:pMWmiiU9y3uiBTyY?fPchEyEito-D164erlkWo_RG9EkzEvOxTDr36elClg1 G2mS6JyzjKp -1-0-0 6-3-4 10-8-0 15-0-12 21-4-0 22-4-0 1-0-0 6-3-4 4-4-12 4-4-12 6-3-4 Scale = 1:38.6 4x4 = kb 0 44 = 2x4 II 5xB = 2x4 II 4x4 5.9.1 10-81 i 150.12 21-4-0 5.9-1 WIL 4.412 Plate Offsets MY): 19:0-4-0 0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.39 Vert(LL) -0.12 6-8 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.74 Vert(TL) -0.29 6-8 >864 240 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(fL) 0.08 6 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Wind(LL) 0.04 10 >999 240 Weight: 86 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 4-1-15 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [installation u' e REACTIONS (lb/size) 2=1005/0-5-8 (min. 0-1-8), 6=1005/0-5-8 (min. 0-1-8) Max Horz 2=44(LC 5) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2119/0, 3-4=-1479/0, 4-5=-1479/0, 5-6=-2119/0 BOT CHORD 2-11=0/1939, 10-1 1=0/1939,10-12=0/1939, 9-12=0/1939, 9-13=0/1939, 8-13=0/1939, 8-14=0/1939, 6.14=0/1939 WEBS 3-10=0/363, 3-9=-672/1, 4-9=0/639, 5-9=-672/1, 5-8=0/363 TOTES ) Unbalanced roof live loads have been considered for this design. L) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Q?OESS/OSoo l�/� 2 v C 074486 c M * E 12-31-13 OF r: July 10,2013 ® WARXI FO - Verify dkmigyt param&em =d "hLAD hVT S ON THIS AM MCLUiM.7lfYiRK 1'.LFF REM''E PAGE P91-7473 BFMI?E US& Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown I, for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the /L i� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M� eW fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 IfSel~z:^.=_m Fine$SF} lumber: is sp••ecffied: tlt? daezin valsre; am thane :true 05M21ZO13 bVA15C Job Truss Truss Type Qty Ply 2624_A R40054846 2624 A T5FX Common Truss 1 1 Job efere ce (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek InOustries, Inc. Tue Jul 09 18:16:27 2013 Page 1 I D: pM Wm iiU 9y3uiBTyY?fPchEyEito-hVgSrB I MH671uJpwXxRdTh10?Y_xCzB U Y?elyzj Ko -1-0-0 - 6-3-4 10-8-0 15.0.12 214-0 22-4-0 1-0-0 6-3-4 4-412 4-4-12 6-3-4 1-0.0 Scale = 1:38.6 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 4x4 = nN 1 0 4x6 = 2x4 II Sx8 = 2x4 II 4x6 5-9-1 10-8-0 15.0-12 21-4-0 59-1 4.10-15 4.412 6-3-4 Plate Offsets (X,Y): f9:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(L-) -0.12 6-8 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.74 Vert(TL) -0.29 6-8 >864 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.29 Horz(TL) 0.08 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.06 10 >999 240 Weight: 86 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-2-11 oc pudins. BOT CHORD 2x4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 6-6-3 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [installation ouide. REACTIONS (lb/size) 2=1005/0-5-8 (min. 0-1-8), 6=1005/0.5-8 (min. 0-1-8) Max Harz 2=-44(LC 16) Max Upfdt2=-406(LC 9), 6=-406(LC 12) Max Grav 2=1430(LC 8), 6=1430(LC 7) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3394/1127, 3-4=-2021/451, 4-5=-2021/450, 5-6=-3393/1127 BOT CHORD 2-11=-1070/3071, 10-11=-633/2787, 10-12=-362/2434, 9-12=0/2156, 9-13=0/2156, 8-13=-330/2433, B-14=-665/2787, 6-14=-1038/3071 IEBS 3-10=0/363, 3-9=-695/24, 4-9=0/639, 5-9=-695/24, 5-8=0/363 ,.OTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=406, 6=406. �FESS1 0>1f. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the cJQ(}rY Bottom Chord, nonconcurrent with any other live loads. ��, rV 8) This truss has been designed for a total drag load of 2500 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag CO loads along bottom chord from 0-0-0 to 21-4-0 for 117.2 plf. tn17 rn U f �� LOAD CASE(S) Standard Cr P 12-31-13 * # 9rEnc July 10,2013 I fKAP ING - Verify d-%ign parameters =d READ NOTES ON7WI& AMIAULO DED IP1IM€+, P{P FRREWE PAGE IVI-7473 i3uFZrR9 LEE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown ` is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of bilithe ��ev erector. Additional permanent bracing of the overall structure is the responsty of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII QualBy, Cdteda, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. ?f:aui'?aen pinepvnse 0GfGf2r323 tni"vfti1Yt5£ Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 2624 A R40054847 2624 A TSG Common Truss 2 1 Job Reference o tionai BMC, Indio, CA- 92203 7.420 s May 10 2013 M7ek Industries, Inc. Tue Jul 09 18:16:27 2013 Page 1 ID:pMWmiiU9y3uiBTyY?fPchEyEko-hVgSrBIMH67luJpwXxRdThIORY rxCyBU V?e"Ko 6.35 10-8-0 15-0-11 214-0 1-0-0 635 4411 4411 635 Scale = 1:38.9 44 = 4x4 = 2x4 II 5x8 = 2x4 II 4x4 `r 6.35 10-8.0 I 15.0.11 + 2140 635 4411 4411 635 date Offsets (X,Y): I8:0-4-0.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) -0.12 6-7 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.74 Vert(TL) -0.30 6-7 >842 240 BCLL 0.0 Rep Stress Incr NO WB 0.30 Horz(TL) 0.08 6 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix) Wind(LL) 0.04 6-7 >999 240 Weight: 84 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.l&Btr G TOP CHORD Structural wood sheathing directly applied or 4-1-3 oc purlins. BOT CHORD 2x4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer s allation ouide. REACTIONS (Ib/size) 6=916/0-5-8 (min. 0-1-8), 2=1008/0-5-8 (min. 0-1-8) Max Horz 2=47(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2127/0, 3-4=-1486/0, 4-5=-1487/0, 5-6=-2144/0 BOT CHORD 2-10=0/1946, 9-10=0/1946, 9-11=0/1946, 8-11=0/1946, 8-12=0/1965, 7-12=011965, 7-13=0/1965, 6-13=0/1965 WEBS 4-8=0/647, 5-8=-693/10, 5-7=0/367, 3-8=-672/1, 3-9=0/364 DTES Unbalanced roof live loads have been considered for this design. Wind: 'ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joints) 6. 7) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. ��1=SSA 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. QR 11t! LOAD CASE(S) Standard ��0 SOO//, 0�� L C 074486 rn E . 12-31-13 sT V �4 �TFOF t' July 10,2013 ® WARNING - Verify tfr_uxge pau amcater~s'=d R122AD NrrM ON TFRE AM INCFAM1W 0 YX P.R7^'PSSN US PAGE W1.7473 F.3rF. ORS I&S& -- Design valid for use only with M7ek connectors. This design's based only upon parameters shown, and is for an individual building component. �` Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the Mi lg ekerector. Addtional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardng fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Bonding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 1fSmt,^r-Ya�rx3Fire(SP) Ivrnber isamzW,.d-MZ design uakrn arethosa effe-me 05/01/2013 bvAlSC Job Truss Truss Type Ply 2624_A �Qty R40054846 2624_A T5H Common Truss 1 1 Jo Reference (optional! BMC, Indio, CA - 92203 7.420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:16:28 2013 Page 1 ID:pMWmiiU9y3uiBTyY?fPchEyERD-9hE2XJ 2PF9VT064fysOulBCxKWANMFZACy-4Kn -1-0.0 6-3-5 F 10-8-0 150- 2 { 21-4.0 1-0.0 6-3-5 4411 4412 6.3.4 - Scale = 1:37.5 44 = 4x4 = 2k4 II 5x8 = 2x4 11 4x4 = 1 635 10-8-0 15.0.12 F 2140 "14411 4412 63-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) -0.12 2-9 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.74 Vert(TL) -0.30 6-7 >843 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.30 Horz(TL) 0.08 6 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Wind(LL) 0.04 6-7 >999 240 Weight: 84 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.18Btf G BOT CHORD 2x4 DF No.18Btr G WEBS 2x4 DF Stud G REACTIONS (lb/size) 6=916/0-" (min. 0-1-8), 2=1008/0-5-8 (min. 0-1-8) Max Harz 2=47(LC 5) BRACING TOP CHORD Structural wood sheathing directly applied or 4-1-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2127/0, 3-4=-1486/0, 4-5=-1487/0, 5-6=-2145/0 BOT CHORD 2-10=0/1946, 9-10=0/1946, 9-11=0/1946, 8-11=011946, B-12=0/1965, 7-12=0/1965, 7-13=0/1 965, 6-13=0/1 965 WEBS 3-9=0/364, 3-8=-672/1, 4-8=0/647, 5-8=-694/10, 5-7=0/367 OTES I Unbalanced roof live loads have been considered for this design. z) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard ,,?,pFESS/O Soo C 074486 c rn EXRY 12-31-13 /* July 10,2013 ® 6€rkP'a:APPPd(i - Vcrlfi¢ design przramete,s and F- D A"J7`M Off THIS ,3 AND Mrl,L 111) M rTa K PZF'ER_F GE PAW fia!-747j.EiEMjjEi ME. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicabirdy of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the k( �'ei erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI/TP11 Qualify Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 am D ?fSaut"ine1Sgjlumies: is3pec>fied, lane dasign.vafates am than€e1?ective 06102f201_3 b VA.'LSc Job Truss Truss Type Qty Ply 2624 q R40054649 2624 A T51 Common Truss 3 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:16:28 2013 Page 1 1 D: pM Wm iiU9y3uiBTyY?fPchEyEito-9hE2XJ_2PF9VTO64fysOu I BCxK5gfAKjM FZACyzjKn -1-0-0 635 10-M 15412 21-4-0 1-0.0 6-3-5 "it 4-412 6.3-4 Scale = 1:38.9 4x4 = 4x4 = 2x4 II 5x8 = 2x4 II 4x4 = 635 10-8-0 150.12 214-0 6-3-5 1 4-4-12 S34 Plate Offsets (X,Y): 18:0-4-0.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) -0.12 2-9 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.74 Vert(TL) -0.30 6-7 >843 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.30 Horz(TL) 0.08 6 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Wind(LL) 0.04 6-7 >999 240 Weight: 84 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-1-3 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [installationuide REACTIONS (lb/size) 6=916/0-5-8 (min. 0-1-8), 2=1008/0-5-8 (min. 0-1-8) Max Harz 2=47(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2127/0, 3.4=-1486/0, 4-5=-1487/0, 5-6=-2145/0 BOT CHORD 2-10=0/1946, 9-10=0/1946, 9-11=0/1946, 8-11=0/1946, 8-12=0/1965, 7-12=0/1965, 7-13=0/1965,6-13=0/1965 WEBS 3-9=0/364, 3-8=-672/1, 4-8=0/647, 5-8=-694/10, 5-7=0/367 IOTES ) Unbalanced roof live loads have been considered for this design. z) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 6. 7) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. �Q pFESSJ �9 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. R LOAD CASE(S) Standard SQ(}/`j C 074486 * EX 12-31-13 sTglFOFra ¢\� July 10,2013 ® I4 AWNG - Verifg design parameter. and READ A10-7 WT 01f 7WIS AND iJ I ilDED.AUTEK PF.FEREYdT E PAC f-7473 EEMRE VER. Design valid for use only with Mnek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the ��{{� (� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiT e1l- fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus He :f5aui'tem Pinewl lwrtslissgres.ixred&a design voIuuei an thass ef,'emt 0Gf4gj201.3 bVA'LSC ghts, CA, 95610 Job Truss Truss Type Ply 2624 q 10ty R40054650 2624_A T5J Hip Truss 1 1 Job Reference (optional) aMc, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:16:29 2013 Page 1 ID:pMWmiiU9y3uiBTyY?fPchEyEito-dtoDGsKcpjNO7dzJeMT5Y6rMxLgRP7?Uy?—6jeyzjKm -1-a0I 6-3-6 1aa0 11-4-0 15-0.10 21-4-0 --t 1-a0 6-3-6 3-8-10 1-4.0 3-B•10 6-3-6 Scale = 1:40.3 445 = 4x4 = ri w a o 4x4 = 4x4 = 2x4 II 5x8 = 3x10 = 2x4 II 6-3-6 1aa0 I 11-4-o I 15-a10 21-4-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) -0.11 2-11 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.74 Vert(TL) -0.29 7-8 >864 240 BCLL 0.0 Rep Stress Incr NO WE 0.20 Horz(TL) 0.08 7 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.04 10 >999 240 Weight: 90 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No. 1&Btr G TOP CHORD BOT CHORD 2x4 OF No.1&Btr G WEBS 2x4 OF Stud G BOT CHORD REACTIONS (lb/size) 7=916/0-5-8 (min. 0-1-8), 2=1008/0-5-8 (min. 0-1-8) Max Horz 2=45(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2127/0, 3-4=-1566/0, 4-5=-1449/0, 5-6=-1585/0, 6-7=-2144/0 BOT CHORD 2-12=0/1946, 11-12=0/1946, 11-13=0/1946, 10-13=0/1946, 10-14=0/1446, 9-14=0/1446, 9-15=0/1964, 8-15=0/1964, 8-16=0/1964, 7-16=0/1964 11VEBS 3-11=01363, 3-10=-606/0, 4-10=0/475, 5.9=0/327, 6-9=-600/11, 6-8=0/364 Structural wood sheathing directly applied or 4-1-3 oc purlins, except 2-0-0 oc purlins (5-7-2 max.): 4-5. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. IOTES ,) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 7. 8) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Graphical purlin representation does not depict the size or the orientation of the purin along the top and/or bottom chord. 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard QRs�FESStpy soot 0�Fc 2 G� �, LU C 074486 M *`ZER2 31 13 l July 10,2013 ® WAWiNG Vc ifry cfca* na ramatz^rx w d RFAD Nf)?W ON THIS AM fRt;C;tTF3M16MK PXIFFr2l3WE PACW ffil-74-, J BEFORE, iiISE. -- Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. �` Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the ee,,,, erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 1Y1��{{r� iTek' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quarry CrBeria, DSB-89 and BCSI BuBding Component Suite 109 if 7777 Greenback Lane, Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus his, CA, Lane, sou".ism.. Pine (5P)1vmber is xpesified..: the desigri ussl ues are those effe::tinrc 06101/201.3 by ALSt rus Heights, Job Truss Truss Type Qty Ply 2624_A R40054851 2624_A T5K HIPTRUSS 1 Job Reference (optional) BMC, Indio, CA - 92203 7,420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:16:30 2013 Page 1 ID:pMWmiiU9y3uiBTyY?fPchEyEito-64MbTCLEZ1VtlnYVC3 KSJNWkl3D8XYdBfkgF4yzjKl 8-0-0 13A-0 21-4-0 1-0-0 8-0-0 5-4-0 8-0-0 - Scale = 1:40.1 6x8 = NAILED NAILED NAILED Special 5,6 = 3x10 3x10 = 7x10 = JL24 JL24 6x8 = = HJC26 HJC26 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) I/deft L/d TCLL 20.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.25 6-7 >999 480 TCDL 14.0 Lumber Increase 1.25 BC 0.57 Vert(TL) -0.48 6-7 >538 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.37 Horz(TL) 0.10 5 n/a n/a BCDL 10.0 Code IBC20091TP12007 (Matrix-M) Wind(LL) 0.03 6-9 >999 240 LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btf G TOP CHORD BOT CHORD 2x6 DF SS WEBS 2x4 DF Stud G BOT CHORD REACTIONS (lb/size) 5=1925/0-5-8 (min. 0-1-9), 2=1977/0-5-8 (min. 0-1-9) Max Horz 2=39(LC 5) Max Grav 5=2942(LC 15), 2=2941(LC 12) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-8786/0, 3.12=-8295/0, 12-13=-8295/0, 4-13=-8295/0, 4-5=-8883/0 BOT CHORD 2-14=0/8337,7-14=0/8337,7-15=0/8337,15-16=0/8337,16.17=0/8337,6-17=0/8337, 6-18=0/8428, 5-18=0/8428 WEBS 3-7=0/2392, 3-6=-266/245, 4-6=0/2290 PLATES GRIP MT20 220/195 Weight: 184 lb FT = 20% Structural wood sheathing directly applied or 4-6-1 oc purlins, except 2-0-0 oc purlins (4-7-7 max.): 3-4. Rigid ceiling directly applied or 1 D-0-0 oc bracing. OTES 12-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at D-5-0 oc, Except member 6-3 2x4 - 1 row at D-9-0 oc, member 6-4 2x4 - 1 row at 0-6-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 5. 10) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 13) Use USP HJC26 ('With 16d nails into Girder & 10d nails into Truss) or equivalent spaced at 53-4 oc max. starting at 8-0-6 from the left end to 13-3-10 to connect truss(es) JD (1 ply 2x4 DF), CJSA (1 ply 2x4 DF), JD (1 ply 2x4 DF), CJSA (1 ply 2x4 DF) to front face of bottom chord. 14) Use USP JL24 ('With 10d nails into Girder & NA9D nails into Truss) or equivalent spaced at 1-2-8 oc max. starting at 10-0-12 from the left end to 11-3-4 to connect truss(es) JD (1 ply 2x4 DF) to front face of bottom chord. 15) Fill all nail holes where hanger is in contact with lumber. Q&fAW4W"dW2tes 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail �e,?�OFESS/o SOON COo� ti i C 074486 rn * E 12-31-13 sT9r IV FOF Ffl .filly 1n 2n13 ® FA WING - Verify designparameDters and PEAR NO710 ON YVIS AND /WLtZDRD ifflTWK IP.P.i'EREME PAGE 1991-747J F3I:FOREs [ME. Design valid for use only with Walk connectors. This design is based only upon parameters shown, and B for an indvidual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown � is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibill'rty of the Nil' erector. Addifronal permanent bracing of the overall structure is the responsibility of the buldng designer. For general guidance regarding MiTeW fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Qualffy Criteria, DSB-89 and SCSI BuBAing Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 IIfS*u mPir (SP) lumber is�smeffied.tl»-_ devgr Wuas am thrr, f --t3ve OSit1112013 by ALSO Job Truss Truss Type Qty Ply 2624 A R40054851 2624 A T5K HIPTRUSS 1 Job Reference o tional BMC, Indio, CA-92203 7.420 s May 10 2013 MRek Intlustries, Tue Jul 09 18:16:30 2013 Page 2hEyEito-64MbTC ID:pMWmiiU9y3uiBTyY?fPcLEZI Inc-VtlnYVC3_K5JNWkl3DBXYdBfkgF4yzjKl NOTES 17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 185 lb down and 31 lb up at 13-4-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-68, 3-4=-68, 4-5=-68, 2-5=-20 Concentrated Loads (lb) Vert: 3=-93(F) 4=-145(F) 7=-669(F) 6=-669(F) 12=-93(F) 13=-93(F) 15=-96(F) 17=-96(F) ® tT-A=? G Yarif'y de Ign parameters omd F-EAD MYrM- ON T91S AND IMULTME1i3.# TEK PEFEREEMP,PA Ml-7473 23P.�`LRE ME. Design valid for use only with M1ek connectors. This design B based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the �■■ {� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi iT ell - fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Qualify CfBedo, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 afSaut4xm Dine$SPIhln'be- is sp er d, t:te Qes=lsau tuns atet ;bola el'^�-Vve 063EF_f201-4 by AILS% 9 Truss Truss Type Qty Ply 2624_AR40054852 kJob 24_A T6A Hip Truss 2 1 Job Reference (optional) BMC, Indio, CA- 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:16.30 2013 Page 1 ID:pM WmiiU9y3uiBTyY 4PchEyEito-64MbTCLEZI VtinYVC3_KSJN Wr18HBYfdBfkgF4yzjKl -1-0.0 41-B 8-3-0 930 1-0.0 4-1-8 4-1-8 Scale = 1,43.1 4.00 F12 4x4 = NAILED 3 3x10 II 7x10 = 3x10 II Special LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 ' BCDL 15.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TP12007 CSI TC 0.46 BC 0.25 WB 0.30 (Matrix) DEFL in Vert(LL) -0.02 Vert(TL) -0.04 Horz(TL) 0.00 Wind(LL) 0.01 (loc) Vdefl Ud 6-7 >999 480 7-8 >999 240 6 n/a n/a 7 >999 240 PLATES GRIP MT20 220/195 Weight: 70 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 DF No.2 G end verticals. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 8=625/0-5-8 (min. 0-1-8), 6=625/0-5-8 (min. 0-1-8) Max Horz 8=-118(LC 3) Max Uplift8=-410(LC 3), 6=-407(LC 4) Max Grav 8=1240(LC 11), 6=1240(LC 13) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-654/292, 3-4=-654/295, 2-8=-1050/421, 4-6=-1050/418 VEBS 3-7=-156/279, 2-7=-371/966, 4-7=-368/966 TOTES i) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=410, 6=407. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent any other live loads. �OFEss/p with 8) "NAILED" indicates 3-10d 3-12d A, O Soo `v (0.148"x3") or (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 9) Hanger(s) or other connection device(s) shall be sufficient to support concentrated load(s) 1430 lb down 718 lb �� - �� C provided and up at 4-0-11 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LU C �� $� rn LOAD CASE(S) Standard P 12-31-13 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-68, 2-3=-68, 3-4=-68, 4-5=-68, 6-8=-30 ei'l j Concentrated Loads (lb) 9�F OFIC, Vert: 3=-50(B) 7=-259(B) July 10,2013 ® WA - Verify df-sigsl jaur umek x zr13 PF-4D Nc7';IW ON M6 A7LIii lAMLX DED N 1 SK R FF-REP CE PACE Zfd 74TJ .BFPO X IER Design valid for use only with Mnek connectors. This design Is based only upon parameters shown, and is for an individual building component. r Applicability of design parameters and proper incorporation of component is responsibility of building designer- not Truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary brocing to insure stability during construction is the responsibilliity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi leW fabrication, quality control, storage, delivery. erection and bracing, consult ANSIMI Quality Criteria, DSB-89 and BCSI BuBding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 tfSasur4am P:inetSP)lumber iasgecifled, t" lesignWuean s ale The efe:t-r o5!dP /2013 bvA''•.LSC 9 Job Truss Truss Type Ply 2sza_q �Qty R4D054853 2624 A T6B Common Truss 5 1 Job Reference (optional) BMC, Indio, CA - 92203 7,420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:16:33 2013 Page 1 ID:pMWmiiU9y3uiBTyY?rPchEyERo-W1 k6EN7sytScEG4tCX1jy?4jy7?LyA3tdyKsPyzjKi -1-0.0 41-8 B-3-0 9-3-0 1-0-0 41-8 4-1-81-0-D Scale = 1:41.6 4.00 F12 4x4 = 2x4 It 3x10 = 2x4 II LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 ' BCDL 15.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TP12007 CSI TC 0.30 BC 0.38 WB 0.12 (Matrix) DEFL in Vert(LL) -0.04 Vert(TL) -0.06 Horz(TL) 0.00 Wind(LL) 0.00 (loc) I/deft L/d 6-7 >999 480 6-7 >999 240 6 n/a n%a 7 >999 240 PLATES GRIP MT20 220/195 Weight: 65 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No. 1&Btr G end verticals. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uid REACTIONS (lb/size) 8=471/0-5-8 (min. 0-1-8), 6=471/0-5-8 (min. 0-1-8) Max Horz 8=-121(LC 3) Max Uplift8=-45(LC 3), 6=-45(LC 4) Max Grav 8=514(LC 11), 6=514(LC 13) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-425/63, 4-6=-425/63 WEBS 2-7=-9/250, 4-7=-9/250 OTES I Unbalanced roof live loads have been considered for this design. z) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1:00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. - 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 6. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Soot, �1�� fY2� Cr v C 074486 rn * E 12731-13 sT�rF�tV F July 10,2013 ® WAWJNG Yeri 4 desigft eaaramehrs and PF ,l darflM,-Z (ils M. 6 AND MU1,13DED.dl MIK PZFFREWE PACE ffl-74n BEFORE LTSE. -- Design valid for use only with MTek connectors. This design B based any upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component a responsibility of building designer not truss designer. Bracing shown Is for lateral support of individual web members any. Additional temporary bracing to insure stability during construction 4 the responsibillity of the A 'T� �. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M j fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 22314. ifSOCitrus Heights, CA, 95610 u£txem pine{SP1IuM.be is asstho[e-efetiveflbfii?f2i*1.3 isgAt§C Symbols I Numbering System I A General Safety Notes PLATE LOCATION AND ORIENTATION 3j4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. O-T�T6r For 4 x 2 orientation, locate plates 0-'nay from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available In MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate `width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI l : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 rY O M U a- O b 4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMB ERSAETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Southern Pine lumber designations are as follows: SYP represents values as published by AWC in the 2005/2012 NDS SP represents ALSC approved/new values with effective date of June 1, 2013 © 2012 MiTekO All Rights Reserved 4 i"Fe ngineering Reference Sheet: Mll-7473 rev. 02/26/21 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSIAPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements, 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or puriins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. is 50-00-00 31-00-00 14-00-00 15-00-00 ©- H,,46 LAM ©- TV.26 K2) QG - Hge 233(x01) - 340- 2., 4 SO Blks Roof Layout 3 z t y Oz 1j) z zg z� (L -;�►d mom i Cc y. ffffJJJJiiii LLJ t� 0 O f M M Wz L; i yyy� U (h O N O C O z .0 �. A aa) a z m I 4 N (0 N L L y-+ C CU a) CU z -0 O Q. 111 Cl) A a w 'his is a truss placement diagram only. 'hese trusses are designed as individual building components to be incorporated into the building design at the specification of the building designer. See individual design sheets for each truss design identified on the placement drawing. 'he building designer is responsible for temporary and permanent bracing of the roof and floor system and for the overall structure. The design of the truss support structure including headers, beams, walls, and columns is the responsibility f the building designer. For general guidance regarding bracing, consult "Bracing of Wood Trusses" available from the Truss Plate Institute: 83 D'Onifrio Drive 4adison, WI 53179 IMIM bdi 0 MiTek' Re: 2624 B Santerra 2624 B MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by BMC-Indio, CA. Pages or sheets covered by this seal: R40054856 thru R40054899 My license renewal date for the state of California is December 31, 2013. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. Q?,pF ESS/pN SOO � 2 L C 074486 c m 1 *\ EXR 12-31-13 J* July 10,2013 Ong, Choo Soon The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. Job . Truss Truss Type Qty Ply Santerre 2624 e Raoosa65s 2624 B CJ5A Diagonal Hip Girder 2 - 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Toe Jul 09 18:23:15 2013 .Page 1 ID:pMWmiiU9y3uiBTyY?fPchEyEito-1 KThFHBTWPgO?KQdll?jfll?CTXf2EJALbz6yzjEQ � I 57.5 8-SS 11-3-0 1-1O 57-5 2-10-0 2.9-11 Scale = 122.4 3x10 = 2x4 n 6x8 = 6x8 = 8 7 Special Spedal Special Special Special Special 3x4 = 3-3-6 57-5 8-5-5 11• 11 0 3-3-6 2-3-15 2-1 D-0 0442 Plate Offsets (X,Y): 19:0-3-9,0-3-01,I10:0-3-9,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) -0.14 10-11 >942 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -0.22 10-11 >604 240 BCLL 0.0 Rep Stress Incr NO WB 0.55 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code IBC2009/fP12007 (Matrix) Wind(LL) 0.02 10-11 >999 240 Weight: 49 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF N0.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-1-2 oc puriins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Ins1@11aligli guide. REACTIONS (lb/size) 6=76/Mechanical, 2=700/0-7-6 (min. 0-1-8), 8=635/Mechanical Max Horz 2=82(LC 3) Max Uplift6=-1 1 (LC 3), 2=-18(LC 3) Max Grav 6=76(LC 1), 2=1396(LC 12), 8=1362(LC 11) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-4025/0, 3-12=-4014/0, 3-4=-3325/0, 4-5=-1771/0 BOT CHORD 2-13=013864, 13-14=0/3864, 11-14=013864, 11-15=0/3864, 10-15=0/3864, 10-16=0/3239, 9-16=0/3239, 9-17=0/1718, B-17=0/1718 /EBS 4-10=01986, 4-9=-1775/0, 5-9=0/1479, 5-8=-2132/0, 3-11=-6/652, 3-10=-877/0 ..OTES 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20 % has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Refer to girder(s) for truss to truss connections. pFESSj 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 2. 8) This truss has been designed for a moving concentrated load of 250.01b live located �(>� at all mid panels and at all panel points along the k Soo Bottom Chord, nonconcurrent with any other live loads. 9) "NAILED" indicates 3-1 Od or 2-12d toe For details {��' 000 ism (0.148"x3") (0.148"x3.25") -nails. more refer to MiTek's ST-TOENAIL Detail. �� U 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 249 lb down and 2 lb up at 2-9-8, 249 lb down and 2 lb up at 2-9-8, 267 lb down at 5-7-7, 267 lb down at 5-7-7, and 281 lb down at 8-5-6, and 280 lb down at 8-5-6 on LU C 074486 rn bottom chord. The design/selection of such connection device(s) is the responsibility of others. Cr 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). E 12 31 13 * LOAD CASES) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (6=-68, gTFOF Vert: 1 2-7=-20 July 10 2013 Continued on oaae 2 ® WAWjNG - Verify d,--sign parameters =d car, D NOM OR THIS Akin MCLUDE0. 2MK PEF'PFtEEME PAOfi Pfil-7473 .BEFORR (I S& Design valid for use only with Wek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown b for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the (� �B TT {{`� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mir'IS..- l � fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 If Sauneon P inejSPI lum3a� is specified, tqe design aafuca are thoaa erae_Crve M/01 j'2 1.3 by A1.5t Job Truss Truss Type Qty Ply Santena 2624_B R40054856 2824 B CJSA Diagonal Hip Girder 2 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:23:15 2013 Page 2 ID:pM WmiiU9y3uiBTyY?fPchEyEdo-I_KThFHBT WPgO?KQdll?jfll?CTXf2EJALbz6yzjEQ LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 4=-99(F=-57, B=-42) 10=-34(F=-17, B=-17) 9=-80(F=-41, B=-39) 5=-167(F=-84, B=-83) 12=48(F=24, B=24) 14=2(F=1, B=1) ® WARR' NG - w'ify c ryn gararr4stars and READ NO-W ON THIS AM fki;LMED #E1ITEK REFEREWE PACE Md1-747I3 F3FM,,R$# if~SE? Design valid for use only with MTek connectors. This design is based any upon parameters shown, and is for an individual building component. r Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Del�i _.. erector. Additional permanent bracing of the overall structure is the responsibility of the bullding designer. For general guidance regarding d i4�(, fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Qualify Cdteda, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95810 ?fSautiern'pir,e$ f,vrr r3;, rsclfiEdl.:.t itesign uafsx.sarrc�zha�a et'e:trve OSfG12AF1.3 by AtSC Job Truss Truss Type Qty Ply Santerra 2624_B R40054857 2624 B JD JACK -OPEN TRUSS 4 1 Job Reference (optional) BMc, Indio, CA- 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:23:16 2013 Page 1 ID:pMWmiiU9y3uiBTyY?fPchEyEito-DBu4h1 FvymeGSAaX_LGXYxBuMPd9GEKOYg49VYyzjEP -1-0-0 8-0-0 1. 1 8-0.0 Scale = 1:18.8 10 3x4 = 5-1-2 7-10-8 51-2 2-0-6 0-1 Plate Offsets (X Y): 12:0-2-1 Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.13 6-9 >723 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.51 Vert(TL) -0.37 6-9 >258 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.03 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix-M) Wind(LL) 0.07 6-9 >999 240 Weight: 26 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-8-11 oc pudins. BOT CHORD 2x4 OF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation REACTIONS (lb/size) 4=161/Mechanical, 2=493/0-5-8 (min. 0-1-8), 5=116/Mechanical guide, Max Horz 2=83(LC 3) Max Uplift4=-13(LC 3), 2=-2(LC 3) Max Grav 4=161(LC 1), 2=509(LC 10), 5=323(LC 13) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1746/0 BOT CHORD 2-10=0/1945 IOTES Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2. 7) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. ?,oFESS/0 LOAD CASE(S) standard �'gz' ©O SOON Dl� LU C 074486 Irri E 12-31-13 �T9rc nc 1 ii!- � July 10,2013 ® tPSPJ - Yer f4 ate_ km fzrzramr rs x =d RIAD NOTES ON THIS AM 1hrr TJf F1).Aft4T3K P.E!^-ER—ONCE PACE f?fr-7473 .BUOPX t& Design volid for use only with Mifek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown ` is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the p ��T�E j{ erector. Addtional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ! fabrication, quality control, storage, delivery, erection and bracing, consuB ANSI/TPII Quality Cdteda, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandra, VA 22314. Citrus Heights, CA, 95610 if Scw rn pine tsD) lumber is sisecified- file .design vgues art those of e=t-c 06/011201.3 isy A15C Job Truss Truss Type Qty Ply Santena 2624 B - R40054858 2624 B T1A GABLE 1 1 Job Reference o tional ID:pMWmiiU9y3uiBTyY?fPchEyEdo-SgaCul ouogTCe5PeGV7SgLZM48zauvaPYSwMiyzUED 1 0-0 15-M 23-9-7 2 -1 1.0-0 15-0-0 B-9-7 0. QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE 04 11 SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 4x6 = 12 13 14 15 Scale = 1:43.0 3x6 40 39 41 38 42 37 43 36 44 35 45 34 46 33 47 32 31 48 30 29 49 28 50 27 51 26 52 25 53 24 54 23 5x6 = 6x10 MT20H = 4x4 11 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.64 TCDL 14.0 Lumber Increase 1.25 BC 0.39 BCLL 0.0 Rep Stress Incr NO WB 0.70 BCDL 10.0 Code IBC2009/1-PI2007 (Matrix) LUMBER TOP CHORD 2x4 DF NoA&Btr G *Except* 3-13,13-20: 2x6 DF No.2 G BOT CHORD 2x4 OF No.1&Btr G WEBS 2x4 DF No. 1&Btr G *Except* 21-23: 2x4 DF Stud G OTHERS 2x4 DF Stud G DEFL in (loc) I/defl Ud Vert(LL) 0.00 1 nir 120 Vert(TL) 0.01 1 n/r 90 Horz(TL) 0.03 29 n/a n/a BRACING TOP CHORD BOT CHORD REACTIONS All bearings 24-1-0. (lb) - Max Horz 2=53(LC 13) Max Uplift All uplift 100 lb or less at joint(s) 31, 30, 32, 33, 34, 36, 37, 39, 29, 28, 27 except 23=-2581(LC 14), 2=-687(LC 9), 38=-213(LC 23), 26=-132(LC 16), 25=-189(LC 11), 24=-2201(LC 15) Max Grav All reactions 250 lb or less at joint(s) 38 except 23=2662(LC 7), 2=914(LC 8), 31=298(LC 49), 30=298(LC 33), 32=293(LC 31), 33=315(LC 47), 34=314(LC 46), 35=315(LC 45), 36=312(LC 44), 37=327(LC 43), 39=548(LC 23), 29=293(LC 51), 28=315(LC 52), 27=314(LC 53), 26=315(LC 54), 25=315(LC 55), 24=2257(LC 22) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2525/2463, 3-4=-2304/2270, 4-5=-1849/1828, 5-6=-1678/1672, 6-7=-1472/1472, 7-8=-1267/1274, 8-9=-1063/1078, 9-10=-860/882, 10-1 1=-657/670,11-12=-430/485, 12-13=-327/374,13-14=-208/261,15-16=-236/260,16-17=-444/455,17-18=-647/646, 18-19=-806n96,19-20=-768n68,20-21=-1079/1037 BOT CHORD 2-40=-2338/2406, 39-40=-2065/1995, 39-41=-1750/1777, 38-41=-1653/1680, 38-42=-1556/1583, 37-42=-1459/1480, 37-43=-1362/1389, 36-43=-1188/1292, 36-44=-1168/1195,35-44=-1072/1096,35-45=-975/1002,34-45=-675/905, 34-46=-781/808,33-46=-607/633,33-47=-587/614,3247=482/509,31-32=-393/420, 31-48=-309/336, 27-50=-386/413, 27-51=-440/510, 26-51=-580/587, 26-52=-676/703, 25-52=-773/800,25-53=-870/897,24-53=-967/994,24-54=-1035/1062,23-54=-1103/1130 WEBS 4-39=-314/48, 19.25=-326/250, 21-24=-1982/1962, 21-23=-2483/2432 PLATES GRIP MT20 220/195 MT20H 165/146 Weight: 159 lb FT = 20% Structural wood sheathing directly applied or 3-11-1 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 4A-0 oc bracing: 2-39 5-0-12 oc bracing: 38-39 5-5-2 oc bracing: 37-38 5-9-12 oc bracing: 36-37. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 4gOFESS/(}; O Q© SOO// 0`F�'G7 C 074486 E5,112-31-13 1* July 10,2013 t� 3 J - $r@!'?�i� l.�.P3f�53 �aCT,Z1S3S3�tY:^S 6Yi� ii�i$�i fib `�S$✓T>�` gi1T� l�brt.:�.�i�(T �.:�/'.r. �.�..f"��j� ��fi�C` {-� r�ii .t��'.�ii�. ��i�S`$;. � Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component B responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the IYip SP+= erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Welk - fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 OSo,."-annvfne4sv}a,r= � s�ssg� :madaarirnlfmlu sum.zhrsae a v�os/ar€rass3byALSC 'v Job Truss Truss Type Ply Santerra 2624 B �Qty R40054858 2624_B T1A GABLE 1 1 _ Job Reference (OCItionall r.42u s May lU Zu13 Mi I ek industries, Inc. VVeo Jul 1U U9:27:29 2013 Page 2 ID:pMWmiiU9y3uiBTyY?fPchEyEdo-wt7a65_Qf6yKgogbCz1N'?tuk6UTCJL9keCgTv8yzUEC NOTES 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 14-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 31, 30, 32, 33, 34, 36, 37, 39, 29, 28, 27 except Qt=lb) 23=2581,2=687,38=213,26=132,25=189,24=2201. 12) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 3500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 24-1-0 for 145.3 plf. 14) No notches allowed in overhang and 10000 from left end and 0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. LOAD CASE(S) Standard ® W_4RKRG - VeriA d_�ugn nurum&ers =d READ R0 a"M ON 7WI8 AND INCLUDED I& flits PZFERETCE PAGE Zfa7-7473 BEFORE IRS& Design valid for use only with MTek connectors. This design is based any upon parameters shown, and is for an individual building component. .Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsibillity of the Wit erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding MiTeW fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback La Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, AlexandriaLane, Suite 109 . VA 22314. Citrus Heights, CA, ne, tf-Saurhs mPineISPj- lumber is sgxesifi�d,rise ekesign>uaiuw art those ei'=eceiue 06f##0.fE713 by AiSC95610 Job Truss Truss Type Qty Ply Santena2624_B R40054859 2624 B TiB Special Truss 11 1 Job Reference optional) 1-0-0 7-11-1 may iu rage ID:pMWmiiU9y3uiBTyY?fPchEyEito-dmZDJ31oFh1rJeJ6frgEAZpNidXgTROgEoJp6tyzjEM 7-0-15 - 4-4-11 4x6 = 4 Scale = 1:42.3 04 = ' 7 2x4 II 5x8 = 6x10 MT20H = 7-11-1 15-0-0 24-1-0 7-11-1 7-0-15 9-1-0 Plate Offsets (X,Y): I2:0-3-9,Edgel. 18:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) -0.28 7-8 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.97 Vert(TL) -0.55 2-9 >521 240 MT20H 165/146 BCLL 0.0 ' Rep Stress Incr NO WB 0.67 Horz(TL) 0.08 7 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.06 2-9 >999 240 Weight: 107 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD BOT CHORD 2x4 DF No.t&Btr G WEBS 2x4 DF Stud G 'Except' BOT CHORD W6: 2x4 DF No.1 &BU G WEBS REACTIONS (lb/size) 2=1132/0-5-8 (min. 0-1-8), 7=1041/0-3-8 (min. 0-1-8) Max Harz 2=56(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2394/0, 3-4=-1361/0, 4-5=-1318/0, 5-6=291/14 BOT CHORD 2-10=0/2189, 9-10=0/2189, 9-11=0/2189, 8-11=0/2189, 8-12=0/1059, 7-12=0/1059 "UEBS 3-9=0/406, 3-8=-1056/9, 4-8=0/467, 5-8=0/287, 5-7=-1190/0 Structural wood sheathing directly applied or 3-7-4 oc puffins, except end verticals. Rigid ceiling directly applied or 1 G-0-0 oc bracing. 1 Row at midpt 3-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. IOTES ,) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20 % has been applied for the green lumber members. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard V oFESS/pM �4ti O� Soo 0�F� CO �� 2 LU C 074486 *, E»^ 1 13 J* \rF July 10,2013 ® Sf7BW,NG - V-ifB design parzrnefe,- s =d P.F D NOTTS ON THIS A}YZ1F JI1irf,D ED WTSS P.P.F'EREME PaOE flat-7473.i3M)RE tISF -- Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members any. Additional temporary bracing to insure stability during construction is the responsibillity of the ry erector. Additional pennonent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MIS£ k fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality CrHeria, DSO-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 ifsouthem pineOP}fumte+is Vecilied, Owe design. valares sere t9ao eYe.-Mve, 06j112f.2£8_:3 byALSG Job Truss Truss Type Qty Ply Santerra 2624_B R40054880 2624 B T188 Special Truss 5 -1 Job Reference (optional) BMC, Indio, CA- 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:23:20 2013 Page 1 ID:pM WmiiU9y3uiBTyY?fPchEyEito-5y7bWPIQO?9ixnuIDALTinMYSONCuGzSS2MeJyzjEL 7-11-1 15-0-0 { 19-4-12 24-1-0 1-0-0 ' 7-11-1 ' 7-0-15 4411 4-8-4 Scale = 1:42.3 - 4x5 = 4x4 = - - 7 2x4 I I 5x8 = 6x10 MT20H = r 7-11.1 I 15-0-0 24-1-0 7-11-1 7A15 9.1-0 Plate Offsets (X,Y): (2:0-3-9,Edae1. 18:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) -0.28 7-8 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.97 Vert(TL) -0.55 2-9 >521 240 MT20H 165/146 BCLL 0.0 ' Rep Stress Incr NO WB 0.67 Horz(TL) 0.08 7 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Wind(LL) 0.06 2-9 >999 240 Weight: 107 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G `Except* BOT CHORD W6: 2x4 DF No.1 &Btr G WEBS REACTIONS (lb/size) 2=1132/0-5-8 (min. 0-1-8), 7=1 041 /Mechanical Max Horz 2=56(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2394/0, 3-4=-1361/0, 4-5=-1318/0, 5-6=-291/14 BOT CHORD 2-10=0/2189, 9-10=012189, 9-11=0/2189, 8-11=0/2189, 8-12=0/1059, 7-12=0/1059 11/EBS 3-9=0/406, 3-8=-1056/9, 4-8=0/467, 5-8=0/287, 5-7=-1190/0 Structural wood sheathing directly applied or 3-7-4 oc puriins, except end verticals Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 3-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. OTES .) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard �QgOFESSl0 Soo CO C 074486 rn EV.7 1-13 1* July 10,2013 ® idfFid3',KNIQn - Verify design parameter a, and READ 74Oifa5 ON ?Wig AND INCLi DED.MTEK P.FFPR F- PAGE A91-747J BF.I"i R8 USZ Design valid for use only with MTek connectors. This design 6 based only upon parameters shown, and is for an individual building component. �(�f Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the �B tPR erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding t fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Cdteda, DSB-89 and BCSI BuBdng Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria. VA 22314. Is_Citrus t£SWTrn FTne$Sir1': ler ?ob1s :ec"#ied. The -design va}ues are tho, e5ef2uHeights, ztwe 06102 013 byA15C CA, 95610 Job Truss Truss Type Qty Ply Santerra 2624_B R40054861 2624_B TIC Special Truss 2 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:23:21 2013 Page 1 ID:pMWmiiU9y3uiBTyY4PchEyEito-Z8hzkIJ2nJHZZxTUnusiF_vffQHjxPI7h6ovAmyzlEK 24-1-0 24-0-4 do 31-12 4-7-0 &9-0 1-0-0 2-0-0 2-0-0 1-0-0 5-2-11 0-011112 fa@ = 1:42.8 4x12 I I 0-0-12 -- = DXq 11 IX4 11 'Sx4 I 2x4 I I 3x6 = 6x12 7x10 = 3x4 11 4x4 11 24-1-0 bi-12 337 OLM 7-M 0. 52-11 10 LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TPI2007 CSI TC 0.88 BC 0.74 WB 0.43 (Matrix) DEFL in (loc) I/deft L/d Vert(LL) -0.22 15-16 >999 480 Vert(TL) -0.73 15-16 >390 240 Horz(TL) 0.07 11 n/a n/a Wind(LL) 0.13 15-16 >999 240 PLATES GRIP MT20 220/195 Weight: 137 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.48Btr G TOP CHORD Structural wood sheathing directly applied or 3-7-5 oC purlins, except BOT CHORD 2x4 DF No.1 &Btr G `Except` end verticals. B3: 2x6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS (lb/size) 2=1200/0-5-8 (min. 0-1-8), 11=1153/0-3-2 (min. 0-1-8) Max Horz 2=56(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2793/0, 3-4=-2467/0, 4-5=-1896/0, 5-6=-2018/0, 7-8=-341/31, 8-9=-1371/0, 9-10=-1521/0, 10-11=-1149/0 BOT CHORD 2-19=0/2590, 17-19=0/2590, 17-20=0/2590, 16-20=0/2590, 16-21=0/2297, 15-21=012297, 14-15=0/1459, 14-22=0/1459, 22-23=0/1459, 23-24=0/1459, 13-24=0/1459, 12-13=0/1459 VEBS 8-12=-437/92, 10-12=0/1406, 6-15=0/1155, 4-15=-698/11, 4-16=0/460, 5-15=-689/0, 9-12=-137/379, 6-18=-1208/0, 8-18=-1208/0, 3-17=0/275, 3-16=-527/17 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) 180.Olb AC unit load placed on the bottom chord, 15-0-0 from left end, supported at two points, 5-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 0�E�s�� 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the CID 500 v Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard LU v C 074486 c rn * E 12731-13 S� IV �rFOF July 10,2013 ® T.A3'i WM - VcrifB design jpar4rm,1sfrrxs and PEW PsrOTM ON TRJE ANDD INCLUDED Af r9K P,EF'ERENGfi PAGE 491-747J BEFORE i'.B&R. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and 6 for an individual building component. Applicability of design parameters and proper incorporation of component ¢ responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the /{ €, erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Me lT eis• fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/711 Quality CrIteda, DSB-89 and BCSI BuOding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 06101P2413bv A15C' Citrus Heights, CA, 95610 €tSos, mFine t;vanber3s s:esifisd: riseXeaiall va�k,�=are those else:tis;e Job Truss Truss Type Ply Santena 2624_B �Qty R40054862 2624_B T1CX Special Truss 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 S May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:23:22 2013 Page 1 ID:pMWmiiU9y3uiBTyY?fPchEyEito-2KFLx4KgYcPQA51 hLbNxoCRg3gecgpJGwmXTCyzjEJ i-0-0 3.1-12 6-9-0 11E-0 112E-0 i5-0-0 17-6-0 118E-0i 21-SM: 24-0A 26-9$ 30-0-0 1.0-0 31-12 37-4 49-0 1•D-0 2-6-0 1-0-0 2-9-9 2.8-11 2-9-4 3-2-8 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 4x12 II Av Z Scale = 1:52.8 4x6 = 21 -' 20 -- 19 '--- -' -- " 16 -- 15 -- — 14 -- 4X6 = 2x4 11 6x12 = 7x10 = 8x12 = JL26 IOx16 // JL26 Special JL26 24-" 3-7-12 3-7-0 4E-0 7-0-0 5-3-8 0- 2-u< 3-zE LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/fP12007 CSI TC 0.84 BC 0.70 WB 0.64 (Matrix) DEFL in (loc) I/deft L/d Vert(LL) -0.21 19-20 >999 480 Vert(TL) -0.73 19-20 >392 240 Horz(TL) 0.10 13 n/a n/a Wind(LL) 0.11 19-20 >999 240 PLATES GRIP MT20 220/195 Weight: 165lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-4-5 oc puffins. BOT CHORD 2x4 DF No. 1&Btr G `Except' BOT CHORD Rigid ceiling directly applied or 9-7-12 oc bracing. B3: 2x6 OF No.2 G, B5: 2x6 OF SS MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 OF Stud G be installed during truss erection, in accordance with Stabilizer [Installation REACTIONS (lb/size) 13=1434/0-5-8 (min. 0-1-12), 2=1204/0-5-8 (min. 0-1-9), 15=4655/0-3-2 (req. 0-5-1) Max Harz 2=56(LC 17) Max Uplift2=-223(LC 12) Max Grav 13=1628(LC 10), 2=1472(LC 11), 15=4730(LC 27) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3509/511, 3-4=-3197/402, 4-5=-2405/257, 5-6=-2296/24, 6-7=-339/179, 7-8=-471/149,8-9=-1445/4,9-10=-1740/127,10-11=750/672,11-12=-873/840, 12-13=-3677/0 IOT CHORD 2-23=-490/3255, 21-23=-373/3124, 21-24=-359/3109, 20-24=-190/2940, 20-25=-214/2843, 19-25=-90/2643, 18-19=-6/1669, 18-26=0/1666, 26-27=0/1644, 27-28=0/1523, 17-28=0/1581, 16-17=0/1606, 16-29=-41/1115, 15-29=-285/1361, 15-30=0/3250, 30-31=0/3250, 14-31=0/3330, 14-32=0/3393, 13.32=0/3464 WEBS 8-16=-472/63, 10-16=0/595, 11-15=-285/25, 6-19=0/1233, 4-19=-727/39, 4-20=0/417, 5-19=-791/33, 9-16=0/464, 6-22=-1274/0, B-22=-1274/0, 12-14=0/1801, 10-15=-1417/0, 12-15=-2955/0, 3-21=-34/253, 3-20=-409/77 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=6.Opsf; h=13ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) and C-C Interior(1) pFES$j zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 01V r�1n 9`F 3) 180.OIb AC unit load placed on the bottom chord, 15-0-0 from left end, supported at two points, 5-0-0 apart. 4) All plates are 3x4 MT20 unless otherwise indicated. 44,4 CJ V 0/V 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q© O G 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. W C 074486 M 7) A plate rating reduction of 20% has been applied for the green lumber members. ;10 8) WARNING: Required bearing size at joint(s) 15 greater than input bearing size. 12-31-13 9) Provide metal plate or equivalent at bearing(s) 15 to support reaction shown. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=223. 11) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the �'p IV Bottom Chord, nonconcurrent with any other live loads. OF 12) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 30-0-0 for 50.0 plf. July 10,2013 I IKAR f - frarify demign zaaramePrrs =d }?EAD h'OTM Off TI:ISAM INCLadiiIMfi37"i'T.rIK PXYF-RBWVE PAGE i?i l-✓4'n BUX)1W (EP- Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. ApplicabTiiy of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Nilf is for lateral support of individual web members only. Additional temporary bracing to insure stability during corutruction is The responsibillity of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the buldng designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPil Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Salety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, #Sauxi-=m .glnegsF}lu>rb. ris zfed: the aesgn:, how are those ePativc esff3''•=fxga;3 byyAtSC 01s. CA, asslo Job Truss Truss Type Qty Ply Santena 2624B R40054862 2624_B T1CX Special Truss 1 1 jobeference o tional BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:23:23 2013 Page 2 ID:pMWmiiU9y3uiBTyY?fPchEyEito-WXpj9QLIJwXHoFctuJuAKP_?pE rPGZQ9QHOFeyzjEl NOTES 13) Use USP JL26 nth 16d nails into Girder & NA9D nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 25-2-4 from the left end to 28-0-12 to conned truss(es) T56 (1 ply 2x4 DF) to front face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1709 lb down and 78 lb up at 24-2-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 16) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-7=-68, 7-13=-68, 2-13=-20 Concentrated Loads (lb) Vert:15=-1709(F) 26=-90 28=-90 30=-906(F) 31=-906(F) 32=-906(F) ® WAWING - Yerffg design parameefs and READ NO TIM ON TWIS A;VD Mri MIM MT Sfii. F"P-R & PAW Ml-747U ,SE FORE MR. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. �` Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction a the responsibillity of the �hL �y T t,, erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi IeR.- fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Informaiton available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 1f Sa rrh am Pine$SP} sumbes is 3pactfred lie dereip rstl a am Thosa ete�:tive ftbi'a12%2013 GV AUC Job Truss Truss Type Qty Ply Santa re 2624.8 R40054663 2624_B T1 D Special Truss 3 1 Job Reference o tional ID: pM WmiiU9y3uiBTyY?FPchEyEito-WXpj9QLIJwXHoFctuJuAKP_1 FEycPJuQ9QH0FeyzjE1 1 5111.6.0 �2$r MI 70 � 23-8-11 24rOr4 30-M 1-000.-12 $+ 52-11 0.39 511-12 -0.010.0 1-12 6 Scale = 1:53.8 4x12 II 6 4xA !9 m IA Ic, 60 _ 17 -- 16 ._ _. .. 13 12 US 2x4 6x12 = 3x4 II 3x4 II 3x4 II 7x10 = 2x4 II 3x4 = 3x4 II 511-12 1-G-0 18-SO 23-11-1 2 30-D-0 511-12 7-0.0 5-5-1 0. -3 S11.12 Plate Offsets (X,Y): (2:0-1-1,Edoel, 110:0-1-13,Edgel, f13:0-4-8,0-3-81. 116:0-",G-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.74 Vert(LL) -0.19 16-17 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.78 Vert(TL) -0.68 16-17 >416 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.43 HOrz(TL) 0.09 10 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix) Wind(LL) 0.12 16-17 >999 240 Weight: 147 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-6-9 oc puffins. BOT CHORD 2x4 DF No.1&Btr G `Except` BOT CHORD Rigid ceiling directly applied or 1G-0-0 oc bracing. 63: 2x6 DF No.2 G M7ek recommends that Stabilizers and required cross bracing WEBS 2x4 DF Stud G be installed during truss erection, in accordance with Stabilizer Ins Ii agide. REACTIONS (Ib/size) 2=1255/0-5-8 (min. 0-1-8), 12=111110-3-2 (min. 0-1-8), 10=587/0-5-8 (min.0-1-8) Max Horz 2=-57(LC 6) Max Grav 2=1255(LC 1), 12=1158(LC 8), 10=587(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2899/0, 3-4=-2141/0, 4-5=-2251/0, 6-7=-334/31, 7-8=-1632/0, 8-9=-1776/0, 9-10=-1027/8 BOT CHORD 2-19=0/2676, 17-19=0/2676, 17-20=0/2676, 16-20=0/2676, 1516=011659, 15-21 =0/1 659, 14-21 =0/1 659, 13-14=0/1659, 13-22=0/953, 12-22=0/953, 12-23=0/953, 10-23=0/953 VEBS 9-13=0/990, 9-12=-1039/0, 5-16=011192, 3-16=-764/15, 3-17=0/393, 7-18=-1404/0, 5-18=-1404/0, 4-16=-741/17, 8-13=-79/292 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) 180.01b AC unit load placed on the bottom chord, 15-0-0 from left end, supported at two points, 5-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. �FErJsj 6) A plate rating reduction of 20% has been applied for the green lumber members. R 0 . 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the A�+4��0 S��N t�`�� Bottom Chord, nonconcurrent with any other live loads. V LOAD CASE(S) StandardLU v�C 074486�� * EX 12-31-13 >5j�rAZC}FCA July 10,2013 ® IrPFG - Vcriftj d-e ir,In parar &er and PXAD M)Tr.S ON T Ri6 AAA INULT IM AUMK REFEJ2 WE PACE MI-7473 BF9iORE iW Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown �f is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 1Y pp� iTW fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSI Bunding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. d Southram Fiore ikSFj tumise+isspsciite-the desig ralu&v art, those efte:Sisre CV0112sISby AL SC Citrus Heights, CA, 95610 Job Truss Truss Type Ply B Santerra 262a_R40054864 71111Y 2624B T1E SPECIAL TRUSS 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 M7ek Intluslries, Inc. Tue Jul 09 18:23:24 2013 Page 1 ID: pM Wm iiU9y3uiBTyY?fPchEyERo-J N6Mm Lw4Ef8Q P B3SOPPtdXDEeFtBjUZN40an4yzj EH )1-0.01 7-10-5 150-0 18 7.11 2311S32-1 30.0.0 31110 1-0-0 7-10-5 7-1-11 37-15 SO-15 Scale = 1:52.9 5x6 = 18 11 10 9 23 44 = 2x4 11 6x8 = 44 = 3x4 = 7-10-5 150-0 23-11-1 30.0.0 7-10.5 7-1-11 B-11-1 6415 Plate Offsets (X,Y): f2:0-2-5,Edgel, f10:0-3-12,0-3.81 LOADING (psf) SPACING 3-0-0 CSI DEFL in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) -0.31 9-10 >928 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.97 Vert(TL) -0.64 9-10 >447 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.60 Horz(TL) 0.11 9 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix-M) Wind(LL) 0.06 11 >999 240 Weight: 126 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.18Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G BRACING TOP CHORD BOT CHORD WEBS REACTIONS (lb/size) 2=1637/0-5-8 (min. 0-1-12), 9=2294/0-3-2 (min. 0-2-7), 7=243/0-5-8 (min. 0-1-8) Max Harz 2=-87(LC 6) Max Uplift7=-68(LC 6) Max Grav 2=1637(LC 1), 9=2294(LC 1), 7=358(LC 21) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3207/0, 3-4=-1774/0, 4-5=-1692/0, 5-6=0/742, 6-7=-734/772 BOT CHORD 2-18=0/2932, 2-19=0/2941, 1 1-19=0/2941,11-20=0/2941, 10-20=0/2941, 10-21=0/1274, 9-21=0/1274, 9-22=-638/9, 7-22=-638/9, 7-23=-18/815 /EBS 3-11=0/449, 3-10=-1475/22, 4-10=0/557, 5-10=0/555, 5-9=-2360/0, 6-9=-634/97 2-0-0 oc purlins (3-1-7 max.) (Switched from sheeted: Spacing > 2-0-0). Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 9-17. 1 Row at midpt 3-10, 5-9 OTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard 4gpFESS/o Sooty 0�F� C 074486 *.`` 12-31-13 J* 0-1-70M July 10,2013 ® WARKIN "e -Verify design rsaranze tern an.r3 PEAD M07M ON 73718 AND INCLUDED it IUK P.EFEREPME PAW Iffl-7473 E113 RS LISE, Design valid for use only with M7ek connectors. This design 4 based only upon parameters shown, and is for an individual building component. R Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the w A� R erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding !Y� fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 ff Seat4am Pi" tSSP)14_-bes i; spetified: t:s:=_ design uafue: art th-a eSe=t!.e 067S1s/220?.3 by.AISC g Job Truss Truss Type Qty Ply Santerra 2624 B 1140054865 2624_8 T1F SPECIAL TRUSS 1 1 Job Reference footionall amc, molo, uA- ie Lu3 1-0-0 ' 7-10-5 /.4Lu s may lu zvl'3 ml I eK Inaustnes, Inc. I ue Jul u9 i6:Z3:zb zui3 Page i ID:pMWmiiU9y3uiBTyY?fPchEyEito-SvxUa6MYrXn?l ZmFOjwePg3Oz1 b6tNickm7JXyzjEG 7-1-11 3-7-15 5-12 5x6 = 4 6-0-15 '1.0-0 Scale = 1:52.9 4x5 —_ 2x4 I 6x8 = 4x4 = 3x4 = 23-9-8 23-11-1 7-10-5 7-1-ti 8-0S 6-0-15 LOADING (psf) SPACING 3-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TIC 0.67 Vert(LL) -0.31 9-10 >928 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.97 Vert(TL) -0.64 9-10 >447 240 BCLL 0.0 Rep Stress Incr NO WB 0.60 Horz(TL) 0.11 9 n/a n/a BCDL 10.0 Code IBC2009lrP12007 (Matrix-M) Wind(LL) 0.06 11 >999 240 Weight: 126 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G BRACING TOP CHORD BOT CHORD WEBS REACTIONS (lb/size) 2=1637/0-3-8 (min. 0.1-12), 7=243/0-5-8 (min. 0-1-8), 9=2294/0-3-8 (min. 0-2-7) Max Harz 2=-87(LC 6) Max Uplift7=-68(LC 6) Max Grav 2=1637(LC 1), 7=358(LC 21), 9=2294(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3207/0, 3-4=-1774/0, 4-5=-1692/0, 5-6=0/742, 6-7=-734/773 BOT CHORD 2-18=0/2932, 2-19=0/2941, 11-19=0/2941, 11-20=0/2941, 10-20=0/2941, 10-21 =0/1 274, 9-21=0/1274, 9-22=-638/9, 7-22=-638/9, 7-23=-18/815 IEBS 3-11=0/449, 3-1 0=-1 475/22, 5-10=0/556, 4-10=0/557, 5-9=-2360/0, 6-9=-634/97 2-0-0 oc pudins (3-1-7 max.) (Switched from sheeted: Spacing > 2-0-0). Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 9-17. 1 Row at midpt 3-10, 5-9 DTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) Graphical purlin representation does not depict the size or the orientation of the purin along the top and/or bottom chord. LOAD CASE(S) Standard �Q�pFESS/p9 so 2 C 074486 *� 12.31-13 July 10,2013 ® WARKIMGa - Verify design paramders =d P-M D NM&S ON 8Ti1S AA0 WCT UiiM lfli EK REFERBICS PACE P91747a 139FYiR9 USE, Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the � � � erector. Additional permanent brocing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-69 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 €f.5rs.�rem Pine(SD) hrmberls sges ed;.-th detigm of e-are those ZFmm-ve oGf0!fZD13 byAT.SC' g Job Truss Truss Type Qty Ply Santerra 2624e R40054866 2624 B T1G SPECIAL TRUSS 1 1 Job Reference (optional) BMC, Indio, CA - M03 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:23:25 2013 Page 1 ID:pMWmiiU9y3uiBTyY?fPchEyEftoSvxUa6MYrXn?17-mFOjwePg3Silddt4Pic km7JXyzjEG )1-0.01 7-10-5 15-0-0 1&8.1r2 I 2311-5 30.0-20-0 1-0-0 7-10-5 7-1-11 3-&12 52-9 111 1-0.0 Scale = 1:52.9 4x6 = 18 - 11 10 - 9 23 4x6 = 214 I I 5x8 = 3x4 = t 23-M i 3x4 = 7-10-5 15-0.0 23-9-8 23 1-4 30. -0 7.10.5 7.1-11 8-9-8 0. •12 60.12 r1late Offsets MY): 110:0-4-0,0-3-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0.31 9-10 >925 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.87 Vert(TL) -0.53 9-10 >538 240 BCLL 0.0 ' Rep Stress Incr NO WB 1.00 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code IBC2009JTPI2007 (Matrix-M) Wind(LL) 0.04 11 >999 240 Weight: 126 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-2-13 oc puffins. BOT CHORD 2x4 OF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 OF Stud G 6-0-0 oc bracing: 9-17. WEBS 1 Row at midpt 5-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=1093/0-3-8 (min. 0-1-8), 9=1526/G-3-8 (min. 0-1-10), 7=164/0-5-8 (min. 0-1-8) Max Horz 2=58(LC 5) Max Uplift7=-45(LC 6) Max Grav 2=1093(LC 1), 9=1526(LC 1), 7=323(LC 21) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2143/0, 3-4=-1187/0, 4-5=-1132/0, 5-6=0/485, 6-7=-658/504 OT CHORD 2-18=0/1956, 2-19=0/1965, 11-19=011965, 11-20=0/1965, 10-20=0/1965, 10-21=0/864, 9-21=0/864, 9-22=415/7, 7-22=415/7, 7-23=-101/725 JEBS 3-11=0/381, 3-10=-983/15, 4-10=0/388, 5-10=0/362, 5-9=-1573/0, 6-9=-426/65 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members.�q 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 7. ¢ SOO/, l/ 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the © Y Bottom Chord, nonconcurrent with any other live loads. �� G� LOAD CASE(S) Standard LU V C 074486 furl * P 12-31-13 gjFOFC July 10,2013 ® 68Fi3tKNG - Verify e-- ft}se graramat ea e d READ tKf M-S OR TENS AND 1hrL UDIU) itdiiF K P. €-FF-R9 -Z PAGE Z?fi-747J 8P,MRU ids Design valid for use only with MTek connectors. This design is based any upon parameters shown, and is for an individual building component. �^ Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the A erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiT ek' fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality CrBeda, DSB-89 and BCSI BuBdmg Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. ifS01"am Pin ISD)lumber is: nsetfiedi.: Ntlw Vesign uatues am:thwaeffectsve 0sfaaf203.3 by ALSC Citrus Heights, CAS 95610 Job Truss Truss Type Qty Ply Santerra 2624_B R40054667 2624_13 T1H Special Truss 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7,420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:23:26 2013 Page 1 I D: pM Wm i iU 9y3ui BTyY?fPchEyEito-w6UsnS NBbrvsfiLSaRSty2cbQRwScgosrOVgszyzj EF F1-0, 7-10-5 - I 15.0-0 18.8.12 ,I 30-0-0 1-0-00-7-10-5 7.1-11 38.12 - 11-3-4 Scale = 1:52.3 4x6 = 44 = ,1 10 9 ,_ 8 3x4 = 2x4 II 5x8 = 3x4 = 7-10-5 15-0.0 3-&7 23 8 30-0-0 7-10-5 Al 1 1 8-9-7 0- 1 Hate Offsets (X.Y): 12:0-3-5,Edgel, 19:0-4-0,0-3-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.56 Vert(LL) -0.32 8-9 >896 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.55 8-9 >520 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.42 Horz(TL) 0.07 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(ILL) 0.06 2-10 >999 240 Weight: 124 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.t&Btr G TOP CHORD BOT CHORD 2x4 DF No. I&Btr G BOT CHORD WEBS 2x4 DF Stud G WEBS REACTIONS (lb/size) 7=24/0-5-8 (min. 0-1-8), 2=1073/0-3-8 (min. 0-1-8), 8=1592/0-3-8 (min. 0-1-11) Max Harz 2=61(LC 5) Max Uplift7=-57(LC 7) Max Grav 7=258(LC 17), 2=1073(LC 1), 8=1592(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2254/0, 3-4=-1188/0, 4-5=-1131/0, 5-6=0/535, 6-7=0/567 OT CHORD 2-11=0/2060, 10-11=0/2060, 10-12=0/2060, 9-12=0/2060, 9-13=0/853, B-13=0/853, 8-14=-464/2, 7-14=-464/2 /EBS 3-10=0/409, 3-9=-1085/8, 5-9=0/371, 4-9=0/397, 5-8=-1619/0, 6-8=-454/70 Structural wood sheathing directly applied or 3-9-1 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 7-8. 1 Row at midpt 3-9, 5-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Q?,oFESS/a soot' o�F� LU C 074486 rn *� 2 31 13 J* F July 10,2013 ® 6frAWNG - Verify d_mign paramcdrra mz3 READ NOM ON 773I& AND 1ATLi3l M.WTVK PEFFREENVE PACE A1iT-7473 S&F ORE3 (A Design valid for use onty with Mirek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown WIF is for lateral support of individual web members onb. Additional temporary bracing to insure stability during construction is the responsibillity of the �{ �i4e Ems= erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 6 Il fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Crtleria, DSB-89 and BCSI Bundling Component 7777 Greenback Lane, Suite 109 Salety Intormalion available from Truss Plate Imiituie, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Y Sairxtwm. pane SPj IuarrL.es s.;zxecfied: tix dsaSa r.,mt;,ke,s asaE Ynose et'rx irue OSJ0kf.2Qs:a 1;VALSC Job Truss Truss Type Ply Santerra 2524 e �Qty - R40054868 2624_B T11 Special Truss 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:23:27 2013 Page 1 ID:pM WmiiU9y3uiBTyY?fPchEyE to-012E_oOpM91 iHswe78z6VF915rGhL6S?32FEOPyzjEE r1-0-Oi 7-10-5 + 15-0.0 18-8-12 30-0-0 F1-0-0 7-10.5 7-1-11 38-12 - - - - -� 11-3-4 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 4x6 = Scale = 1:52.3 3x6 = „ 10 „ 9 8 ' 3x4 = 2x4 II 5x8 = 3x4 = 7-10-5 15-0-0 23-9-7 23 8 30-0-0 7-10-5 7-1-11 8-9-7 1 6-2-8 Plate Offsets MY): 12:0-1-1,Edgel, f9:0-4-0,0-3-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.63 Vert(LL) -0.32 8-9 >896 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.55 8-9 >520 240 BCLL 0.0 Rep Stress Incr NO WB 0.45 Horz(TL) 0.08 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.08 2-10 >999 240 Weight: 124 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.1&Btr G TOP CHORD BOT CHORD 2x4 OF No.t&Btr G BOT CHORD WEBS 2x4 OF Stud G WEBS REACTIONS (lb/size) 7=24/0-5-8 (min. 0-1-8), 2=1073/0-3.8 (min. 0-1-8), 8=1592/0-3-8 (min. 0-1-13) Max Horz 2=61(LC 14) Max Uplift7=-222(LC 21), 2=-259(LC 9), 8=-8(LC 12) Max Grav 7=258(LC 31), 2=1348(LC 8), 8=1702(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-30987716, 3-4=-1635/381, 4-5=-1249/63, 5-6=-146/631, 6-7=-494/933 'SOT CHORD 2-11=-695/2820, 10-11=-502/2666, 10-12=-309/2473, 9-12=0/2152, 9-13=-32/962, 8-13=-255/1189, B-14=-670/208, 7-14=-904/471 VEBS 3-10=0/409, 3-9=-1097/20, 5-9=-30/434, 4-9=0/397, 5-8=-1815/99, 6-8=-45B774 Structural wood Sheathing directly applied or 3-1-2 oc puriins Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 3-9, 5-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8 except Qt=lb) 7=222 , 2=259. 7) This truss has been designed for a moving concentrated load of 250.0I1d live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 30-0-0 for 50.0 pit. LOAD CASE(S) Standard ® 6 AWING - Brex y dtsiyn parameders and P AD fdZ)M om 77VPs AND rNur 1iDP.D.fifiT1'3K P.r Fr?a2swE Pmw rar-7473 Eavim if . Design valid for use only with MTek connectors. This design's based only upon parameters shown, and B for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. if Soi.rrram. Pine (Srljdwr.he hsptcfrred:-Errsdesign. vattres are those eftctsve0£F01f201.3 bVAI.Sc �,?O ESS/p, SOO�y 00 2 LU C 074486 M *i E�A 12 31-13 l* �F July 10,2013 Mi @Pr R n� g�,�fE .. 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Santena 2624e R40054869 2624_B T1J Special Truss 4 1 Job Reference (optional) BMC, Indio, CA - 92203 - 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:23:28 2013 Page 1 I D: pM WmiiU9y3uiBTyY?fPchEyEito-sUccC8PR7S9ZuOVghsU Lt ThwFFcY4S H91 i_nwsyzj ED -1-0-0 7.11-1 15-0-0 18-8-12 24-1-0 1-0-0 7.11-1 7-0-15 3-8-12 54-4 Scale = 1:42.3 4x6 = 2x4 11 5x8 = 6x10 MT20H = r 7-11-1 I 150-0 24-1-0 7-11.1 7-0-15 9-1-0 date Offsets (X.Y): I8:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.60 Vert(LL) -0.28 7-8 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.99 Vert(TL) -0.57 2-9 >503 240 MT20H 165/146 BCLL 0.0 ' Rep Stress Incr NO WB 0.93 Horz(TL) 0.08 7 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Wind(LL) 0.06 2-9 >999 240 Weight: 108 lb FT = 20 % LUMBER BRACING TOP CHORD 2x4 DF N0.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3-6-10 oc purlins, except BOT CHORD 2x4 DF No.1 &Btr G end verticals. WEBS 2x4 DF Stud G *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W6: 2x4 DF No.1&Btr G WEBS 1 Row at midpt 3-8 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1130/0-3-8 (min. 0-1-8), 7=1045/0-3-8 (min. 0-1-8) Max Horz 2=56(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2422/0, 3-4=-1365/0, 4-5=-1310/0, 5-6=-306/27, 6-7=-255/25 BOT CHORD 2-10=0/2218, 9-10=0/2218, 9-11=0/2218, 8-11=012218, 8-12=0/1133, 7-12=0/1133 WEBS 3-9=0/408, 3-8=-1077/9, 4-8=0/483, 5-7=-1195/0 DTES Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss has been designed for a moving concentrated load of 250.O1b live located at all mid panels and at all panel points along the �OQ �pFESSjq Bottom Chord, nonconcurrent with any other live loads. {� LOAD CASE(S) Standard �1�¢ O(} SoQ/`/ O �C'� 1' CUB �li� Ef C 074486 * 12-31-13 ` Is, T�lFOF C \� July 10,2013 ® WARNING - Verify design param&frs aad aR&W NOT'FS ON INNS AND 1Nr1,tstaMAfft?nK PEFFR9WE PA0F PSar;(4n €139MR 3 ikUz Wit Design valid for use only with MTek connectors. This design ¢ based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsbBity of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during constructions the respomiN[lity of the r� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Miek= 1 T fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality CrBedo, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexondrid, VA 22314. Citrus Heights, fSou-r?z2rn, Ri.ne¢SSD)1vmDe=is spx ?Re>,ti,=-devgp val;ses am arose efle-oa, 06.Dif.28#83 LVALSC gts, CA, 95610 Job Truss Truss Type Ply Sanlerm 2624B - �Qty R40054870 2624 B T1M GABLE 1 1 Job Reference (optional) ":• ::: ^ _��+ r-v s may 1u -u mu ex Inausrnes, Inc. I us JUI ue 1a:zs:;su zul S Page l ID:pMWmiiU9y3uiBTyY?tPchEyEito-ptkNdgQhf4PH8KfDpH Wp6unG82SnYPxRm?Tu?kyzjEB -1-0-0 15-0-0 24-1-0 1-0-0 - 15-0-0 9-1-0 Scale = 1:43.0 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 4x6 = 12 13 14 4x4 39 38 40 37 41 36 42 35 43 34 44 33 45 32 46 31 30 419 48 28 49 27 50 26 51 25 52 24 53 23 54 22 5x6 WB - 3x4 II 5x8 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code IBC2009/rP12007 24-1-0 24-1-0 CSI DEFL in (loc) I/defl L/d TC 0.57 Vert(LL) 0.00 1 n/r 120 BC 0.36 Vert(TL) 0.00 1 n/r 90 WB 0.66 Horz(TL) 0.02 28 n/a n/a (Matrix) LUMBER BRACING TOP CHORD 2x4 OF No. 1&Btr G *Except* TOP CHORD T2,T3: 2x6 OF No.2 G BOT CHORD 2x4 OF No. 1&Btr G BOT CHORD WEBS 2x4 OF No. 1&Btr G *Except` W1: 2x4 OF Stud G OTHERS 2x4 OF Stud G REACTIONS All bearings 24-1-0 (lb) - Max Horz 2=53(LC 13) Max Uplift All uplift 100 lb or less at joint(s) 31, 32, 35, 36, 38, 27. 26, 25, 24 except 2=-616(LC 9), 22=-2081(LC 14), 37=-188(LC 9), 23=-1712(LC 15) Max Grav All reactions 250 lb or less at joint(s) except 2=817(LC 8), 22=2174(LC 7), 29=315(LC 48), 31=313(LC 47), 32=314(LC 46), 33=314(LC 45), 34=314(LC 44), 35=313(LC 43), 36=323(LC 42), 37=262(LC 41), 38=469(LC 23), 28=315(LC 49), 27=313(LC 50), 26=314(LC 51), 25=315(LC 52), 24=313(LC 53), 23=1816(LC 22) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2293/2235, 3-4=-2076/2041, 4-5=-1749/1708, 5-6=-1572/1559, 6-7=-1363/1357, 7-8=-1159/1160, 8-9=-955/963, 9-10=-751/767, 10-11=-546/571, 11-12=-342/359, 14-1-5=-375/382,15-16=-580/595,16-17=-7831786,17-18=-957/951,18-19=-1118/1120, 19-20=-1120/1104 BOT CHORD 2-39=-2165/2195,38-39=-1905/1934,38-40=-1645/1674,37-40=-1548/1577, 37-41=-1451/1480, 36-41=-1354/1383, 36-42=-1257/1287, 35-42=-1083/1190, 35-43=-1063/1093, 34-43=-967/992, 34-44=-870/899, 33-44=771/802, 33-45=-6761705, 32-45=-579/608, 32-46=-482/512, 31-46=-384/414, 30-31=-288/318, 27-49=-319/348, 27-50=-416/438, 26-50=-513/542, 26-51=-573/639, 25-51=-706/729, 25-52=-803/833, 24-52=-892/930, 24-53=-997/1027, 23-53=-1094/1123, 23-54=-1204/1234, 22-54=-1314/1344 WEBS 4-38=263/51, 20-23=-1677/1623, 20-22=-2321/2291 PLATES GRIP MT20 220/195 Weight: 152 lb FT = 20 % Structural wood sheathing directly applied or 4-1-8 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 4-6-1 oc bracing: 2-38 5-2-14 oc bracing: 37-38 5-7-7 oc bracing: 36-37 5-8-13 oc bracing: 22-23. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. QR,OFESS/p SQah/ ©�� C LU C 07 4486 rn NOTES * EXF., 12-31-13 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry �OF G/i Gable End Details as applicable, or consult qualified building designer as per ANSI/iPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. July 10 2013 Continued on Me 2 ® t+Y.&ttaa'AING Verify d-sion naramders =-I READ MOM ON 7WIS AND 1NCLTJD1M.80MjK PPRFER£sTY PAGE MY1-747J .615Z' PE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the t{ [, erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mw [4 e74- fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312 Alexandria, VA 22314. t#satr�:am: pi„egsc)Ium ;aspesie�;: tilie da.1�o,,�h1 sa•.mthose erl -zt- a�fz€rx.� byALsc CiWs Heights, CA, 95610 Job Truss Truss Type Qty Ply Santerre 2624_B R40054870 2624 8 TIM GABLE 1 1 Job Reference (optional) BMC, Indio, CA-92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:23:31 2013 Page 2 ID:pMWmiiU9y3uiBTyY?fPchEyEfto-H31lg9RJONXBIUDPM 12f5JRuSoOHsAb_fDRXAy2jEA NOTES 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 31, 32, 35, 36, 38, 27, 26, 25, 24 except Qt=lb) 2=616, 22=2081,37=188,23=1712. 11) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 12) This truss has been designed for a total drag load of 3500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 24-1-0 for 145.3 plf. 13) No notches allowed in overhang and 10000 from left end and 0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one be plate between each notch. LOAD CASE(S) Standard ® L&AWjM - Verify cLzs qn pw-mrzete, s a d READ Nii'dW ON lWig AND I=WD 'F,i} IRTSIT P°.E3PE PACE t?(I 74s7 BF -FORE LEE. Design valid for use only with MOek connectors. This design B based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsiloRlity of the WIF a,, erector. Additional perrnonent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek. fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPf1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 372, Alexandria, VA 22314. Citrus Heights, CA, 95610 tASt+s. mane 6,SF+}lism'ismr i$s sRTiB ,.sh.eeresign. values aretha.a Eft:true06/01/2013 tyrF:15C Job Truss Truss Type Qty Ply Santana 2624B R40054871 2624 B T2A COMMON TRUSS 1 JO Reference O Tonal 8MC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:23:32 2013 Page 1 ID:pMWmiiU9y3uiBTyY?fPchEyEito-IGs72VSxBhf?NdocwiZHCJsgLs4...-I Jy?3dyzjE9 15-8-12 12-1-8 17-6-4 24-3-0 6-8-12 5412 5412 6.8.12 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE Scale =1:40.4 SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 4x4 = 17 2x4 II 3x4 = 7x10 = 3x6 = 6x12 II 4x4 = 3x10 II JUS26 Sx8 JUS26 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) -0.09 7.8 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.55 Vert(TL) -0.29 7-8 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.28 Horz(TL) 0.08 6 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix-M) Wind(LL) 0.03 11 >999 240 Weight: 240 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x6 DF SS WEBS 2x4 DF Stud G WEDGE Right: 2x4 OF Stud REACTIONS (lb/size) 1=1298/0-5-8 (min. 0-1-8), 6=2877/0-5-8 (min. 0-1-11) Max Horz 1=-38(LC 16) Max Uplift 1=-11O(LC 9) Max Grant 1=1541(LC 8), 6=3123(LC 7) BRACING TOP CHORD Structural wood sheathing directly applied or 4-10-7 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-4134/367, 2-3=-3228/0, 3-4=-3650/0, 4-5=-5117/0, 5-6=-8015/0 BOT CHORD 1-17=-378/3912, 1-18=-297/3844, 11-18=-122/3677, 11-19=0/3510, 10-19=0/3399, 10-20=0/2483, 9-20=0/2486, 9-21=014511, 8-21=0/4652, 8-22=Of7469, 7-22=0/7576, 7-23=Of7608, 6-23=0/7640, 6-24=0/3922 VEBS 4-9=-1615/0, 4-8=0/1062, 2-10=-676/35, 2-11=0/386, 5-7=0/1467, 5-8=-2863/0, 3-10=01648, 3-9=0/1294 NOTES 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at D-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20 % has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Qt=lb) 1=110. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 24-3-0 for 61.9 pH. 11) Use USP JUS26 (With 1Od nails into Girder & 1Od nails into Truss) or equivalent spaced at 1-0-5 oc max. starting at 21-1-15 from the left end to 22-2-4 to connect truss(es) Tt BB (1 ply 2x4 DF) to back face of bottom chord. Q�OFESS/O SQO/U 2 LU U C 074486 * E 12731-13 t T�TFOF C. li rlv 1r1 7r114 dAtWLAY 8 fli �ej!where hanger is in contact with lumber. ' ® GV� dElY7ATG -Verify desix} r prm amatz and READ NOTM ON YVIS AND 0X rTJDED Affl 9K ii.,BFt'3L :B P_4GE *477-7473.BPF >RE tdSPI Design valid for use only with MTek connectors. This design is based only upon parameters shown. and Is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown OFa for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respomibillity of the MiT erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 QuaBty Criteria, DSB-89 and BCSI SuIlding Component 7777 Greenback Lane, Suite 109 Safety Informa8on available from Truss Plate Irutitute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. Citrus If Saur%n-m Pine tSP) iumber is sp—s „ tts=- design valuers are ti'ma ef=eztrve 05/03/Z01.3 by:A;LSC Heights, CA, 95610 Job Truss Truss Type Qty Ply santere 2624_B R40054871 2624 B T2A COMMON TRUSS 1 �f 2 Job Reference (optional) aMC, Maio, GA - a22a3 LOAD CASE(S) Standard 1) Regular: Lumber Inaease=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-68, 3-6=-68, 1-14=-20 Concentrated Loads (lb) Vert: 7=-1021(B) 16=-1021(B) r.— s may,u curs mii aR mausrn.s. mc. iue—ua ra -curs ragee ID:pM WmiiU9y3uiBTyY?fPchEyEdo-IGs72VSxBhf7NdoaviZHCJsgLs4MDPQkDJy?3dyzjE9 All SaifsRA{ W— - Vefvfg dz"w Yv P =aR& et r—? anal RfiR4D NO 74 W, ON IRIS AAD INCLiMID.IIiIMlt PPFFREWC Ph OF ffl-747J SFXrRE ME E Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and "s for an individual building component.WK, Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown rr!! a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the M� eSS,. erector. Additional perI permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 7 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIT Quality Criteria. DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 Ff §as.m:3rne9?i?tsmi+e:s is sgsea:hedi:tri?ticslan va€ue, are:hast: e1s_tn+c D53`tE_/d1#_3 LY A15C Job Truss Truss Type City Ply Santena 2624_B R40054872 I 2624_B T28 Common Truss 2 1 Job Reference (optional) BMc, Indio, CA- 92.203 7.420 s May 10 2013 M7ek Industries, Inc. Tue Jul 09 18:23:33 2013 Page 1 ID: pM Wm iiU 9y3uiBTyY?fPchEyEito-DS PVFrSay_os?nNoU P4 W kWPoGGJ W ItVuSziYc3yzj E8 6-513 12-1-8 17-9-3 24-3.0 6-5-13 5-7-11 5-7-11 6-5-13 Scale = 1:40.6 4x6 = 84-6 15-10-10 24-3-0 8-" 7-64 84-6 lute Offsets (X.Y): f7:0-4-0.0-3-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) -0.27 1-7 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 1.00 Vert(TL) -0.60 1-7 >479 240 BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(fL) 0.10 5 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.06 1-7 >999 240 Weight: 91 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF N0.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-9-3 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation REACTIONS (lb/size) 1=1047/0-5-8 (min. D-1-8), 5=1047/0-5-8 (min. 0-1-8) Max Harz 1=-39(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2481/0, 2-3=-2186/0, 3-4=-2186/0, 4-5=-2481/0 BOT CHORD 1-8=0/2299, 7-8=0/2299, 7-9=0/1566, 6-9=0/1566, 6-10=0/2299, 5-10=0/2299 WEBS 3-6=0/731, 4-6=-442/77, 3-7=0/731, 2-7=-442/77 MOTES i Unbalanced roof live loads have been considered for this design. i Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard �,gpFESS>p �gti ©o SOON LU e 074486 rn *� E� 12-31-13 �* July 10,2013 ® paraml&enl mist RMD ARnW ON TRIS AND 1=[, 3 M.Af8 € .K P.2FER6W'S PAGE E9Zf 7473.913 `S RP 11SP— -- Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the Mire k. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consuB ANSI/TPI7 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 ff§auromern Dine$Slsl lvmbes is sps?s:.3iec,t;ma.�leaign wlues arethose urbane 06/01/2411:3 L+v.AASC . Job Truss Truss Type Ply Santena 2624B �Qty R40054873 2824_B T2C Comrtron Truss 1 1 Job Reference o tional BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:23:35 2013 Page 1 I D: pM W n iiU9y3ui BTyY?fPchEyEito-9rXGgXUgUc2aE5XAbg6_pxU8m3?_Dn?BvHBfgyyzj E6 6-513 12-1-8- I 17-9-3 I 2430 1 6-5-13 5-7-11 57-11 6-513 Scale = 1:40.6 4x6 = 3x6 = 5x8 = 3x4 = 3x6 8-4-6 15.10.10 24-3o 8.4.6 7.6 4 8-0-6 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) -0.27 1-7 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 . BC 1.00 Vert(TL) -0.60 1-7 >479 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.23 Horz(TL) 0.10 5 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix) Wnd(LL) 0.06 1-7 >999 240 Weight: 91 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&BV G WEBS 2x4 DF Stud G REACTIONS (lb/size) 1=1047/0-5-8 (min. 0-1-8), 5=1047/0-5-8 (min. 0-1-8) Max Horz 1=-39(LC 6) BRACING TOP CHORD Structural wood sheathing directly applied or 3-9-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation u' e FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2481/0, 2-3=-2186/0, 3-4=-2186/0, 4-5=-2481/0 BOT CHORD 1-8=0/2299, 7-8=0/2299, 7-9=0/1566, 6-9=0/1566, 6-10=0/2299, 5-10=0/2299 WEBS 3-6=07731.4-6=-442f77.3-7=0/731.2-7=-442177 '1OTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard ® WARMNG • Verify design parameters an 3 PEW fyOT S ON T aiS AND !'A'CLVDED ffflMFi Pt EFFR E', Pt[ixR Ml-747Z1 ES':avC)RE 11S& Design valid for use only with Wek connectors. This design is based only upon parameters shown, and Is for on indvidual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resporsibillity of the erector. Addtional permanent bracing of the overall structure a the responsibility of the building designer. For general guidance regardng fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIt Quality Ciftedo, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandra. VA 22314. ,fsaut;•rem Fine (sPJ I—ber is sgses fied'r the asatgn sratares ass tha a ef8eatme 06101/201.3 i;vA'LSC �gpFESSIO;y 4ti SOON LU C 074486 m EX12-3113 f* July 10,2013 MiTeW 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply Santerra 2624e R40054874 2624_B T2D Common Truss 5 1 Job Reference o tional mmo, l A - ezzus 7.420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:23:35 2013 Page 1 ID:pMWmiiU9y3uiBTyY?fPchEyEito-9rXGgXUgUc2aE5XAbg6_pxU943?7Dn1 BvHBfgyy4E6 6513 - 12-1-8 17-13 + 24-3-0 i2S1 1-0-0 SS13 57-11 57-11 6-5-13 1-0-0 Scale = 1:43.4 4x6 = 3x6 � 5x8 = 3x4 = 31c6 I 8-0.6 15-10-10 24-3-0 8.46 7-15-4 84-6 'late Offsets (X,Y1:12:0-4-1,0-1-81.f6:0-4-1.0-1-81.f9:0-4-0,0-3-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0.27 2-9 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.99 Vert(TL) -0.58 2-9 >490 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.22 Horz(TL) 0.10 6 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix) Wind(LL) 0.05 9 >999 240 Weight: 94 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 1G-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer linstallatioa guide, REACTIONS (lb/size) 2=1134/0-5-8 (min. 0-1-8), 6=1134/0-5-8 (min. 0-1-8) Max Horz 2=48(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2467/0, 3-4=-2161/0, 4-5=-2161/0, 5-6=-2467/0 BOT CHORD 2-10=0/2270, 9-10=0/2270, 9-11=0/1552, 8-11=0/1552, 8-12=0/2270, 6-12=0/2270 WEBS 4-8=Of726, 5-8=-434/74, 4-9=0f726, 3-9=-434/73 NOTES I Unbalanced roof live loads have been considered for this design. I Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. It; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard 4,?�pFESS/Soo 2 C 074486 *` EE 2 31 33 �* OF July 10,2013 ® i9,sWia GU - Verify ajmi paramea'm a and PXAD 19Wsiu ON 7WiS ERti MiCIDEED lk nK P"FPWNM PACE M1-7473 BF.F` RB ME, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mire fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. ':f *.�urnzrrr Piro$ Number is sTueci6 :.the ..etcsign:.-lu,es are thars else_ -tine 06,`li?/2013 byARSC Citrus Heights, CA, 95610 Job Truss Truss Type Ply Samerta 2624 BR40054875 7ty 2624_B T2E Special Truss 1 Job Reference o tional BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:23:36 2013 Page 1 I D: pM Wm iiU9y3uiBTyY?fPchEyEito-d15ettVS FvARsF6N9XdDM90KgTLMyE HK8xwC COyzj E5 -1-40 6-5-13 12-1-8 17-9-3 2430 2530 1-0.0 SS13 57-11 57.11 6.513 - 1-0-0 Scale = 1:43.4 d 4,6 = 3x6 % 5x8 = 3x4 = 3x6 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) 0.27 2-9 >999 480 TCDL 14.0 Lumber Increase 1.25 BC 0.99 Vert(TL) 0.58 2-9 >490 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.22 Horz(TL) 0.10 6 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Wind(ILL) 0.05 9 >999 240 LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G REACTIONS (lb/size) 2=1134/0-5-8 (min. 0-1-8), 6=1134/0-5-8 (min. 0-1-8) Max Horz 2=48(LC 5) PLATES GRIP MT20 220/195 Weight: 94 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer installation ouide, FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2467/0, 3-4=-2161/0, 4-5=-2161/0, 5-6=-2467/0 BOT CHORD 2-10=0/2270, 9-10=0/2270, 9-11=0/1552, 8-11=0/1552, 8-12=0/2270, 6-12=0/2270 WEBS 4-8=0/726, 5-8=-434,74, 4-9=0/726, 3-9=-434/73 "OTES I Unbalanced roof live loads have been considered for this design. I Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard �4ROFESS/0 sooty oti LU C 074486 M *` EV.? 12- 1-13 l* �F July 10,2013 ® WAI i - Verlfg atmign Paramctem =d.RFAJ JV077W Olir 7WIS AM INCLUDE 112TEK P.P, FRS?KZ PAW 119I-747`3.i3M)RU i 1S1 & Design valid for use only with MTek connectors. This design is based only upon parameters shown, and B for an individual building component. Wit Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members any. Additional temporary bracing to insure stability during construction is the responsibillity, of the pp}� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Welk' elk fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality CrBeria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 ifSouma-m pine ISP) lumbar is spjW-Fsdr uhm design ualxtea are Those efetrve OIGJ011201.3 byrAtsc Job Truss Truss Type City Ply samera 2624 B R40054B76 2624_13 T2F Common Truss 1 1 Job Reference (optional) BMC, Indio, CA- 92203 6-5-13 5-7-11 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 4,65 — 7.420 s May 10 2013 MTek Intlusides, Inc. Tue Jul 09 18:23:37 2013 Page 1 ID: pM Wm iiU9y3uiBTyY?FPchEyEdo-5DfO5D W4ODI ITPh4 FBSvMZTjthThhVTNbgm Igyzj E4 5-7-11 6-5-13 1-0-0 Scale = 1:41.6 4x6 = 5x8 = 3x4 = 4,6 = 84-6 15-c0-10 24.3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) -0.27 1-8 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 1.00 Vert(TL) -0.59 1-8 >480 240 BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(TL) 0.10 5 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix) Wind(LL) 0.08 1-8 >999 240 Weight: 93 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No. 1&Btr G TOP CHORD BOT CHORD 2x4 OF No. 1&Btr G BOT CHORD WEBS 2x4 OF Stud G REACTIONS (lb/size) 1=1045/0-5-8 (min. 0.1-9), 5=1136/0.5-8 (min. 0-1-11) Max Harz 1=-99(LC 16) Max Uplift I =-367(LC 9), 5=-399(LC 12) Max Grav 1=1469(LC 8), 5=1560(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3682/1138, 2-3=-2790/478, 3-4=-2778/471, 4-5=-3749/1130 BOT CHORD 1-9=-1131/3543, 9-10=-1131/3543, 8-10=-859/3543, 8-11=-699/2392, 7-11=-600/2293, 7-12=-716/3480,12-13=-1039/3480,5-13=-1039/3480 VEBS 3-7=0/725, 4-7=-449/88, 3-8=Of732, 2-8=-457/91 Structural wood sheathing directly applied or 2-11-10 oc purtins Rigid ceiling directly applied or 6-3-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer stallation guide. IOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=367, 5=399. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) This truss has been designed for a total drag load of 2500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 6-3-0 to 18-3-0 for 208.3 plf. LOAD CASE(S) Standard 9gOFESS/p Soo�j o�F� CD Cr C 074486 rn *� EEY� 11,2 31-13 07'f-7 Ube/ July 10,2013 ® iAAra a7FG - varlf'ry dmap. taararnz ,,, = dRs&D AR79'w ON 'MIS AND In/;ddB7k'.D.�' T9K P.PIF F.,RIsWCE PAGE Ml 7471 i! M)Id.P, i7SE: -- Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown /s for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsibillity of the }r erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek• fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N.'Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 ,4 &ourhxm. Pins $Sa} ;vmbe.:: is a7r�s.:{ieEC, r� aesio—Juw artzha,:e e^Fe:t-h%t%}EaS f2013 bV ALSL g Truss Truss Type Qty Ply Santerre 262aBR40054877 kJob 24 B T2G Hag Hip Truss 6 1 Job Reference factional) BMC, Indio, CA - M03 7.420 is May 10 2013 M7ek Industries, Inc. Tue Jul 09 18:23:37 2013 Page 1 I D: pM Wm iiU 9y3uiBTyY?fPchEyEito-5DfO5D W40DIITPh74FBSvMZVdhehhXTNbgm Igyzj E4 61.5 11-9-0 17-4-11 I 23-10-8 2410-8, 6-1.5 5-7-11 5-7-11 6-5-13 1-40 Scale = 1:41.3 4x6 = 3x6 = 5x8 = 3x4 = 3x6 ' 7-11-14 7S4 8.4-6 ' dlate Offsets (X,Y): f5:0-4-1.0-1-81.f8:0-4-0.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0.27 5-7 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.99 Vert(TL) -0.58 5-7 >489 240 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(TL) -0.09 1 n/a n/a BCDL 10.0 Code IBC2009)TP12007 (Matrix) Wind(LL) 0.05 1-8 >999 240 Weight: 92 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD BOT CHORD 2x4 DF No.1&Btr G BOT CHORD WEBS 2x4 DF Stud G REACTIONS (lb/size) 1=1032/Mechanical, 5=1123/0-5-8 (min. 0-1-8) Max Horz 5=-52(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2369/0, 2-3=-2098/0, 3-4=-2129/0, 4-5=-2435/0 BOT CHORD 1-9=0/2181, B-9=0/2181, 8-10=0/1522, 7-10=0/1522, 7-11=0/2241, 5-11=0/2241 WEBS 3-7=0l727, 4-7=434/73, 3-8=0/692, 2-8=-397r78 Structural wood sheathing directly applied or 3-10-6 oc puffins Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Soo oOf �� li //�� 07't//4UiJppC� i � *\ Z--,I 1 July 10,2013 ® ftYAliKNO - Verify c%ivn puranz&ers mad READ MOM ON THIS AM 3AiiCiL DED It1dISK P.PF0dEME PAGE PTi7-74TJ F3P'3a'r`(11M [WS —! Design valid for use onty with M7ek connectors. This design's based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the B� �B {� erector. Additional permanent bracing of the overall structure is the responsibility of the buildng designer. For general guidance regarding Mi 7T e14. fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quaiily Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights. CA, 95610 'f r�ut?rarn. Rim tSp)'vmbe,r is spec s£e:. tAe design val wes a's those g£fectnse QlSfO"? f.2S93.3 byrALSC g Job Truss Truss Type Qty Ply Santerra 2624B R40054878 2624 B T3A COMMON TRUSS 4 1 Job Reference (optional) BMC, Indio, CA - 92203 - 7.420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:23:38 2013 Page 1 ID:pMWmiiU9y3uiBTyY?fPchEyEdoaPDOIZW nXQ95YGlHyfhRa6fHH26Q2rdbFPJHGyzjE3 431 8-2-8 15-7-7 23.10.8 2410.8, 431 311-8 7-4-15 8-3-1 1-0-0 Scale = 1:43.8 4x6 = 4.00 12 _ AIIId6 3x� 9 6x10 MT20H = 5x8 = 2x4 11 16 416 = LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TPI2007 CS1 TC 0.50 BC 0.84 WB 0.60 (Matrix-M) DEFL in Vert(LL) -0.23 Vert(TL) -0.43 Horz(fL) 0.07 Wind(LL) 0.04 (loc) Udefl L/d 7-8 >999 480 7-8 >668 240 5 n/a n/a 7-12 >999 240 PLATES GRIP MT20 220/195 MT20H 165/146 Weight: 108 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.t&Btr G TOP CHORD Structural wood sheathing directly applied or 4-0-12 oc puffins, except BOT CHORD 2x4 OF No. t&Btr G end verticals. WEBS 2x4 DF Stud G `Except BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W1: 2x4 OF No.1 &Btr G WEBS 1 Row at midpt 4-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 9=1022/Mechanical, 5=113710-5-8 (min. 0-1-8) Max Horz 9=-65(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1178/0, 3-4=-1233/0, 4-5=-2235/0 BOT CHORD 9-13=0/863, 8-13=0/863, 8-14=0/2048, 7-14=0/2048, 7-15=0/2048, 5-15=0/2048, 5-16=0/2097 IEBS 2-8=0/374, 3-8=0/387, 4-8=-1033/12, 4-7=0/392, 2-9=-1094/0 DTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. �F�/ 7) Refer to girder(s) for truss to truss connections. 4 O 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the � O SOO/V O`�Z Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard � (� 074486 7 A A O C M * E U 112t�31--13 STX FOF r. 0 July 10,2013 ® WARNING - Verzfy desigri €am-um&ey- s and PS AD AV7W ON THIS AM JALUVED rQ i' K P.P.iEr'tFAICE PAW 7-7473 ElFF REi VM5 Design valid for use only with MOek connectors. This design is based only upon parameters shown, and Is for an individual building component. - Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown 'Dot s for lateral support of individual web members any. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTeW fabrication, quality control, storage, delivery, erection and bracing, consuh ANSI/TPII Quality Criteria, DSB-89 and BCSI BuBding Component 7777 Greenback Lane, Suite 109 safety Informalion available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. :fSxtaCitrus Heights, his. CA. 956103,ev`.ef Job Truss Truss Type Qty Ply santena 2624 e R40054879 2624_B T38 COMMON TRUSS 1 3 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:23:39 2013 Page 1 ID:pMWmiiU9y3uiBTyY?fPchEyEito-2cnnWvXKYgY?jiryggBx_nekPhMT9W mgv9spjyzjE2 3-0-0 1 7.3.4 113-12 15-80 20.04 24-48 I 31.4-0 3.0.0 43 4 4-0-8 44-4 6-11-8 1-40 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE Scale = 1:53.5 SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 4x4 = 4x6 = ._ .. 10 .- ._ -_ 14 - 13 — 14!-- 11 - 10 �- 3*= 2x4 II JL26 8x12 = 5x6 = 7x10 = 3x4 = 2x4 11 JL26 JL26 Special 3-0A 7.34 11-3.12 15.6-4 1 2L • 2448 31-40 3•P0 34 4-0-8 42-8 0-1- 3 6-11-8 late Offsets (X,Y): f1:0-1-7,Edgel, f1:0-1D-15,Edgel, f8:0-3-0,0-1-41, f12:0-5-0.0.4-81, f14:0-6-0,0-4-121 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 086 Vert(LL) -0.26 14 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.75 13-14 >492 240 BCLL 0.0 Rep Stress Incr NO WB 0.55 Horz(TL) 0.16 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.03 11 >999 240 Weight: 514 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-0-3 oc purlins. BOT CHORD 2x6 OF SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Stud G `Except* W4: 2x4 DF No.1&Btr G, W3: 2x8 DF No.2 G REACTIONS (lb/size) 1=8738/0-5-8 (min. 0-3-3), 8=3273/0-5-8 (min. 0-1-8) Max Harz 1=-66(LC 6) Max Grav 1=8949(LC 8), 8=351 O(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-24531/0, 2-3=-23224/0, 3-4=-13280/0, 4-5=-8175/0, 5-6=-8175/0, 6-7=-8913/0, 7-8=-9773/0 BOT CHORD 1-1 6=0/23157,16-17=0/23072, 15-17=0/23072, 15-18=0/23017, 18-19=0/22976, 19-20=0/22935, 14-20=0/22881, 14-21=0/21845, 13-21=0/21671, 13-22=0/12392, 12-22=0/12288, 12-23=0/8021, 11-23=0/8197, 11-24=0/8764, 10-24=0/8868, 10-25=0/8975, 8-25=0/9158 /EBS 5-12=0/4669, 6-12=-642/29, 6-11=0/441, 7-11=-576/55, 7-10=0/300, 4-12=-6194/0, 4-13=0/5318, 3-13=-10790/0, 3-14=0/8175, 2-15=0/859, 2-14=-1210/0 NOTES 1) Special connection required to distribute web loads equally between all plies. 2) 3-ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-4-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 4 rows staggered at 0-4-0 oc. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4) Unbalanced roof live loads have been considered for this design. 5) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 31-4-0 for 47.9 plf. 11) Use USP JL26 nth 16d nails into Girder & NA9D nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-3-4 from the left end to 6-3-4 to connect truss(es) T6C (1 ply 2x4 DF), T6D (1 ply 2x4 DF) to back face of bottom chord. 4ROF ESS/0,y ��OO CJdo/1/ O�CC` ti L C 074486 rn * 12-31-13 sT9rFOFc. lid" 1r1 01111 ,JARMY 80i Le1where hanger is in contact with lumber. ® IdrAaWiaG • Vcrif t1c rg 1 rrtrdmta rr and DEAD N0 W ON Yi3FS AND =LVDED.fflMK P.EFt3it ME PAW M11-7473.SF:F` RS 10SE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an individual building component. �a Applicobirity of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction's the responsibillity of the MiTek� erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, qualify control, storage, delivery, erection and bracing, consull ANSI/TPII Quality Criteria, DSB-89 and BCSI Bu9dng Component 7777 Greenback Lane, Suite 109 Safety InformaFIon available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, £Sautham.. i=ine lumber: i¢ cifef. t?}etleyi svaSues rrE•;hass e.S?P.RtvE 046 201 Ly At!C ig ts, CA, 95610 Job Truss Truss Type city Ply Sante ra 2624_B R40054879 IJ.b 2624_B T3B COMMON TRUSS 1 Reference o tional omc, mmo, -- eZzus /.4Zu s May 10 ZU13 MiTeK Inaustnes, Inc. Tue Jul 09 16:23:39 2013 Page 2 ID:pMWmiiU9y3uiBTyY?fPchEYEito-2ennMXKYgY?jiryggBx_nekPhMT9W mgv9spjy4E2 NOTES 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 6440 lb down at connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-5=-68, 5-9=-68, 1-8=-20 Concentrated Loads (lb) Vert:14=-6440(B) 17=-950(B) 18=-950(B) 20=-866(B) 7-3-4 on bottom chord. The design/selection of such ® ii4BT$KmG - Verify d c ssr}ra P rW7z,—_ Ym and PMAD A107W ON YWIS AND INULdTi,iP.I7.i#I1Y K PEF'3?,r'Z!sWE PACE Afff 747J .f3P'.F01Ws aTM Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for on individual building component. f Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the ��{i� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding lY iTek' fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and BCSI BuBding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandra. VA 22314. Citrus Heights, CA, 95610 if S�os.�rm pinet�II mbeT isspsciflfl vE-t 4ergn wttues are those eftz-fwe DS{Dsr24€33 LWALSC 9 Job Truss Truss Type Qty Ply Santena 2624_B R40054880 2624 B T3C GABLE 1 1 Job Reference (optional) BMC, Indio, CA - 92.203 7.420 s May 10 2013 MiTek Industries, Inc. Wed Jul 10 09:28:48 2013 Page 1 ID:pM WmiiU9y3uiBTyYWPchEyEito-03PSh5yz2Ov6pxCnK3xuYgFGKMOJ7hMo?T993yzUCz r1-0.0 59-7 10-8-11 15-8 20-7-5 F 25b 9 31-4-0 $24-0, 1-0-0 59-7 4115 411-5 411.5 411-5 59-7 1-0-0 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 4.0 �1 d Scale = 1:53.8 2x4 = Sx6 = 4x6 = 15 .. 14 -- - 13 12 11 4x6 = 2x4 II 3x4 = 5x8 = 3x4 = 2x4 II 59-7 10�-11 15�-0 20-7-5 256.9 314-0 19-7 4115 411-5 411-5 411-5 59-7 Plate Offsets MY): f3:0-4-O.Edael, f6:0-2-O,Edael, f7:0-S0.0.3-01. f13:0-40,D-3-01 LOADING (psf) SPACING 1-6-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) -0.18 12 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.52 12-13 >710 240 BCLL 0.0 Rep Stress Incr NO WB 0.45 Horz(TL) 0.17 9 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.12 11-12 >999 240 Weight: 157 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G *Except* TOP CHORD Structural wood sheathing directly applied or 2-10-1 oc purlins. 3-6,6-7: 2x6 OF No.2 G BOT CHORD Rigid ceiling directly applied or 9-0-2 oC bracing. BOT CHORD 2x4 OF No. 1&Btr G WEBS 2x4 DF Stud G REACTIONS (lb/size) 2=1084/0-58 (min. 0-1-8), 9=1084/0-5-8 (min. 0-1-8) Max Harz 2=50(LC 14) Max Uplift 2=-199(LC 9), 9=-199(LC 12) Max Grav 2=1314(LC 8), 9=1314(LC 7) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3672/560, 3-4=-3603/535, 4-5=-2839/346, 5-6=-2015/151, 6-7=-1988/135, 7-8=-2781/341, 8-9=-3566/567 anT CHORD 2-16=-494/3484, 1516=-203/2829, 1517=-103/2963, 14-17=-480/3392, 14-18=-530/2894, 18-19=-561/2925,13-19=-561/2925,13-20=-549/2888,12-20=-549/2888, 12-21=-526/3352,11-21=-526/3352,11-22=-522/3357,9-22=-522/3357 CBS 6-13=0/831, 7-13=-646/0, 7-12=0/416, 8-12=-632/20, 8-11=0/324, 513=-716/15, 514=0/431, 4-14=-666/18, 4-15=0/291 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by f-0-0 wide will fit between the bottom chord and any other members. FOSS/ 5) A plate rating reduction of 20% has been applied for the green lumber members. l`�% S0� 9� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=199, 9=199. �iL G✓ 7) This truss has been designed for load 250.OIb live located �Q CJ G a moving concentrated of at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7 q Li �` t 4�F $ m 8) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist IY drag loads along bottom chord from 0-0-0 to 11-5-8 for 130.9 plf. P 2-31-13 9) No notches allowed in overhang and 10000 from left end and 10000 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. LOAD CASE(S) Standard OFIC July 10,2013 A WAWI?0C - VemA &—mir n pc zrmet?, . usld READ hl nW ON THi6 AID INUitiI3£ED.ttII79/f PUEYE..R,M'd£fa PACE JAW-747J .BEFORE 1EF Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component a responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the n ��e fR.- erector. Additional permanent bracing of the overall structure is the.responsbility of the building designer. For general guidance regarding iYE fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Crfterio, DSB-89 and BCSI BuBding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria, VA 22314: Citrus Heights, CA, 95610 1f Ssul-mm'P ne tSP)' m 15 xezifie „ the das:gn v 1 es axe thou eevzMe DbJ01,/2033 bV ALSC Job Truss Truss Type Qty Ply Santerra 2624 B R40054881 2624_B T3D GABLE 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Wed Jul 10 09:28:58 2013 Page 1 I D: pM Wm iiU 9y3uiBTyY?fPchEyE ito-p_OEnMFiSAh?Tziv97E 5f4_OMm Lffug5Yuh W UyzUCp r1 0-0� 6-0-7 11-2-12 15� 0 20-1 4 25 3-9 1 314-0 $24-0I '1-0-0 6.0-7 5-2-5 454 454 5-2-5 6-0-7 1-0.0 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 4x4 II 4x6 = 4.0 �1 d 3x10 6 7 8 Scale = 1:53.8 axq — 4x4 — 3x4 = 6x8 = 3x4 = 3x4 = i 6-0-7 11-2-12 15�-0 20-14 25-3-9 314-0 6-0-7 52-5 454 4-5-4 I, 5 2-5 6-0-7 Plate Offsets MY): 12:0-3-S.Edael. 13:0-3-O,Edael. 17:0-2-0.0-2-01. 19:0-5-0,0-3-01. 111:0-3-5,Edael, f16:0-2-8,0-3-41, f27:0-1-14.0-1-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.14 11-13 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.75 Vert(TL) -0.32 11-13 >747 240 BCLL 0.0 Rep Stress Incr NO WB 0.47 Horz(TL) 0.04 11 n/a n/a BCDL 10.0 Code IBC2009ITP12007 (Matrix) Wind(LL) 0.07 13 >999 240 Weight: 188 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1 &Bfr G `Except` TOP CHORD Structural wood sheathing directly applied or 3-7-11 oc pudins. 3-7,7-9: 2x6 OF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 OF No.1&Btr G MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 DF Stud G be installed during truss erection, in accordance with Stabilizer OTHERS 2x4 DF Stud G Installation guide. REACTIONS (lb/size) 2=35710-5-8 (min. 0-1-8), 17=1733/D-5-8 (min. 0-1-15), 11=855/0-5-8 (min. 0-1-8) Max Horz 2=56(LC 13) Max Uplift 2=-222(LC 13), 11=-263(LC 12) Max Grav 2=601(LC 21), 17=1796(LC 8), 11=1113(LC 20) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-963/699, 3-4=-723/662, 4-5=-262/999, 5-6=-493/195, 6-7=-477/114, 7-8=-280/166, 8-9=-709/348, 9-10=-1626/504, 10-11=-2585/756 T CHORD 2-38=-692/853, 18-38=-569/699, 18-39=-423/538, 17-39=-269/414, 17-40=-751/102, 16-40=-749/83,16-41=0/350,15-41=-30/408,1542=-112/1132,14-42=-223/1315, 14-43=-217/1914, 13.43=-389/2087, 13-44=-540/2246, 11-44=-694/2370 WEBS 9-15=-897/0, 9-14=0/521, 10-14=-690/17, 10-13=0/363, 5-16=0/1383, 5-17=-143817, 4-17=-878/17, 4-18=01372, 6-16=-611/1, 8-15=0/502 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry QFESS/0 Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated.0 S�Q q� N 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 bottom chord live load nonconcurrent with any other live loads. � F� 0, psf 7) ' This truss has been designed for a live load of 20.Opsf on the bottom in 3-6-0 tall by 1-0-0 C1 Z chord all areas where a rectangle wide C7i will fit between the bottom chord and any other members, with BCDL = 10.Opsf. c W C n U7�tA 8 V m 8) A plate rating reduction of 20 % has been applied for the green lumber members. of 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=222,11=263. 10) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) This truss for a totaldragload along been 15000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resistdrag destom gnedchord ads from dag 0 for OF IC 12) No notches allowed in overhang and 10000 from left end and 10000 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at iijly in 2n13 least one tie plate between each notch LO St dfSi9 t para€ eersv =d PSt 41)1VO ass ON TNIS BAsfD WM=RD.MT S P"EREWE PAW ??df-7.73 BEFOP.E tZE, Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component 6 responsibilityof building designer- not truss designer. Bracing shown B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the �L erector. Additional permanent bracing of the overall structureis the responsibility of the buildng designer. For general guidance regarding Mi 1g QW fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPl1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Informaiton available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 if s5 ur'karn Pare f&P) um1s�- is c ed� the .Gecign—t, am thorn efle;,trve i" 10i 1.2€J13 by.A15C 9 Job Truss Truss Type Qty Ply Santerna 2624_13 R40054882 2624 B T4A GABLE 1 1 Job Reference (optional) BMC, Indio, CA- 92203 7.420 s May 10 2013 M7ek Industries, Inc. Tue Jul 09 18:23:43 2013 Page 1 ID: pM Wm iiU9y3uiBTyY?fPchEyEito-wN OHLGarb32RBK8j 3VFt8dpZOI pY506MIX74yUyzj E_ l 5i6_1 10-2-0 149-15 2D-4-0 , 21-4-0 , 1-0-0 5-6-1 4-7-15 4-7-15 5-6-1 1-0-0 Scale = 1:37.0 0 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 4x6 = 4x4 4x4 5 6 7 28 34 4x6 = Sx6 = 3x4 = 4x6 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) -0.09 12-13 >999 480 TCDL 14.0 Lumber Increase 1.25 BC 0.70 Vert(TL) -0.30 12-13 >802 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.28 Horz(rL) 0.09 10 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wtnd(LL) 0.06 14-15 >999 240 LUMBER TOP CHORD 2x4 OF No.1&Btr G `Except' T2: 2x6 OF No.2 G BOT CHORD 2x4 OF No. 1&Btr G WEBS 2x4 OF Stud G OTHERS 2x4 DF Stud G PLATES GRIP MT20 220/195 Weight: 109 lb FT = 20 % BRACING TOP CHORD Structural wood sheathing directly applied or 3-5-15 oc pudins. BOT CHORD Rigid ceiling directly applied or 8-8-11 oc bracing. M Tek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide REACTIONS (lb/size) 2=966/2-0-0 (min. 0-1-8), 10=966/2-0-0 (min. 0-1-8) Max Horz 2=39(LC 13) Max Uplift2=-194(LC 9), 10=-194(LC 12) Max Grav 2=1183(LC 8), 10=1183(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3217/564, 3-4=-2828/507, 4-5=-2057/205, 5-6=-670/14, 6-7=-684/29, 7-8=-2066/243, 8-9=-3004/490, 9-10=-3249/639 OT CHORD 2-28=013045, 28-29=0/2322, 15-29=0/2322, 15-30=0/2316, 14-30=0/2316, 14-31=0/1621, 13-31=0/1621, 13-32=0/2377, 12-32=0/2377, 12-33=0/2383, 33-34=0/2383, 10-34=-594/2927 WEBS B-13=-846/20, 8-12=0/341, 4-14=-779/10, 4-15=0/327, 5-14=0/466, 7-13=0/483, 5-7=-974/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=194, 10=194. 10) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0, 18-4-0 to 20-4-0 for 375.0 plf. 12) No notches allowed in overhang and 10000 from left end and 10000 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one Conft@41&P4$y8gn each notch IA 6 �,gOFESSIO�, SOO�j t7 2 LU v C 074486 M * EX 12-31-13 ��gTFOF�.q 4L July 1n gn13 ® WARKNG - Verlfg ddai n ara Ttsters .a3 READ Ntd?'ES ON YVIS Al 1hrLUDW 1VMK PEPFvRSMCE PAGE Mr 74 n S a`OR61 i Tom. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. �f Applicability of design parameters and proper incorporation of component a responsibility of building designer- not truss designer. Bracing shown I, for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the n �i�ei!i`= erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding IYB fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 if South=rn Fine(SP} Iaaebesis;Iresi3r €�-th=---deg vxluas an those eNe_jry 06fOL12,0?.3 tyAISC 9 Job Truss Truss Type Ply Santerra 2624_B �Qty R40054882 2624_B T4A GABLE 1 1 Job Reference (optional) r.42U S M8y lU 2U13 MI I eK Inauslne5, Inc. l Ue Jul 09 18:23:43 2013 Page 2 ID:pM WmiiU9y3uiBTyY?fPchEyEito-wNOHLGarb32RBK8j3VFt8dpZ01pY5O6MIX74yUyzjE_ LOAD CASE(S) Standard WARP TMG - Verify dlesf m param,;ter s and PEAR NOTM ON THIS AND dPaMVDIM) MTN P.PYRR ME PAGE fal-7473 BFZXg? 3 OSP Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. f Applicability of design parameters and proper incorporation of component a responsibility of building designer- not truss designer. Bracing shown a for lateral support of individual web members any. Additional temporary bracing to insure stability, during construction is the responsibillity of the a l erector. Additional permanent bracing of the overall structure is the responsbi ity of the building designer. For general guidance regarding M fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSO-89 and BCSI Oullding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. 1 Cttms Heights, CA, 95610 f sauTl,.em Piing l,Sp) Ivmiber is sylesified', ME deg v I vu are thara c48s crve Ob;'?k3f201.3 by A15C Job Truss Truss Type Qty Ply Santerra 2624_8 R40054863 2624 B TSA COMMON TRUSS 1 Job Reference o tional BMC, mate, GA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:23:44 2013 Page 1 ID:pMWmiiU9y3uiBTyY?fPchEyEto-OZafZcbTMNAIpTjvdDm6hrMkxi5GgoOV BsdTwyzjDz 3-0.0 o-2 10.E-0 15-6-15 21-4-0 3-0.0 2-9.1 - 410.15 4-10-15 5-9-1 - QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW 4x4 - 4 Scale = 1:35.7 3x10 = JUS26 3x10 II JUS25 6x8 = 7x10 = 2x4 II 406 JUS26 3-0-0 5-9-1 10.E-0 15-Cr15 21-4.0 3-0-0 2-9.1 410.15 410.15 5-9.1 Plate Offsets (X,Y): 16:0-1-7,0-0-41 18:0-5-0.0-4-81.19:0-3-9,04-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.30 Vert(LL) -0.10 9 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.92 Vert(TL) -0.34 8-9 >739 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.47 Horz(TL) 0.08 6 n/a n/a BCDL 10.0 Code IBC2009fTP12007 (Matrix) Wind(LL) 0.03 7 >999 240 Weight: 208 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-5-12 oc purlins. BOT CHORD 2x6 OF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G REACTIONS (lb/size) 1=3430/0-5-8 (min. 0-1-15), 6=1484/Mechanical Max Harz 1=-33(LC 16) Max Uplift6=-16(LC 12) Max Grav 1=3675(LC 8), 6=1729(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-9288/0, 2-3=-751010, 3-4=-3752/0, 4-5=-3766/0, 5-6=-4794/76 BOT CHORD 1-11=0/8756, 11-f2=0/8646, 10-12=0/8646, 10-13=0/8561, 13-14=0/8505, 9-14=0/8483, 9-15=0/6911, 15-16=0/6911, 8-16=0/6760, 8-17=013788, 7-17=0/4099, 7-1 8=0/4283, 6-18=-62/4459 VEBS 4-8=0/1745, 5-8=-673/55, 5-7=0/293, 3-8=-3679/0, 3-9=0/2116, 2-10=0/1086, 2-9=-1702/0 NOTES 1) 2-ply truss to be connected together with 1 Od (0.131"xX) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6)'' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6. 10) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 21-4-0 for 70.3 plf. 12) Use USP JUS26 (With 1 Od nails into Girder & 1 Od nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 6-0-12 to connect truss(es) T1 BB (1 ply 2x4 DF) to back face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. Continued on Dade 2 �QROFEssro'�a co ILLI v C 07448 rn Cr k P 12-31-13 �O C. hily 1O 7f)13 ® Eftl£SJd NG - Vegfg <i--air9se paramet,_ d RrAD NMW ON THIS J lsM INCLUDEO.E ITX P.P.FF.J2 ,1W'b PAGie df T74Td BEFORE US& Design valid for use only with MTek connectors. This design is based only upon porameters shown. and is for an individual building component. Applicability, of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the i erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding k* fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. ifsculhem parse s'"p)':vrntsar 1s5pavfied-rtm:9esagn values are those e1'e__-V-va 05Vjjr28383 bvALSC Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply santems 2624 B R40054863 2624_B T5A COMMON TRUSS 1 Job Reference O flonal tsmc, malts, cN - w"ua LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4= 68, 46=-68, 1-6=-20 Concentrated Loads (lb) Vert: 12=-1021(B) 13=-1021(B) 15=-1021(B) r.42U S May lU 2U13 MI I elc Inaasines, Inc. 1 ue Jul 09 15:23:45 2013 Page 2 ID:pM WmiiU9y3uiBTyY?FPchEyEito-sm82myc57g19Rdl5BwHLD2uug5QVZFefCrcBONyzjDy ® k& FiYJd7RtG -Verify dcsryrr pararyl,,;trr s and READ N't±i W ON MIS AND [A—ULU i .W.MK T EFER %WE PAGE IAITI-7473.6P.FYM, CORP. Design valid for use only with M7ek connectors. This design is based only upon parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the t�{{ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi !T ek- fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 77T/ Greenback Lane, Suite 109 Safety InformaBon available from Truss Plate Institute, 781 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, Lane, Su ff5auitBrn: Fine$SPj':vanteri;,gs.�smed th-a design vaLues art•`.boss eYe:ti 06/02f2DI3 hyAtSG Job Truss Truss Type Ply santema 2624 e �Qtly R40054884 2624 B T5B Common Truss 3 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:23:45 2013 Page 1 ID: pM Wm iiU9y3uiBTyY?fPchEyEito-sm82myc57g 19Rdl5B W HLD2ut05RxZJTfCrcBONyzj Dy 5-5-12 I 10-8-0 15-10-6 I 21-4-0 SS'10 5-2-6 52-6 5-5-10 Scale = 1:35.8 4x6 = 4n 0 316 = 5x8 = 3x4 = 3x6 = LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TPI2007 CSI TC 0.34 BC 0.83 WB 0.23 (Matrix) DEFL in Vert(LL) -0.23 Vert(TL) -0.46 Horz(TL) 0.08 Wtnd(LL) 0.05 (loc) I/deft Ud 6-7 >999 480 6-7 >546 240 5 n/a n/a 6 >999 240 PLATES GRIP MT20 220/195 Weight: 80 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF N0.1&Btf G TOP CHORD Structural wood sheathing directly applied or4-1-11 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installaligli ge REACTIONS (lb/size) 1=926/0-5-8 (min. 0-1-8), 5=926/Mechanical Max Harz 1=-31(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2212/85, 2-3=-1970/69, 3-4=-1998/69, 4-5=-2254/86 BOT CHORD 1-8=-46/2049, 7-8=-46/2049, 7-9=-6/1392, 6-9=-6/1392, 6-10=-48/2095, 5-10=-48/2095 WEBS 3-6=0/733, 4-6=-396/92, 3-7=0/707, 2-7=-370/90 "OTES I Unbalanced roof live loads have been considered for this design. I Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=6.Opsf; h=12ft; Cal. II; Exp C; enclosed; MWFRS (low-rise) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard O, R? ESS/0;y9 eti o sooty pZ ti �F �p v C 074486 rn *` EE 12ti 1 93 �* sT� OF July 10,2013 ® IYYAit A x - verify d sign paranmterm =d READ l4RY= OM THIS AND MCL-UDED flfiT`8K PEFE'R E PAG91*91-74ri BFXGRR LOSE Design valid for use only with M7ek connectors. This design's based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek" erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI BuOding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 if Seurharn. FfneWjtumbe. is �Tsecifed, rssede;9gn. vafvw are?'nasm of m-we 0Sf011 D13 by:A15C Job Truss Truss Type Oty Ply Santerta 2624 B R40054885 2624_B TSC FINK 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:23:47 2013 Page 1 ID:pMWmiiU9y3uiBTyY?fPchEyEito-p8GoBedMBYtgxSUILKpIT Dw8c1D1yg9514FyzjDw 55-10 10-8-0 15-10-6 21-4-0 5-5-10 5-2-6 5-2-6 55-10 Scale = 1:35.7 4x6 = 3x6 = 5x8 = 3x4 = 3x6 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.33 Vert(LL) -0.23 6-7 >999 480 TCDL 14.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.46 6-7 >545 240 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(TL) 0.08 5 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.04 7 >999 240 LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G REACTIONS (lb/size) 1=92610-3-8 (min. 0-1-8), 5=926/0-3-8 (min. 0-1-8) Max Harz 1=-34(LC 6) PLATES GRIP MT20 220/195 Weight: 80 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer I sal 'o Ad FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2233/0, 2-3=-1984/0, 3-4=-1984/0, 4-5=-2233/0 BOT CHORD 1-8=0/2072, 7-8=0/2072, 7-9=0/1392, 6-9=0/1392, 6-10=0/2072, 5-10=012072 WEBS 2-7=-383/69, 3-7=0/720, 3-6=0/720, 4-6=-383/69 ' IOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard gpFESStp oa SooNo�F� CI t7\ y cvd LU C 074486 If T�--12 -31-13 /yF July 10,2013 ® G9 P2APNG - Verir�r design parmrn&erss mxd READ ArO i W ON IVIS AND 1Nr?,S3DM. 'z K P'"PJLr`eXS PACE 1-74Td-f3M)F!R LASE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an indvidual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown MR is for lateral support of individual web members any. Additional temporary bracing to insure stability during construction B the responsibillity of the g�{� '{ erector. Additional permanent bracing of the overall structure a the responsibility of the building designer. For general guidance regarding Welk' elk' fabrication, quality control, storage, delivery, erection and bracing, consuff ANSI/TPII Quarify Criteria, DSB-89 and BCSI Bullding Component 7777 Greenback Lane, Suite 109 Solely Information available from Truss Plate Institute, 781 N. Lee Street. SUlte 312, Alexandria, VA 22314. - Citrus Heights, CA, 95610 f$OL't'tarE).. 9n£{ 3umi:er152jSE£.:f1EE'S:'the design Values-6 thc,;s e14e_trz 1XICI.,k 1.3 by ALSO Job Truss Truss Type oty Ply Banters 2624 e R40054886 2624 6 TSD Common Truss 1 1 Job eference (optional BMC, Indio, CA - 92203 - 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:23:47 2D13 Page 1 ID:pMWmiiU9y3uiBTyY?fPchEyEito-pBGoBedMFlYtgxSUILKpIT DZvBb1D7yg9514FyzjDw 5.7-8 10.8-0 15-8-8 21-4-0 5-7-8 5-0.8 5-0-8 5-7-8 Scale = 1:35.6 4x6 = 4x4 = 5x8 = 3x4 = 4x4 = 7-1-7 14-2-9 21-4-0 7-1-7 7-1-2 7-1-7 Hate Offsets (X,Y): I1:0-3-9,Edae1. I5:0-3-9.Edgel, I7:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) -0.21 6-7 >999 480 MT20 2201195 TCDL 14.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.42 6-7 >591 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.22 Horz(fL) 0.07 5 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix) Wind(LL) 0.04 7 >999 240 Weight: 80 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF N0.1&Btr G TOP CHORD BOT CHORD 2x4 DF No.1&Btr G BOT CHORD WEBS 2x4 DF Stud G REACTIONS (lb/size) 1=918/0-5-8 (min. 0-1 -8). 5=918/0-5-8 (min.0-1-8) Max Horz 1=34(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2c-2174/0, 2-3=-1937/0, 3-4=-1937/0, 4-5=-2174/0 BOT CHORD 1-8=0/2012, 7-8=0/2012, 7-9=0/1368, 6-9=0/1368, 6-10=0/2012, 5-10=0/2012 WEBS 3-6=0/700, 4-6=-369/68, 3-7=0/700, 2-7=-369/68 Structural wood sheathing directly applied or 4-2-10 oc purtins Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. MOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.O1b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard �,gpFESS1pN SOON LU U C 074486 r ,t� E�"�1t23113 /* �OF July 10,2013 ® l BRING - Verify design rsaraiii a xa READ l riTs& ON 3 }37s AM INC& =ED TSK P"RPMCE PACE MI US& Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Nil' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quanty Cri effa, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Informa8on available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 96610 if SouKL',ent PinetSPI iurr••ber isspetffied, ti�edeaia wlues arrstha rf..etive 06/011201.3 byA SC Job Truss Truss Type Qty Ply Santana 2624 B R40054887 2624_13 TSE Common Truss 3 1 Job Reference (optional) BMC, Indio, CA- 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:23:48 2013 Page 1 ID:pMWmiiU9y3ui8TyY?fPchEyEito-HLpAPze Qbgk151gs32rhWPcJUzmfP5upgrchyzjDv -1-0-0 5-7-8 10-8-0 15-8.8 21-4-0 zz-4-0 1-0-0 5-7-8 5-0-8 5-0-8 5-7-8 Scale = 1:38.6 4x6 3x6 = Sx8 = 3x4 = 3x6 = 7-1-7 14-2-9 214-0 7-1-7 7-1-2 7.1-7 Plate Offsets (X,Y): f2:0-1-5,Edgel, I6:0-1-5,Edoel, f9:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.32 Vert(LL) -0.21 8-9 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.81 Vert(TL) -0.43 8-9 >588 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.21 Horz(TL) 0.07 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.04 8-9 >999 240 Weight: 83 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-3-8 oc puriins. BOT CHORD 2x4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [InsIgliation uide REACTIONS (lb/size) 2=1005/0-5-8 (min. 0-1-8), 6=1005/0-5-8 (min. 0-1-8) Max Horz 2=44(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2153/0, 3-4=-1908/0, 4-5=-1908/0, 5-6=-2153/0 BOT CHORD 2-10=0/1979, 9-10=011979, 9-11=0/1353, 8-11=0/1353, 8-12=0/1979, 6-12=0/1979 WEBS 4-8=0/693, 5-8=-360/65, 4-9=0/693, 3-9=-360/65 ' IOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard SooCO % o�F 2� rn LU UDC 074486 ne rn E,'ii-31-13 )* M�OF July 10,2013 A w—imw, -verify aee-,* P—amet,, s a,7d Pm,AD M)7ONTHIS AND INi;f, ilf ED 99 EK PSYRREAME PACE P91-747J 90,PORBOSE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for on individual building component. �f Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the p � e = erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding EYB fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. lee Street, Suite 312, Alexandria, VA 22314. if Southern. Phase 13P) lumber is 3Pecifled„-ta=_ design values arethwA effe_lrue %/O>/'+-01.3 byAtSC Citrus Heights. CA, 95610 Job Truss Truss Type Qty Ply Santana 2624e R40054688 2624_B TSF Common Truss 1 1 Job Reference optional) �1 0 1-0-0 ' 5-9-1 may m a.cs.ao cues rage i ID:pMWniiU9y3uiBTyY?fPchEyE to-HLpAPze_Qbgkl5l gs32rhWOHJTSmfY5upgrchyzjDv 4-10-15 4-10-15 416 = 4 5-9-1 . 1-0-0 Scale = 1:38.6 3x6 = 5x8 = 3x4 = 3x6 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) -0.18 2-9 >999 480 TCDL 14.0 Lumber Increase 1.25 BC 0.84 Vert(TL) 0.40 2-9 >633 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.20 Horz(TL) 0.07 6 n/a n/a BCDL. 10.0 Code IBC2009/TP12007 (Matrix) Wnd(LL) 0.04 9 >999 240 LUMBER BRACING TOP CHORD 2x4 DF No.t&Btr G TOP CHORD BOT CHORD 2x4 DF No.1&Btr G BOT CHORD WEBS 2x4 DF Stud G REACTIONS (lb/size) 2=1005/0-5-8 (min. 0-1-8), 6=1005/0-5-8 (min. 0-1-8) Max Harz 2=44(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2136/0, 3-4=-1873/0, 4-5=-1873/0, 5-6=-2136/0 BOT CHORD 2-10=0/1963, 9-10=0/1963, 9-11=0/1353, 8-11=011353, 8-12=0/1963, 6-12=0/1963 WEBS 4-8=0/665, 5-8=-371/64, 4-9=0/665, 3-9=-371/64 PLATES GRIP MT20 220/195 Weight: 83 lb FT = 20% Structural wood sheathing directly applied or 4-3-4 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES I Unbalanced roof live loads have been considered for this design. I Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard ,�OF ESS/p 500/V 0F� LU v C 074486 rn *� I I '31 13 /* OF July 10,2013 ® rRAR NG - verify cdcsig- P—mme— —,-t &AD hFaM; ON TVIS AM 1Nr1 iti EV.Rf&7TX P.%�.r RR? E PAW PPTd-7,477 t3EMPi B M& Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. f Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the ss erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality CMeria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 1fSaurxtxam a;r 'usiy}?urnba. ,ec Fiedr aes; n,rasuss are Th, a , ;J&ftFg;/z l3 by ALSO Job Truss Truss Type Qty Ply santera 2624 e R40054889� 2624_B T5G Common Truss 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 is May 10 2013 MTek Industries, Inc. Tue Jul 09 18:23:49 2013 Page 1 ID:pM WmiiU9y3uiBTyY?fPchEyEko-lXNYcJfcBvpbwFdQmMHOu3aW gRV6dE7TaO98yzjDu -1-40 5-510 10.8.0 15-10-6 214-0 22-4-0 1-0-0 5-5-10 5-2-6 5-2-6 5-5-10 1-0-0 Scale = 1:38.6 4x6 = 3x6 = 5x8 = 3x4 = 3x6 = I 7-i 7-00-0-0 144-0 7315 21-4-0 7-0-0 Hate Offsets (X,Y): 12:0-1-5.Edge1. f6:0-1-5 Edgel, f9:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) -0.22 8-9 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.80 Vert(TL) -0.46 8-9 >547 240 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(TL) 0.07 6 n/a n/a BCDL 10.0 Code IBC2009frP12007 (Matrix) Wind(ILL) 0.04 8-9 >999 240 Weight: 83 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&BtrG TOP CHORD BOT CHORD 2x4 DF No.1&Btr G BOT CHORD WEBS 2x4 OF Stud G REACTIONS (lb/size) 2=1005/0-5-8 (min. 0-1-8), 6=1005/0-5-8 (min. 0-1-8) Max Harz 2=44(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2169/0, 3-4=-.1919/0, 4-5=-1919/0, 5-6=-2169/0 BOT CHORD 2-10=0/1995, 9-10=0/1995, 9-11=0/1355, 8-11=0/1355, 8-12=0/1995, 6-12=0/1995 WEBS I 4-8=0/702, 5-8=-360/66, 4-9=0l702, 3-9=-360/66 Structural wood sheathing directly applied or 4-3-13 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide MOTES ) Unbalanced roof live loads have been considered for this design. I Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard QgOFESSI SOON 0 COD LIJ C 074486 rn *� 2731-13 J* �FOF July 10,2013 ® iffiist KNO - Verify desix. cur amete" a 1d F SAD NOS ON THIS AND TNrb tZ1U) AUTEK PEFEREENCE PAGE P91-741 id .I39 RE itw & Design valid for use only with Mfrek connectors. This design is based only upon parameters shown and B for an individual building component. �p Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the R �� k*. erector. AddiBVl tional permanent brocing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Suite 109 S 7777 Greenback Lane, Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, Lane, IfSauthzsn Fine :4ie-- tSP) Ivmbe isisri-cd,�t-,davgri valuers are those e�a+sisre i�¢E§>J2F38.3 byALSC'95610 Job Truss Truss Type Qty Ply Santena 2624_B R40054890 2624 B T5H Common Truss 1 1 Job Reference o tional BMC, Indio, CA - 92203 7.420 s May 10 2013 M7ek Intlustries, Inc. Tue Jul 09 18:23A9 2013 Page 1 I D: pM Wm iiU9y3uiBTyY?fPchEyEfto-lXNYcJfcBvpbwFctOmM HOu3X?jpXV6fE7TaO98yzj Du 1 1-0-0 1 5-9-1 10-8-0 1 14.10.15 1 21-4-0 122-4A 1.0-0 5.9.1 4-10-15 42-15 6-5-1 1-0-0 Scale = 1:38.6 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 4x4 = 4x6 = 5x8 = 3x4 = 4x6 = LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TP12007 CSI TC 0.47 BC 0.85 WB 0.21 (Matrix) DEFL in (loc) I/defl Lid Vert(LL) -0.19 6-8 >999 480 Vert(TL) -0.41 6-8 >610 240 Horz(TL) 0.07 6 n/a n/a Wind(LL) 0.06 6-8 >999 240 PLATES GRIP MT20 220/195 Weight: 83 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-2-6 oc purlins. BOT CHORD 2x4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-5-6 oc bracing. WEBS 2x4 OF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Insiallalign ge REACTIONS (lb/size) 2=1005/0-5-8 (min. 0-1-8), 6=1005/0-5-8 (min. 0-1-8) Max Horz 2=44(LC 13) Max Uplift2=-406(LC 9), 6=-406(LC 12) Max Grav 2=1430(LC 8), 6=1430(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3409/1141, 3-4=-2476/480, 4-5=-2430/408, 5-6=-3367/1140 BOT CHORD 2-10=-1083/3079, 9-10=-663/2743, 9-11=-261/1728, 8-11=-263/1730, 8-12=-630/2696, 6-12=-1049/3032 NEBS 4-8=0/693, 5-8=-366/73, 4-9=0/667, 3-9=-390/80 I .COTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=406, 6=406. O�ESS) yk2 {}N 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the S00`1 Bottom Chord, nonconcurrent with any other live loads.{U4� 8) This truss has-been designed for a total drag load 2500 lb. Lumber DOL=(1.33) Plate ©� D of grip DOL=(1.33) Connect truss to resist drag CO loads along bottom chord from 0-0-0 to 21-4-0 for 117.2 plf. � V m 074486 X) LOAD CASE(S) Standard IX E 12-31-13 * �T�lFOF L1F��\P July 10,2013 ® WARM Verify d6saran parameters and RtaAD NO°7FS ON THIS AM d9LR;r CIDER IQTSK fl. EFE`RB fi PAGE Ml-7473 BARE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the A erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek fabrication, quality control, storage- delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and BCSI BuBding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 3f Saudi ern. ➢ine gsp} luamhe:r 1s �slfied,, the J.eiiV vatuss are those eft:tiue OGfif?/2R/d:3 by ALSG Job Truss Truss Type Qty Ply Santera 2624B R40054891 2624_B T51 Special Truss 6 1 Job Reference o bona BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:23:51 2013 Page 1 ID:pMWmiiU9y3uiBTyY?fPchEyE to-hwVJ1?gsjW319YIFXBOITJ8vFWU1zOFXbn3VDOyzjDs •1.0.0I 5-9-1 148-0 F 15-6-15 21-4-0 1-0-0 5-9-1411:15 4-10-15 5-9-1 Scale = 1:39.0 4x6 = N d7 M � th -1 l7 O O O 3x6 = 5x8 = 3x4 = 3x6 = 7-4-11 13.11-5 21-4-0 74-11 6-13-9 7-4-11 Plate Offsets (X.Y): f2:0-1-1.Edgel, f6:0-1-1.Ednel, f8:0-4-0.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) -0.18 6-7 >999 480 MT20 2201195 TCDL 14.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -0.40 6-7 >619 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.21 Horz(TL) 0.07 6 n/a n/a BCDL 10.0 Code IBC2009ITP12007 (Matrix) Wind(LL) 0.05 7 >999 240 Weight: 81 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-2-6 oc purlins. BOT CHORD 2x4 DF N0.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing [Inslaillalign be installed during truss erection, in accordance with Stabilizer uide. REACTIONS (lb/size) 6=916/0-5-8 (min. 0-1-8), 2=1008/0-5-8 (min. 0-1-8) Max Horz 2=42(LC 6) Max Uplift2=-7(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2144/69, 3-4=-1881/55, 4-5=-1894/65, 5-6=-2148/82 BOT CHORD 2-9=-28/1970,8-9=-28/1970, 8-10=0/1361,7-10=0/1361,7-11=-41/1988, 6-11=-41/1988 WEBS 4-7=0/672, 5-7=-380/89, 4-8=0/664, 3-8=-371/82 'OTES Unbalanced roof live loads have been considered for this design. �) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=6.Opsf; h=12ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 6. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the �1=Ssj Bottom Chord, nonconcurrent with any other live loads. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 500 � LOAD CASE(S) Standard /L G� LU C 074486 rn * E 12-31-13 July 10,2013 ® WAWIN x - Verify desipn garrzrrxclzrss mzd RMD N07ssv'` ON. 7AIS AM 1NCLZVM) M IT Ri t-ENU PAGE I-7473 BEFORECAM Design valid for use only with MTek connectors. This design 6 based only upon parameters shown, and is for an individual building component. f Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stabifty during construction is the responsibillity of the A �wtj( I _- erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding iYi fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI BuBding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 .fsctmt m. Pinelspl':umtte-ritsgsec�ed, the design uatvesxrE Yho4e er—v—v 05{£I3f2i?8.3 bVAISL' 9 Truss Truss Type Qty Ply Santena 2624 BR40054692 kJob 24_B T5J Hip Truss 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:23:52 2013 Page 1 I D: pM Wm iiU9y3uiBTyY?fPchEyEito-963h ELhU UgB9niKS5uv_?Xh59wueiSEhpRo2mTyzjDr -1.0.0 5-5-1 10.0.0 11-4-0 I 15-10-15 + 21-4-0 1-0.0 5-5-1 4�r15 1-4-0 4.615 5-5-1 Scale = 1:40.3 4x4 = 4x6 = 4= .< 4x4 x4 = 2x4 II 6x12 W8 = 3x4 = - 2x4 I 15.10-15 21-4.0I1 $ ,I 4 415.5-1 55-5.1 5.51 Plate Offsets (X.Y): f5:0-2-8,0-0-121 f10:0-3-0,0.3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.28 Vert(LL) -0.08 8-9 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.64 Vert(TL) -0.26 8-9 >982 240 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(TL) 0.08 7 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix) Wind(LL) 0.05 9 >999 240 Weight: 92 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-2-11 oc puffins, except BOT CHORD 2x4 OF No. 1&Btr G 2-0-0 oc purlins (5-4-11 max.): 4-5. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 7=916/0-5-8 (min. 0-1-8), 2=1008/0-5-8 (min. 0-1-8) Max Horz 2=40(LC 6) Max Uplift2=-9(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2200/51, 3-4=-1614/72, 4-5=-1477/81, 5-6=-1611773, 6-7=-2225/68 BOT CHORD 2-13=-14/2023, 12-13=-14/2023, 12-14=-14/2023, 1.1-14=-14/2023, 10-11=0/1472, 10-15=0/1472, 9-15=0/1472, 9-16=-32/2049, 8-16=-32/2049, 8-17=-32/2049, 7-17=-32/2049 (EBS 3-11=-646/22, 4-11=0/299, 5-9=0/460, 6-9=-662/41, 3-12=0/344, 6-8=0/349 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=6.Opsf; h=13ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. p()FESSj0 6) A plate rating reduction of 20% has been applied for the green lumber members. Qt 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. ��© CJOC) 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 7. 9) This truss has been designed for a moving concentrated load of 250.O1b live located at all mid panels and at all panel points along the CO Bottom Chord, nonconcurrent with any other live loads. t 0 (Tl 10) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. LU C 07448 rn 11) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard * 12-31 13 c3'N \ gTFOF July 10,2013 AWAPMM-VersfNd siynParamsteramxc€i'FiAd7lyi%?Yi ON7W.YH P.>' ERSWEPgG£7+ I 74n BUMRE tAM Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respomibillity of the . MBTek- erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consuh ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Sheet, Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 <fSoutrisrm PinetV)h=bes is;grec. ea.& ti:e.dersigm v Iuw wethaze tive, ObJif11201.3 byAI.SC Job Truss Truss Type Ply santerra 2624B �Qty R40054893 2624 B T5K Hip Truss 1 2 Job Reference o tional BMC, Indio, CA - 92203 7,420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:23:54 2013 Page 1 I D:pM Wm iiU9y3ui8TyY?fPchEyEdo-6UB Rflj I?RRt000gDJyS5ymO7kWCALI_HkH9gLyzj Dp -1-0-0 4S1 B-0-0 13-4-0 16-10-15 21-4-0 1-0-0 4-11 3$15 54-0 3.6.15 4S1 Scale = 1:40.1 6x8 = NAILED NAILED NAILED Special 445 = ° 3x10 3x10 = = 2x4 II 7x10 = JL26 JL26 6x8 = 2x4 II HJC26 HJC26 i 4S1 B-0-0 - 13-4.0 16-10.15 ' 4-51 3-6-15 5.4-0 3.6-15 4-51 Plate Offsets (X.Y): 19:0-4-0.D-4-81. 110:D-4-8.0-4-81 LOADING (psf) SPACING 2-D-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) -0.23 9-10 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.89 Vert(TL) -0.45 9-10 >563 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.35 Horz(TL) 0.10 7 n/a n/a BCDL 10.0 Code IBC2009ffP12007 (Matrix) Wind(LL) 0.03 10 >999 240 Weight: 210 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-8-10 oc purfins, except BOT CHORD 2x6 DF No.2 G 2-0-0 oc puffins (4-8-12 max.): 4-5. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 7=191910-5-8 (min. 0-1-9), 2=1999/0-5-8 (min. 0-1-9) Max Horz 2=37(LC 5) Max Grav 7=2934(LC 21), 2=2946(LC 16) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-8155/0, 3-4=-8559/0, 4-12=-8111/0, 12-13=-8111/0, 5-13=-8111/0, 5-6=-8634/0, 6-7=-8246/0 BOT CHORD 2-14=Of7699, 11-14=0f7699, 11-15=0f7699, 10-15=Of7699, 10-16=0/8167, 16-17=0/8167, 17-18=0/8167,9-18=0/8167,9-19=Of7786,8-19=0f7786,8-20=0f7786,7-20=0/7786 WEBS 3-11=-297/14, 3-10=0/682, 4-10=012276, 4-9=-266/146, 5-9=0/2187, 6-9=0/667, 6-8=-296/18 COTES 1) 2-ply truss to be connected together with IDd (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 10-4 2x4 - 1 row at 0-5-0 oc, member 9-5 2x4 - 1 row at 0-6-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=6.Opsf; h=12ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom,chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 7. 10) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 12) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 13) Use USP HJC26 (With 16d nails into Girder & 10d nails into Truss) or equivalent spaced at 5-3-4 oc max. starting at 8-0-6 from the left end to 13-3-10 to connect truss(es) JD (1 ply 2x4 DF), CJSA (1 ply 2x4 DF), JD (1 ply 2x4 DF), CJSA (1 ply 2x4 DF) to front face of bottom chord. 14) Use USP JL26 (With 10d nails into Girder & NASID nails into Truss) or equivalent spaced at 1-2-8 oc max. starting at 10-0-12 from the QgRf�F ESStp�� cJQ{}Jt/ 02��c i LU C 074486 rn * EXF,12 31 93 OFC it i in Ong COntkA81 16A 1 21 to connect truss(es) JD (1 ply 2x4 DF) to front face of bottom chord. 7 ' ® LSrPslilddlaa - Vct,4g dewy} parameers and READ 1br{)7W ON 7WJS AM i'Xt'd IMM AVIMK PBFER-r4XE PAGE A91-7473 BEk`LRF USF, Design valid for use only with MTek connectors. This design B based only upon parameters shown, and is for an individual building component. Applicability of design parameters and.proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Mi%k- erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consuti ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 ff sour;,=rn pease'lSPI ?umber is'Pecifie3: tir_ J.e4 gas values are tha;e e�e=tiwe 0 of f.2013 byA1SC i0 Job Truss Truss Type Qty Ply Santena2624_e R40054893 2624_B T5K Hip Truss 1 Job Reference o tional .4- 5 may 10 [U- Mi l ex inousines, inc. rue Jul uv ia:z3:54 zu13 Page z ID:pM WmiiU9y3uiBTyY?fPchEyERo-6UBRfljl?RRt000gDJyS5ymQ7kWCALI_HkH9gLyzjDp NOTES 15) Fill all nail holes where hanger is in contact with lumber. 16) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 141 lb down and 18 lb up at such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-68, 4-5=-68, 5-7=-68, 2-7=-20 Concentrated Loads (lb) Vert: 4=-93(F) 5=-101(F) 10=-711(F) 9=-711(F) 12=-93(F) 13=-93(F) 16=-96(F) 18=-96(F) 13-4-0 on top chord. The design/selection of ® WA NG - Verify d tyre _e>rtraxnefzrox mrd P.64D NO78s"19 ON IMS AJW fldi;I,=19) A2 WK £".g FPJZPKE PACE Pffr-74n BUM E7 (AM Design valid for use only with Mgek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respors ibillity of the ` ■ i�^ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding �1�jf k( fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/IPI1 Quality Crtferia, DSB-89 and BCSI BuBding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. lfsrurissm plus IV] iumbe is spaxflieei,, thede81gn tti3.,. are Yhme eft _-live M/01j.u33.3 by A15c Citrus Heights, CA, 95610 Job Truss Truss Type Ply Santena 2624 B jQtY R40054694 2624_8 T6A GABLE 1 1 Job Reference (optional) am-, Inmo, uA - azeua 7.420 s May 10 2013 MTek Industries, Inc. Wed Jul 10 09:29:32 2013 Page 1 ID:pMWmiiU9y3uiBTyY?fPchEyEito-qX34w8UahvSt5h7EvlkDUpUm?3Sgd2fgwr7Uj WyzUCH 10.0 5-4-0 9-10-0 14-4-0 19-M 20-8-0 1-0-0 5-4-0 4-6-0 l 4_'r0 5-4-0 +1.0-0 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT 4x4 11 LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 4x6 - 17 .., ,.. ,� 12 4x4-11 416 = 5x$ = 3x4 = 4x6 = 4x4 II Scale = 1:39.6 5-" 9-10-0 14-4-0 19-M 5.4-0 4.6.0 4.6-0 5.4-0 Plate Offsets (X,Y): f3:0-3-O.Edgel. f6:0.2-0,0-2-01 19:0.3-0 Edgel f12:Edge.0.3-91. f15:0-2-8 0.3-01, f20:0.1-15 0.1-01 f23:0-1-15 0.1-01 f32 0.1-15 0-1-01 I35 0-1-15 0-1-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) -0.06 16-17 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.41 Vert(TL) -0.10 16-17 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.44 Horz(TL) 0.02 12 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Wind(LL) 0.02 15-16 >999 240 Weight: 176 lb FT = 20 % LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G `Except' TOP CHORD Structural wood sheathing directly applied or 5-3-7 oc purlins, 3-6,6-9: 2x6 DF No.2 G except end verticals. BOT CHORD 2x4 OF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF Stud G MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 OF Stud G be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 17=960/0-5-8 (min. 0-1-8), 12=961/0.5-8 (min. 0-1-8) Max Horz 17=-39(LC 15) Max Uplift 17=-375(LC 9), 12=-375(LC 12) Max Grav 17=1351(LC 8), 12=1351(LC 7) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1545/494, 3-4=-1253/441, 4-5=-1303/320, 5-6=-917/94, 6-7=-917/92, 7-8=-1301/313, 8-9=-1253/441, 9-10=-1546/495, 2-17=-1289/399, 10-12=-1289/399 ? CHORD 16-46=-397/457,16-47=-61/1058,15-47=-94/1061,15-48=0/902,14"-48=0/912, 14-49=-106/1051,13-49=-84/1059,13-50=-389/427 CBS 8-14=-481/348,8-13=-578/292,4-15=-488/349,4-16=-576/292,2-16=-510/1537, 10-13=-510/1537, 5-15=-139/316, 7-14=-144/315 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/rPI 1. OFESsj 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. O� Qjt/9 soo truss 6) This ss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. V 7) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide Dl OO �1_ 0- c j V G) Z- will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) A plate rating reduction of 20% has been applied for the green lumber members. lu C 074486 rn 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 17=375, 12=375. EX 12-31-13 10) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 19-8-0 for 76.3 plf. FOFG 12) No notches allowed in overhang and 10000 from left end and 10000 from right end or 12" along rake from start, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. July 10,2013 u^rx � ldrsig. Paramufe" C dPIaAD Mn'F. 01P THIS AM Ili'i;(,fiiiW 1kli.T`3t3K Pc,7^':F.R£ E PAGE Iffl 7473.R£;MRS [WX. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. f Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the �hL Ag erector. Additional permanent bracing of the overall structure is the responsibility of the buildng designer. For general guidance regarding Mi t'y ek` fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIt Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 ifsou'tham pnE>asp)'1iTdTb2 riFsatffiev4:-F;'i=--.; 25', ii.'+fi1We5 ,a Those ef'@ctwS �1D1f$`1vi:3 b*f, tSC Job Truss Truss Type Oty Ply Santana 2624_B R40054895 2624 B T6B Common Truss 3 1 Job Reference o tional BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Toe Jul 09 18:23:56 2013 Page 1 ID:pM WniiU9y3uiBTyY?fPchEyEito-2tlC4jk?X3hbFJeDKk_wANseaXFMe9kGk2mGvEyzjDn 1-0.0 5-D-13 9.10.0 14-7-4 19-8-0 20.8A 1~0.0 5A13 49-4 4-9.3 5.0.12 44 = bxti — 3x4 = 545 = Scale = 1:39.3 6-7-14 13.0-2 19-8.0 6-7.14 - 6-4-5 6-7-14 Plate Offsets (X.Y): 110:0.4-0.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.89 Vert(LL) -0.14 9-10 >999 480 MT20 220/195 TCDL - 14.0 Lumber Increase 1.25 BC 0.65 Vert(TL) -0.22 9-10 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.77 Horz(TL) 0.03 8 n/a n/a BCDL 15.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.01 9-10 >999 240 Weight: 109 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF N0.1&Btr G TOP CHORD BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 OF Stud G BOT CHORD REACTIONS (lb/size) 11=1067/0-5-8 (min. 0-1-8), 8=1067/0-5-8 (min. 0-1-8) Max Horz 11=-43(LC 6) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1059/0, 4-5= 11059/0, 2-11=-272/63, 6-8=-272/63 BOT CHORD 11-12=0/921, 10-12=0/921, 10-13=0/871, 13-14=0/871, 14-15=0/871, 9-15=0/871, 9-16=0/921, 8-16=0/921 " EBS 4-9=-7/311, 4-10=-7/311, 3-1 1=-1 105/0, 5-8=-1105/0 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. DTES Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 15.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard V?,0FESS/p ��4w oo sooty oF� U C 074486 m *� �j�2-31-13 �* \\ F July 10,2013 ® INAWING - Vre ify design m-awlens ars.z RMD MnW ON TWIS AND W,&ZJD.W i#f€l= PZIPI iEM PACE Mr- 74Td BEFORE W)£? Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the �{ ��`f erector. Additional permanent brocing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi Ige,. it fabrication, quality control, storage, delivery, erection and brocing, consult ANSI/TPII Quality CrBeria, DSB-89 and BCSI Building Component - 7777 Greenback Lane, Suite 109 Safely Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. €soui?+rn Fnetspijtumbrisspac£efi Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Santerra 2624e R40054886 2624 B T6Bx Common Truss 1 1 Job Refere ce (optional) ume, Indio, cA- BZZu3 7.420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:23:57 2013 Page 1 I D:pM Wm iiU9y3uiBTyY?fPchEyE ko-W3saH21dlMpStTDPuSV9iaOgxbLNhrQziwpRgyzjDm I-1-0-0 , - SO-13 9-10 0 14-7-4 19-8-0 )20-8-0 1-0-0 SO.13 4-90 4-9-3 _ 5.0.12 1.0.0 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE 44 = Scale=1:39.3 SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 5x6 = 3x4 = LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TPI2007 CSI TC 0.81 BC 0.60 WB 0.39 (Matrix) DEFL in Vert(LL) -0.14 Vert(TL) -0.20 Horz(TL) 0.03 Wind(LL) 0.01 (loc) I/deft L/d 9-10 >999 480 9-10 >999 240 8 n/a n/a 9-10 >999 240 PLATES GRIP MT20 220/195 Weight: 109 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except BOT CHORD 2x4 DF No. 1&Btr G end verticals. WEBS 2x4 OF Stud G BOT CHORD Rigid ceiling directly applied or 9-7-12 oc bracing. WEBS 1 Row at midpt 3-11, 5-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 11=970/0-5-8 (min. 0-1-8), 8=970/0-5-8 (min. 0-1-8) Max Horz 11=-43(LC 15) Max Uplift 11=-413(LC 9), 8=-413(LC 12) Max Grav 11=1400(LC 8), 8=1400(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-401/438, 34=-12061224, 4-5=-1206/224, 5-6=-401/438, 2-11=-273RO, 6-8=-273/70 OT CHORD 11-12=-457/1353, 10-12=-209/906, 10-13=-180/1032, 13-14=0/792, 14-15=0/792, 9-15=-180/1032, 9-16=-231/906, 8.16=-479/1353 WEBS 4-9=-271/469, 5-9=-252/390, 4-10=-270/469, 3-10=-252/390, 3-11=-1671/612, 5-8=-1671 /612 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (law -rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 11=413, 8=413. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 19-8-0 for 76.3 plf. LOAD CASE(S) Standard QgpFESS/p 500� ��• 2 LU U C 074486 � * E 12731-13 sTgr'EOF C July 10,2013 ® iA Af WN'G Verify d-sitpx g3arant ters; dnd RFuiB) MOM ON 37J S AND I#TrIA)V ED RUI X P.&.�F'ZR .t' PAGE P91-747i3 t3 M)RE IkSZ Design valid for use only with MOek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsibill'rty, of the IYII !e erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ! fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312 Alexandria, VA 22314. Citrus Heights, CA, 95610 IfSouthem PiiJee=. SPJ lumbis: specified, Me design ua.lues axethasa z1fe rtive DS/0_J2121.3 t V A35£' Truss Truss Type Qty Ply B Santerra 2624_R40054897 kJob 24 B T6C Common Truss 2 1 Job Reference (optional) BMC, Indio, CA - 92203 7,420 s May 10 2013 M7ek Intlustries, Inc. Tue Jul 09 18:23:58 2013 Page 1 ID:pM WmiiU9y3uiBTyY?fPchEyEito-_GQyVOmF3gxJVdobS90OFox?SLxa64DZCMFNz6yzjDl 5.0-13 9.10.0 i 14-7-4 19-8-0 20.8-0 1-0-0 5-0-13 4.14 4-9-3 5.0.12 1-0.0 t 4x4 = SX6 — 3x4 = 44 = i 6-7.14 c30.c 19-8-0 Scale = 1:39.3 LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TPI2007 CSI TC 0.81 BC 0.60 WB 0.70 (Matrix) DEFL in Vert(LL) -0.14 Vert(TL) -0.20 Horz(TL) 0.03 Wind(LL) 0.01 (loc) I/deft Ud- 9-10 >999 480 9-10 >999 240 8 n/a n/a 9-10 >999 240 PLATES GRIP MT20 220/195 Weight: 109 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF N0.18Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.18Btr G end verticals. WEBS 2x4 OF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Ins allation uide. REACTIONS (lb/size) 11=970/0-5-8 (min. 0-1-8), 8=970/Mechanical Max Harz 11=-43(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-955/0, 4-5=-955/0, 2-11=-266/63, 6-8=-266/63 BOT CHORD 11-12=0/836, 10-12=0/836, 10-13=0/790, 13-14=0l790, 14-15=0/790, 9-15=0/790, 9-16=01836, 8-16=0/836 "JEBS 4-9=-7/274, 4-10=-7/274, 3-11=-1012/0, 5-8=-1012/0 TOTES .) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the pFESSj Bottom Chord, nonconcurrent with any other live loads. �?, tO LOAD CASE(S) Standard �Q Q� S00'i 0lF', LU v C 074486 rn * P 231-13 �.FOF C July 10,2013 k WA NO - Verify de. ssx,7sz eaarzvnet xs mad PRAD hTnW ON TRIS AATdiit 1l!rLUDM.1ffMK dP.>F ERSWE F ,33F ff1-74n ,BFFXN1&' 0&a -- Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. f Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown '{e is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the DelR �� ! erector. Addfonal permanent bracing of the overall structure Is the responsibility of the buldng designer. For general guidance regardiY� ng fabrication, quality control, storage, delivery, erection and bracing, consuh ANSIJTPII Quality Criteria, DSB-89 and BCSI BuOding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 lfS,out-,arn Pine1SP3 lumbe,sis=ezffied.,'thm elesimn values are thole _..ttWe 0&fOli.f2<31:3 tv A25C' Job Truss Truss Type Ply Santerra 2624_8 �Qty R40054898 2624_B TO Common Truss 1 1 Job Referen (optional) BMC, Indio, CA- 92203 7.420 s May 10 2013 MTek InOustries, Inc. Tue Jul 09 18:23:59 2013 Page 1 ID:pMWmiiU9y3uiBTyY?fPchEyEito-SS Kikntq_3A6nMo?sYdo?TA51HorWOjQO?wVZyzjDk 5-0-13 9-10-0 14-7-4 19-8-0 1-0-0 5-413 49-4 49-3 5-0-12 Scale = 1:37.1 4x4 = 10 4x6 = 5x6 = - 3x4 = 7 4x6 = 6-7-14 r 13-0-2 19-8-D 6-7-14 6-4-5 6-7-14 Plate Offsets (X.Y): f9:0-3-0,0-3-41 'LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.81 Vert(LL) -0.14 8-9 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.60 Vert(TL) -0.20 8-9 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.71 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.01 8-9 >999 240 Weight: 108 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD BOT CHORD 2x4 DF No. 1&Btr G WEBS 2x4 DF Stud G BOT CHORD REACTIONS (lb/size) 10=973/0-5-8 (min. 0-1-8), 7=887/Mechanical Max Horz 10=51(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 34=-959/0, 4-5=-963/0, 2-10=-266/63 BOT CHORD 10-11=0/839, 9-11=0/839, 9-if=``bT794, 12-13=0/794, 13-14=0T794, 8-14=0T794, 8-15=0/846, 7-15=0/846 —1EBS 4-8=-5/277, 4-9=-7/274, 3-10=-1016/0, 5-7=-1007/0 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. OTES Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard ��,�1 OFESS/p�� SOpN ©�F� LU C 074486 m E�Ayk� 12-31-13 July 10,2013 ® WARAIITIM - Vcrify d—mugs pm-amca ers zqd RfAD Ist n W, Off TRIS AM INV[, UDM 1ffl VK n.P ER esNCZ PAGE MU-7473 139MRE (bSl,' Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. ®� Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown mil is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the bulding designer. For general guidance regarding MiTek fabrication, quality control, storage, delivery• erection and bracing. consu8 ANSI/711 Quality Criteria, DSB-89 and BCSI BuBdng Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Nsouri,arn Rime tsp) lumbei . is sprsife,i Vsedeviagn values an thaw ei°e:tisre, QGgZ12033 byALSC Citrus Heights, CA, 95610 Job Truss Truss Type pty Ply Santerra 2624_8 R40054899 2624 B T6E Common Truss 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 M7ek Industries, Inc. Tue Jul 09 18:24:00 2013 Page 1 ID:pMWmiiU9y3uiBTyY?fPchEyEito-weYw4nVbHB1kxx Za3sKDOLP8hQa_tsfgkU2?yzjDj -1-0-0 5413 9-10-0 1 14-7-4 + 19-8-0 1.40 5-0-13 4-9-4 4-9.3 5-0-12 4x4 = Scale = 1:42.7 %tom 11 iu y a 7 6x10 MII HUS26 6x8 = HUS26 7x10 = JUS26 JUS26 6x8 = JUS26 6x10 MT20H 11 HUS26 HUS26 HUS26 HUS26 JUS26 5-0-13 4-9-4 14-9-3 5-0-12 ,late Offsets (X,Y): 12:0-2-15.0-2-81. f7:Edae,0-3-91. 18:0-3-9,0-3-121, f9:0-5-0.0-4-81, f10:0-3.9.0-3-121 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.71 Vert(LL) -0.05 8-9 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.32 Vert(TL) -0.15 8-9 >999 240 MT20H 165/146 BCLL 0.0 ' Rep Stress Incr NO WB 0.69 Horz(TL) 0.02 7 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix) Wind(ILL) 0.00 8 >999 240. Weight: 374 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2x6 DF SS end verticals. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 11 =616810-5-8 .(min. 0-2-7), 7=5697/Mechanical QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT Max Horz 11=49(LC 4) LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE Max Grav 11=6930(LC 8), 7=6460(LC 7) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-7292/0, 3-4=-6669/0, 4-5=-6670/0, 5-6=-7297/0, 2-11=-5662/0, 6-7=-5581/0 BOT CHORD 11-12=-35/437, 12-13=-253/655, 13-14=-310/7ll, 10-14=-590/992, 10-15=0/6174, 15-16=0/5916, 16-17=0/5974, 9-17=0/6302, 9-18=0/6309, 18-19=0/6249, 19-20=0/6031, 20-21=0/5981, 8-21=0/6181, 8-22=-589/989, 22-23=-252/651, 23-24=-143/542, 7-24=143/542 IEBS 4-9=0/3413, 5-9=-855/488, 5-8=-452/576, 3-9=-846/490, 3-10=-453/572, 2-10=0/7179, 6-8=0f7190 NOTES 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 - 1 row at D-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. It; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20 % has been applied for the green lumber members. 9) Refer to girder(s) for truss to truss connections. 10) Provide metal plate or equivalent at bearing(s) 7 to support reaction shown. 11) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 12) This truss has been designed for a total drag load of 2700 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 19-8-0 for 137.3 ptf. 13) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-0-4 from the left end to 1 G-3-4 to connect truss(es) T2G (1 ply 2x4 DF) to back face of bottom chord. Continued on Daae 2 ??,oFESS/p CID Clsoo 2 LIJ i C 074486 P * EXF., 12-31-13 sT9lFOFc.A � July in ?n13 ® WAWNG - V1if9 d1i9'1 F -111rn 1- =d READ NMW ON TRIS AND tdt'CLtIVED M7E!i P"ERME PAGE 1017473.EEPORS €TSE. Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for on individual building component. �� Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the '{ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi 3ek fabrication, quality control, storage, derwery, erection and bracing, consult ANSI/TPII Quallly Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety In! motion available from Truss Plate Institute, 781 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 96610 1£souY•tem pineivan (SP) ber issjxec:wed. the design values areho efe:=e 0b/08j2023 isyAISC Job Truss Truss Type Q Plyty Santerrra 2624e R40054899 2624 B T6E Commn Truss 1 3 ob Re a ence o tional o,. �, /.4zu s May lu Zu13 MI I ex Ineuslnes, IOC. TOe Jul 09 18:24:00 2013 Page 2 NOTES ID:pMWmiiU9y3uiBTyY?fPchEyEito weYjw4nVbHBlkxx_Za3sKDOLPBhQa_tsfgkU2?yzjDj . 14) Use USP JUS26 nth 10d nails into Girder & 10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 11-10-4 from the left end to 17-10-4 to connect truss(es) T3A (1 ply 2x4 DF) to back face of bottom chord. 15) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-68, 2-4=-68, 4-6=-68, 7-11=-20 Concentrated Loads (lb) Vert: 10=-1012(B)12=-1012(B)14=-1012(B)15=-1012(B)17=-1012(B)18=-1012(B)19=-1002(B)21=-1002(B)22=-1002(B)24=-1002(B) ® WAND - Verifg design paranzet"r and READ NOTES ON TWIS AND !A'CLi DED OTEK P.EFERE PAGE 1991-7473 UU'ORB iBSE.? Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for on individual building component. �� Applicability of design parameters and proper incorporation of component 4 responsibility of building designer- not truss designer. Bracing shown 6 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the �Vf�6 it erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality CMeria, DSO.89 and BCSI Bu0ding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 ff soutrmm pine iumLer isapifi eced tine-designvzwes are these ef" mice OQ02f2€11.3 by A1.5£.. Symbols Numbering System ,ilk► General Safety Notes PLATE LOCATION AND ORIENTATION 3j4 Center plate on joint. unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-1 w, For 4 x 2 orientation, locate plates 0-'na' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. "Plate location details available in MITek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. ;6-4-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) . 1 2 3 TOP CHORDS C 1.2 - C2-3 WEBS by �CCx7_b 4 a U O aU- C7-8 Cb7 S6 O BOTTOM CHORDS JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Southern Pine lumber designations are as follows: SYP represents values as published by AWC in the 2005/2012 NDS SP represents ALSC approved/new values with effective date of June 1, 2013 © 2012 MiTekO All Rights Reserved Mflowko igineering Reference Sheet: Mll-7473 rev. 02/26/2( Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing; or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. Building Materials and Construction services 4& 491 GOLF CENTER PARKWAY, 1NDIO, CA. 92203 0.760-347-3332 F.760-347-0202 CONTENTS .........................PACE TIMBER PRODUCTS INSPECTION (LETTER) ....... ........................... I TPI (GTI) STAMP - SEE PAGE 1 ..................................2 EXPLANATION OF ENGINEERED DRAWING ..................................3 DETAIL FOR COMMON AND END LACKS - 16 PSF ..................................4 DETAIL FOR COMMON AND END LACKS - 20 PSF ..................................5 SUPPORT OF B.C. (PRESSURE BLOCK) STANDARD OPEN END JACK..................................6 INTERIOR BEARING OFFSET DETAIL ..................................7 BEARING BLOCK DETAIL 3 %" BEARING - ..................................8 BEARING BLOCK DETAIL 5 V BEARING ..................................9 UPLIFT TOE -NAIL DETAIL .................................10 LATERAL TOE -NAIL DETAIL .................................11 WEB BRACING RECOMMENDATIONS .................................12 T-BRACE AND L-BRACE .................................13 VALLEY TRUSS DETAIL ..................................14 VALLEY TRUSS DETAIL (CONT'D.) .................................15 PURLIN GABLE DETAIL .................................16 PULER GABLE DETAIL (CONT'D.) .................................17 PURLIN GABLE DETAIL (CONT'D.) ................:..:....... 18 PU MIN GABLE DETAIL (CONT'D.) .................................19 STANDARD GABLE END DETAIL ..................................20 STANDARD GABLE END DETAIL (CONT'D.) .................................21 STD. REPAM - MISSING STUD ON GABLE TRUSS ....................................22 STD. REPAIR - BROKEN STUD ON GABLE TRUSS .................................23 STD. REPAIR - REMOVE CENTER STUD ON GABLE TRUSS .................................24 STD. REPAIR - NOTCH 2X6 TOP CHORD ON GABLE TRUSS .................................25 STD. REPAIR - NOTCH 2X4 TOP CHORD ON GABLE TRUSS .................................26 STANDARD REPAIR DETAIL - 25% .....................................27 FALSE BOTTOM CHORD rMLER DETAIL .................................28 OVERHANG REMOVAL DETAIL .................................29 SCAB APPLIED OVERHANGS .................................30 PIGGYBACK TRUSS CONNECTIONS ............................31 - 34 PLEASE CONTACT BBC FOR MORE INFORMATION OR QUESTIONS REGARDING THESE SHEETS PAGE: 0 OF 34 September"! 1, 2012 To Whom It May Concern: This is to verify that BMC of Indio, CA is a Subscriber in the Timber Products Inspection (TP) and Geni~ral Testing and Inspection (GTI) Truss Quality Auditing Program. The TP and GTI Truss Quality Auditing Programs are recognized by the International Accreditation Service (IAS) with the assigned number of AA-664. TP and the GTI quality assurance marks have. been recognized in the West by the truss industry and code jurisdictions since 1969. TP currently audits truss manufacturing facilities nationwide. TP is conducting unannounced, third party audits at. BMC of Indio, CA. This facility is currently in good standing in the TP Truss Quality Auditing Program. 13MC's personnel are authorized to apply the GTI quality mark to trusses that are' manufactured in accordance with the latest revision of the ANSIf.TPI Standards, All stamping takes place at the truss manufacturing facility, under supervision of qualified plant personnel. If you have questions regarding the status of any plant in the TP/GTI Program, please contact me: on my cell 208,818.7869. Sincerely, TIM13ER PRODUCTS INSPECTION c 4�4 Brian.Nensley Truss Manager — Western Division /j r Xc: File 105 SF 124th Avenue o P.O. Box 919 a 1641 Sigman Road Vancouver, Washington 0M84 Conyers, Georgia 30012 3160!449-3840 - FAY.: 360/449-3953 <<*:r i+ 770/922-8000 - FAX:770/922-1290 03-05-20I2 To Whom It May Concern: It is our standard policy to manufacture all of our trusses with a minimum camber of 1/8" per ten lineal foot of truss span. Mike Goodman Design manager B{VIC 45-311 Golf Center Parkway Suite B Indio CA 92201 t: 760.770.3303 f: 760.391.4230 BMC QUALITY AUDITED BY r-FIBER PRODUCTS INSPECTION, INC. aESic IB CRITERIA TC LE ps. TC DL psf BC DL psf TOTAL LOAD psf gall I DD. FACTOR , Page ## 2 Job nrss russ ype UtY 'iry DISPLAY ROOM COMMON 1 e6 Fekusanes, Inc. Mon Mar 17 7 age 1 -2.0-0 5.4-5 10.2.3 15 40 19-9-13 24-7.11 30.OA 32-D-0 B 24060 5-0-5 4-9.13 4.9.13 4-9-13 4-9.13 5-4-5 240.0 4x4 = 6 C6.co 12 IA 13 1A 11 30 i 6 7 3x4 4 3 C D ix4 Q 1x4 G 3 9 M 10 , 2 ;I 11)0 F to 12 3x6 = 14 3x6 = 3x8 = 3x6 = 3x8 = 10-2.3 19.9.13 3D40.0 B 10-2.3 9-7.11 10-2.3 Plate Offsets (X,Y): (2:0.",0-1.4), I70:0.3-0,0-1-41H LOADING (psf) SPACING 2-0-0 J E V I CSI I � DEFL in (loc) I/defl P PLATES GRIP TCLL 20.0 I Plates Increase 1.75 TC 0.29 Vert(LL) -0.09 14 >999 MII20 249/190 TCDL 7010 Lumber Increase t.15 K BC 0.e3 Vert(fL) -0.39 12-14 >907 BCLL 0.0 Rep Stress It= YES W8 0.36 Horz(rL) 0.07 10 We BCDL 10.0 Code BOLA/ANSI95 L Q 1 at LC LL Min I/deft - 240 Weight: 158 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 U TOP CHORD Sheathed or 4-2-1 oc puriins. BOT CHORD 2 X 4 SYP No.2 Q BOT CHORD Rigid ceiling directly applied or B-6.11 oc bracing. Was 2 X 4 SYP No.3 B B REACTIONS (Iblsize) 2=1317/D-3.8, 10-1317/0-3-8 TMax Horz 2--1750oad case 5) Max Uplift2=-341 Road case 4), 10a-341(load case 5) First Load Case Only \f FORCES (Ib) - TOP CHORD 1-2-26, 2-3--2024, 3.4--1722, 4-5--1722, 5-6--1722, 6-7--1722, 7-8=-1722, 8-9--1722, 9-10=-2024, 10-11 =26 BOT CHORD 2-14=1794, 13-14-1140, 12-13-1140, 10-12=1794 WEBS 5-14=-294, 7.12--294, 3-14--288, 6-14@742, 6.12-742, 9-12--288 �J�( 'e NOTES tl 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.98 per BOCA/ANSI95; 90mph; h=25ft; TCDL=5.Opsf; BCDL-5.Dpsi; occupancy category 11; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; and vertical left and right exposed;Lumber AOL-1,33 plate grip DOL=1.33. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 341 lb uplift at joint 2 and 341 lb uplift at joint 10, A Cumulative Dimensions iJl TC, BC, and Web Faaximum Combined Stress Indices B Panel Length (feet - inches - sixteenths! N Deflections (inches) and Span to Deflection Ratio LOAD CASE(S) Standard C Slope 0 Input Span to Deflection Ratio D Plefe Size and Orientation P MiTek Plate Allowables (PSI) E Overall Height Q Lumber Requirements F Bearing Location R Reaction (pounds} G Truss Span (feet - inches - sixteenths) S Minimum Bearing Required (inches) H Plate Offsets T Maximum Uplift and/or Horizontal Reaction if Applicable I Design Loading (PST) U Required Member Bracing J Spacing O.C, (feet - inches - sixteenths) V Member Axial Forces for Load Case 1 K Duration of Load for Plate and Lumber Design W Notes L Code X Additional Loads/Load Cases Pa e # 3 QETA L FOR COMMON AND END JACKS M111SAC - 8 -16PSP 3/30/2004 PAGE 1 MAX LOADING (phi SPACING TCLL 16.0 z•a0 BRACING Mi Fek Indttstrks, Inc. t ( PaSe f.25 TCDL 14.o m6�er ncrease f26 TOP CHORD Sheathed. We`fern D(vlslon BOLL o.o Rep Stress Incr YES BOT CHORD Rigid ceiling directly applied. MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 SPF, HF, DF-L No.2 BOT CHORD 2 X 4 SPF. HF. DF-L N0.2 LENGTH OF EXTENSION AS DESIGN REQ'D 20'-0" MAX SPLICE CAN EITHER BE 3X6.MT20 PLATES OR 2r LON3 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE Wl (.131"X3.0" MIN) NAILS Q 3" O.C. 2 ROWS NOTE: I TOP CHORD PITCH: 4/12-8/12 1, j BOTTOM CHORD PITCH: 0112-4112 \ PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. i� SUPPORT AND CONNECTION BY OTHERS OR 2-16d COMMON WIRE (0,16rDIA. X 3.5' LGT TOE NAILS SUPPORTS, SHALL BE PROVIDED @ 4'-0` O.C. ALONG THE EXTENSION OF TOP CHORD. CONN. Wl3 16d COMMON WIRE (0.1S2"DIA. X 3.5" LGT) TOE NAILS CONN. W 216d COMMON WIRE (ON 02"DIA. X 3.5" LGT) TOE NAILS g� G�` . ,-Tf .n ire :3i �.a3 &0-0 _l EXPI .3-31-15 bD-D I EXT. 2-o•D (I cS� C'IVA. aaD — �CF C+ 2.0-0 EXT. £XT. 2-0.0 z•aD APR 0 9 2013 CONN. W13 16d COMMON WIRE (DAM-DUl X 3.5" LGT) TOE NAILS i is:-•...•- '" BOTTOM CHORD LENGTH MAY BE 2'-0"" ✓' 3X4 - OR A BEARING BLOCK. CONN. W1216d COMMON WIRE(0,162"DIA. X 3.5") LGT TOE NAILS OR SEE DETAIL MDISA" FOR 2-0-0 a." PRESSURE BLOCKING INFO. NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. Page # ® IDARlJlN3 9ar(jg da+7gn pwometera m,d READ NDSES OX?RISAND r1rCLiyDED RIIT&K RSFL1rENQE PAG3 ffiT•7498 8EP0lyE 175fi, 7777 Greenback U Design vaAtl for use only wllh 1✓Jtek eanneoloa. Thb design 4 bated only upon parameters shown, and k iw on Indlvldwl buAding component. Suite 1 DA Appikabg3y of des gn ppaamenlen and propel incorparolron of carnpanent is responsy d buing des gne -not Iruu des7gner. Bradng shown CAnrs Heights, CA, b for bleral svpporf of In7Mduak web member only. Add@lonol iemporory bracing to Inure dablety during eassirvdbn k the respansihi6ly al the ereciw. Addgional permanent btadng of If>e overaAshueture h 1be rerporultsfAly of IhebrAlding designer, For general u�ance tabdcaDon quolly control slorope, de6veuy, ereoDon and fnodng, eonsuA ANSi/rP1T Qvollly GAeria, D58•gR end BCSl�llullding Com�ponm4 !',otely IMarne6on avo0abl► fmmTnxs PtaVe salllute. 583 D'Orwhlo Drive. FJrodkon, WI5-a719. DETAIL FOR COMMON AND END JACKS Mil/SAG - 8 -20PSF 8/31inors PAGE 1 iG Im o nIAM2 z-u•v BRACING MI IeK Inausmes, rnC. 2D.0. P - IncCease 1.35 Western Dlfrlsion 16.0 k=rb r Increase 1..1s TOP CHORD Sheathed 0,11 t p stress If1cr YEs BOT CHORD Rigid ceifing directly applied. MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 HF, DF-L ND.1 BOT CHORD 2 X 4 SPF, HF, DF-L No.2 LENGTH OF EXTENSION AS DESIGN REQ'D 20'-0" MAX SPLICE CAN EITHER BE 3X6 MT20 PLATES OR 22" LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE W1(.1317X3.0" MIN) NAILS Q 3" O.C. 2 ROWS NOTE: TOP CHORD PITCH: 3112-8112 BOTTOM CHORD PITCH: W12-4112 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. SUPPORT AND CONNEC ON BY OTHERS OR2-16dCOMMON WIRE (MI(32"DIA, X 3.5") LGT TOE NAILS SUPPORTS SHALL BE PROVIDED @ 4'A' O.C. ALONG THE EXTENSION OF TOP CHORD. CONN. W13 16d COMMON WIRE (0. 662"DlA X 3.5" LGT) TOE NAILS CONN. W121Sd COMMON WIRE (.162"0IF0. X 3.6" LGT) TOE NAILSQO 5.0-D 1 EXP. 3-31- f;: 2-D•D 4-0-0 $C3F C1Lt EXT. 200 APR 0 9 2013 (' CONK. W1316d COMMONWIRE (DAWDIA X 1V LGT) TOE NAILS .Y- / If.-N BOTTOM CHORD LENGTH MAY BE 7-0" 3X4 - OR A BEARING BLOCK CONK W1216d COMMON WIRE(0.167DIA X 3.5-) LGT TOE NAILS OR SEE DETAIL M11 MAC-7 FOR 2.0.0 PRESSURE13LOCKM INFO. B-0•D NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. Pa a#5 WA727dMt •Darby dealgn paremeEera and R&!A Na1Se'aN:'iaBntrD tnet.DnsD smrEx xsFErtENCEPAGE tdu947s 81tiVR& l7SE. SUBe 10B Deslpn volid for use ordy wlh Wok cora+ecton. Tide desiph Is based only upon pommelers shown• and Is far on indbiduot buBding cmrmbnenl. Clms Helphfs, CA, ApP5eobMY of design �,,�omeniers and proper lncorpcsalon of component Is responsib%- of bulling dedgow -not fsyss designer. Brocing shown is for {alma! np)od of IndNfdval web marnberc any. Addl *id fampmmy bmdng to insure dobMy during "mOnrdion 1s Iha recporssffilply of the erector. Ad trip End pomwnent bmcing of the weraM shudme Is The rosporWbIlly of the bulft designer. For general gWdonce repamImp IoixfeoDon gsialiy confrot sforoge delva�� a Ion and bmdno, consul ANSIAM Quality Cdfoda, DSB-St and BCSII Bulldlnp Component SafslylnlermoBon ovaloble trornlnnt Pbte inalluie.583 f7Dnotrio Drlve. Modkon W1537I?. 5 OF B;C. OF STANDARD OPEN END !1lti![SAC - 7 3/30/2004 PAGE 1 PRESSURE BLOCKS Cal st GIF CAL GOit Loading (PSF): BCDL 10.0 PSF MAX W bot chord C3rriertruss ofjack � 2- {. I31 "X3.(r MIN) �� ')lAll..3 oyp) '7 Zx4 block r� jack ' between jacks, 'truss nalled to carrier txtr (t p) w/6 W/{.131"X3.t)" MIN) nails spaced at 3" o.c, I,- 4 2,V* YP r PARTIAL FRAMING PLAN OF . CALIFORNIA HIP SET WITH SUB GIRDER BC of carrier truss i"X3.0" MIN) NAILS (typ) CHORD OF OPEN END JACK BC w/ H.131"X3.0" MIN) NAILS @ 3" o.c. Page # S 4arj(g dcstgnporcraetars mrd READ NOTES ON 7AW AFM DJCLDDED r?J7ElCREiEDENCE PAGE MM7473 8&FO88 CSb, vse ony vNh MUIek eanneeias.7hk deslgr+ fs based ony upon pwamalen shown and b Iw on IndNldual buffing wmponeni. design paromeniea and propmincorporoMn of camponanl B recpans>Sltty o! u�g designer-nol buss deslQner. Bradrg shown Curl of hdWldDal vary members on'y. Addli'wndl kmpwary lxacing to hrsure cIaWGIy dudnQ mnslruclbn k the respons$J�y of Iha Snoi� snr �bradng of the overat shudure $ the respvnsibWly oa the buAdmp dasiBnec, For Qenarol Quldanw regarding own ovotilobYe 1rom�nscs Plate InslBul�s� aOn ''okra Drives Modlsoq wi � � �letla, Dffi•B9 and 8CSI1 BuiIdMB Compenenl mt iex utaustnes, ►nc. Weirwm Division 4g 0 t>r C3 E7:P. 3�ii-15 APR 0 9 2013 7777GreenbeckLanB SOB 100 peas H fthis. ck mi S INTERIOR BEARING OFFSET DETAfL MlI/SAC - 6 3/3012004 PAGE 1 • Mirek industries. Inc_ T NOTE: INTERIOR BEARINGS MAY SHIFT TO THE LEFT OR RIGHT A DISTANCE EQUAL TO THE DEPTH OF THE BOTTOM (d). (7 112" MAX) BOTTOM CHORD PITCH MAY VARY NOTE: THIS flETAIL MAY BE USED FOR ROOF OR FLOOR TRUSS DESIGNS SINGLE VdEB JOINT TRIPLE WEB JOINT DOUBLE WEB JOINT W6Stitii Division" APR 0 9 2013 e � a WARAMM-VwWdeaipnparm.twz mid;MAL MrAR 0.V"WAhT=VDED Aff=ItEFA7==PAcW=74" Zr"Pa m= 7777 6reonbadk LanO mallfdgn wsld fo vice on►y wAh AUSek eonnaefon thk design B hosed any upon paromefbn shown and Ic for on k vld buhAnp wmponenl. cn Ke pBaobiBy o! dedpnpa aomenterc and proper incorporollon of campanenl b sesporoi'aRly oI bulldhtp des9pner • tro1 truss deslpner. Brodnp shown !:Bros ��• CA. 9551 x iafera! usu+ppporl 01 h�vol web tnerrrbws at�y. AddlBonol lemporory broelnp Soi�sure a1a61Aty.durin9 eanstruclroh B 1he rrsparulb9py o! the �etor. AddBbnol pemwnaril biednp o1 the overaAskvcturels the responsibARy pf IheSititldloB desl9nar. For gerrerol puldanae regarding 19t alaollon. quoElY eonBroi siarape, de'Avery. ereellon and brachrg, eoruvb ANSt/IPIt QueNly CrBerio, p58.69 and Bi5[t Bu6dlne Cnmponcnl eiv In{ottnoBen wopable hanTnra Plote ha1Bu{e. 58S D'Ono410 dfvc, Ab�sbn, Wi 537 i9. Page # BEARING BLOCK DETAIL 3 1/2" BEARING MIUSAC - 3A 3/25/2004 PAGE 1 rvu ren nxuuaurca, n,r.. Westembivision REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES IMPORTANT This detail to be used only with one ply trusses (EXCEPT AS NOTED BELOW) with a D.O.t_. lumber increase of 1.15 or higher. Trusses not fitting these criteria should be examined individually. 0-3-8 ACTUAL BEARING SIZE: R0 T^DS CHORD SIZE LUMBER FSL-0W.9PtE REACTION i BEARING BLOCK I BEARING BLOCK 6 WOOD BEARING ALLOWABLE. —.__._____...._ ... .... LOADS ._.._...._.—._. .. . AND GR.bTiE (1b) ; ALLOWABLE LOADS i ALLOWisBLE LOAD (1b) EQuIV.W,£!iT 5•:ARING LENGTH icfi Ll.NG PRTTEnN (NOTE 11 •, (NOTE 4,5) j—, (NOTE 4) NOTE4 :TOiFsi., - _-- SYP 2— 966 — 929 _! _ --- -- 3895 I 0-4-9 :;;a BOTTOM CHORDI 5" O.C. DF 3281 855 4136 -. _.—..--_'--`--•'--------'---. ... . 0-4-6ROWS @ TOTAL NW Ls) '---_--_. HF 2126 736 1� 2862 0 4-11 s sPF 2231 726 — 2957 0 4-10 2966 I 1393 4359 sYP 3281 1282 4563 i 0-4-13 .,,,. -:�0 BOTTOM CHORD _. ROWS a 3" O.C. DF ,_— BF 2126 ! 1104 ... ..........._.._. 3230 .. 0-5-5 ;12 TOTF.L NAILS)' 2231 1089 _ 3320 0-5-3 sYP 1858 �— — i 4824 D-5-11 T u.x3 BOTOM CHORD DF _2866 --' 3281 1710 4991 0-5-5 A ROWS a 3" O.C. HF- ? 2126 1472 j 3598 1 0-5 14 — 1.6 TOTAL NAILS; ~ 2231 ! 1452 3683 0-5-12 sP= —j_--' — ...........__.._ _ FOR 2X10 BOTTOM CHORD USE 2X8 BOTTOM CHORD VALUES. 4" MINIMUM HEEL HEIGHT BP.G BLOCK TO BE SAME 22 1/2' h"uU.c SIZE, GRADE, 6 SPECIES AS EXISYiNG BOTTOM CHORD. AFPLY TO ONE FACE OF TRUSS. 12" ?-LOCK CAAU34J EX#', 3-31-15 OP APR 0 9 2013 NOTES: 1. USE LOWER OF TOP PLATE OF BEARING WALL OR BOTTOM CHORD OF TRUSS WOOD SPECIES. 27HE END DISTANCE. EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. NAILS DESIGNATED ARE (.131" DIAM. x 3� MINIMUM 4. FOR BEARINGS NOT NEARER THAN 3" TO THE END OF A MEMBER (CASE 2), THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.03 5. THE TABLE VALUE CAN BE DOUBLED FOR A 2-PLY TRUSS PROVIDED THAT THE LENGTH OF THE BLOCK IS 3'-0" LONG MIN. AND BLOCKS ARE ATTACHE TO EACH SIDE OF 2-PLY TRUSS WITH NAILING PATTERN AS SPECIFIED AND 2- 112 A307 BOLTS TO CONNECT ALL 4 PLIES TOGETHER. LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES: SYP = 565 psi DF = 625 psi HF = 405 psi SPF = 425 psi NOTE. VALUES DO NOT INCLUDE MSR LUMBER WITH "E" VALUES P1ge # 8 GREATER THAN 1,900,000 PSI OR NON -DENSE GRADE LUMBER. WARA7N0 • YerSrg dcNgn parameters and REAR NOTES ON 4FBS M1ND INCZL9ED )?l7EK REiFJLENCE PAGE JdII-7473 BEFORE [1S7S. 7777 GfEBnb3Ck L3nf: SvHe iD9 peslgn voGd !or use only with PM1ek connectors, tl>g design b bored only upon parameters sfwwn. and rc for on Ind'�vidual bvGding component. CWvs Heights. CA, nrJyt gppficalrildy of design poromenlers and proper incorporolion of component & responsibG'dy of building designer •not truas designer. &odng shown b for bleral suppppoet of individvo; web members only, Addliaml femporory broeing to insure slob�ly during eonslrvc)ion k 1he resporulblNly of the erector. gddHionol permorrent Ixocing of Die overoD shvctvreo the responslbGGy of the buGdng designer. For generol guidonCe regordmg aaaYYY lotsricofion, gvoGiy can4ot storoge. delivery, areclion and brocing, eonr AMSIRPI! QualDy Ctlfetin, DSB-89 antl BCSfI Building Gomponersi ' I Sorely fnlorrrnsWn ovaHobfe fromlruss Plote Institute. 583 trOrr�lrio Dive, Modison. wl 53)19. I I BEARING BLOCK DETAIL 5112" BEARING MIUSAC - 4A 3/25/2004 PAGE 1 PVTntr I.A,mfripc Inr_ © — Western Division REFER TO INDIVIDUAL TRUSS DESIGN 1 FOR PLATE SIZES AND LUMBER GRADES a IMPORTANT This detail to be used only with one ply trusses (EXCEPT AS NOTED BELOW) with a D.O.L. lumber increase of 1.15 or higher. Trusses not fitting these criteria should be examined individually. 0-5-8 ACTUAL BEARING SIZEWITH BEARING BLOCK APPLIED ON ONE SIDE OF TRUSS LUMBER i k£ACTiUN BEARING BLOCK !I BEARING BLOCK 4 IVWD BEARING P_•LOWABLE LOADS 30"'TUu CHORD SIZE I ALLOWABLEY—Ay .. - GRADE rlb) i'' r ;Tr.i.Ar ^�;rVA.r)'T B^"RII'G r=^F�� - - -R IiJ'v PATTERN {NOTE 1) ......__�_ ) NOTE 4,5) ( �._.___— ° / N,�_—_�._.._._. 5590 •. _... .._.._—_.---•._._ 0 6- sYP 4661 929 .-x4 BUTTON CORD 5156 i 855 6011 0-6-6 Ro"S to 3" ;.C. :6 TOTPT NAILS) HF 3341 1. 736 4077 0-6-11 3506 126 —J�—. 4232 _ __.. .__...... _.... _ 0-610 ........ . 4661 1393 1 6054 0"7-2 sYP _._.L _ _ — - 5156 1282 .___.._ 6438 — _.....__- 0-6-13 _'x6 BOTT04 CHORD i Dr-----`-- I —i 3341 T�— I 0-7-5 ROI+'s @ z" O.C. HF 1104 4445 i:- TOTAL NAILS) SPF 3506 j 10B9 j 4595 0_7.:.3_._. ... _..._..__. _....-- ---- gyP -'------- — 1 4661 T— 1858 j — 6519 �--_...._......_.._ 0 7-11 CHORD 515fi 1710 I 8866 0 7-5 X ,2, 8 BOTTOM 4 sari B 3" O.C. CF :. HF 334i 1472 j _ 4813 -- 0-7-14 _--- .........----'--- ... ...... i16 TOTAL HAMS) L__..—.—..._L-�---- �— 4958 0-7-12 SPF 3506 1452 FOR 2X10 BOTTOM CHORD USE 2X8 BOTTOM CHORD VALUES. �� /_._.. —_-• -CASE 2 ;CASE- 4" MINIMUM FEEL HEIGHT il_.1--- --� -- ---- 3E SRG BLOCK TO BE SAME'' 22 1/2" 910* SIZE, GRADE, 6 SPECIES AS 7SISTiNG BOTTOM CHORD. li" BIQCf( ; P?PLi TO ONE FACE OF TRUSS. T.-S- NOTES: A P R 0 4 2012 1. USE LOWER OF TOP PLATE OF BEARING WALL OR BOTTOM CHORD OF TRUSS WOOD SPECIES. 2.THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. NAILS DESIGNATED ARE (.131" DIAM. x 3' MINIMUM 4. FOR BEARINGS NOT NEARER THAN 3" TO THE END OF A MEMBER (CASE 2), THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.03 5. THE TABLE VALUE CAN BE DOUBLED FOR A 2-PLY TRUSS PROVIDED THAT THE LENGTH OF THE BLOCK IS T-0" LONG MIN. AND BLOCKS ARE ATTACHE TO EACH SIDE OF 2-PLY TRUSS WITH NAILING PATTERN AS SPECIFIED AND 2- 112 A307 BOLTS TO CONNECT ALL 4 PLIES TOGETHER. LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES: SYP = 565 psi DF = 625 psi HF = 405 psi SPF = 425 psi NOTE: VALUES DO NOT INCLUDE MSR LUMBER WITH "E" VALUES GREATER THAN 1,900,000 PSI OR NON -DENSE GRADE LUMBER. tvnwaA'c • vertllr doetyn pwarr+ttcrs ana nFJ.D Ad7E5 ax ErasGND D�f:LVDEp dII'lER xss�tEA+r� rnGl;lsy�•�a �s sstoxs usi;. Suire io9"„p•� ro,.� Design vdid to vse orJy with Nu7ek conneeiors, fib design b based only upon paromelen shown, ond'rs for on individual bui ng component. alrus HeIghis, CA. MI�, ... Appficobifdy of design paromenl¢rs and ProPU ir+eorporafion of comporranl k responsib7lty of budding designer • not truss designer. &acing shown 's la bterd wpporl of individuot web members any. Adddwrrol temporary bmeing fo insure afobifity dur'vrg cwssirvcfion $ fhe resporwblllBy of the efeclor. Addlllond permanent bracing of fhe ovarou structure b the resporufblRly d fhe buAdng designer. For general guidance regordmg Iobricaltan, quafiy eorsnd. storage, defrvery, erection and broGng, consult ANSI/IPi7 Quaply l:rtleHa, !)S8•B4 and 6CSI1 Budding Component p'A Safety Inlormu?ion ovof!al9e Iromtwss Plate Mslluie. 583 D'Onolrio Dr'we. s�todison. Wl 53)f9. M[ UPLIFT TOE -NAIL DETAIL M111SAC - 24 [ 11/18/2004 1 PAGE 1 MiTak Industries, Inc. - QQ NOTES: Western Division 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 113 THE LENGTH OF. THE NAIL FROM THE MEMBER END AS SHOWN, 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES OR TOP PLATE SPECIES FOR MEMBERS OF DIFFERENT SPECIES. END VIEW NEAR SI FAR SIDE TOE -NAIL WITHDRAWAL VALUES PER NDS 2001 (lb/nalll) DIAM. SYP DF HF SPF SPF-S �ry 131 58.5 46.1 31.6 29.6 20.3 p .135 60.3 47.5 32.6 30.7 2D.9 162 72.3 57.0 39.1 36.8 25,1 ri OE.18 53.1 41.g .7 Z7.0 184i ��4.3 428 29.3 27.7 18.8 N .14B 61.4 413.3 33.2 31.3 21.3 �i Ur .12D 45.9 3fi.2 24.8 23.4 15.9 p .128 49.0 38.6 1 28.5 1 25.0 17.0 J c .131 5D.1 39.5 27.1 25.6 17.4 '1413 1 55.6 44.6 30.1__L 28.9 19.5 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED, EXAMPLE: (3) -16d NAILS (.16r diam. x 3.5°) WITH SPF SPECIES TOP PLATE For Wind DOL of 1.33: 3 (nails) X 36.8 Qbfnall) X 1.33 (DOL for wind)=146.81b Maximum Allowable Uplift Reaction Due To Wind For Wind DOL of 1.60: 3 (nails) X 36.6 (Ib/nali) X 1.60 (DOL for wind)=176.61b Maximum Allowable Uplift Reaction Due To Wind If the uplift reaction specified on the Truss Design Drawing Is more than 146.E Ibs (176.6 lbs) another mechanical uplift connection must be used. C046433 EXP. 3-31-)5 \a� USE (3) TOE -NAILS ON 2x4 BEARING WALL Pa e # 7 ® A P R 0 9 2013 USE (4) TOE -NAILS ON 2x6 BEARING WALL '7 ® WARHWfi • IIartfg dcaign par a., and READ NOTES on =s AND IAQ cvvv 1m7FdfREFERENQE PAGE Wt•7478 BG"RG UM W Gseenbaak fanE ' �® StNe 1D8 Deslan void Eor sne only with Iv6tak eannaciors This design bated osily upon parcrrselem shown, and Is tar on Indrviduot bu9tMg convonant. Men Helghls. Cq. MI gppieabllYy of design poramenten and props incotporatbn of componesd k resptiralf>t81y of buDding designer •not Truss designw. Broting shown k tar bleralsupporl of indN]dvol web rtsambeK only. Addlrw>rsol lemparory brocing to Insure s1oblHy dur ng conslrvcllon is the responslblBly o! the IahfievD n quo6Vy�conird rs oragE. debvery, eractfon a d twbroctn8, eorur� �1/i9n Qualls ciia.�DSWB•Bvnd BCS(�Bi�AeBn9 Componess4 p`��ww��'.rr SeteN InlormaBon ova8abte Iratrr 1nm !'sole bsslUule, SSi 1YOnoirlo Artve• Modltoa, Wt $3)i4. • `_1 ■6k® LATERALTCE-NAIL DETAIL MIIISAC - 25 11/18/2004 PAGE i M7ek Industries, Inc. © NOTES: Western Division 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES. WITH THE MEMBER AND STARTED 113 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES FOR MEMBERS OF DIFFERENT SPECIES. TOE -NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) DIAM. I SYP OF HF i SPF SPF-S . ur .131 88.1 80.6 59.9 ; 68.4 59.7 p .135 93.5 85.6 74.2 72.6 63.4 J .162 118.3 1D8.3 93.9 91.9 $0.2 O 128 84.1 76.9 66.7 65.3 57.0 Z OJ 88.1 80.6 69.9 i 68.4 59.7 N .131 .148 105.6-1 97.8 84.7 82.8 72.3 Z L .120 73.9 67.6 58.7 ! 57.4 50.1 OJI .128 84.1 76.9 66.7 1 65.3 57.0 c .131 88.1 80.6 69.9 66.4 59.7 ,148 106.6 97.6 84.7 1 82.8 72.3 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (-162" diam. x 3.5") WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (lb/nail) X 1.15 (DOL) = 317.0 lb Maximum Capacity n DT. 3-31-15 OF APR 0 9 2013 VIEWS SHOWN ARE FOR ! ILLUSTRATf)N PURPOSES ONLY SQUARE CUT SIDE VIEW SIDE VIEW (2x4,2x8) (24) 3 NAILS 2 NAILS NEAR SIDE NEAR SIDE - -i FAR SIDE NEAR SIDE - t FAR SIDE 45 DEGREE ANGLE BEVEL CUT 45.00" SIDE VIEW (2x3, 2x4) 2 NAILS ! NEAR SIDE NEAR SIDE SIDE VIEW (26) 3 NAILS _ NEARSIDE �i NEAR SIDE NEARSIDE Pa a # 11 �+ WiIRMArCr • Vayfy deelgn pwainetera anal REGD NDTE6 ONTiII6 AAm INCLUDED M7'PFJr REFERENCE PAGE blrf•7673 BsFDF.E USE, Suite 7101? weak U Design valid for use any with Mlek connectors. Thk design Is based only upon pworreters shown. and is for on k4viduot building Component• ))� Citrus Heights, CA, AppGCoblGly of design paromeniers and proper incarpomlion of component •s responsibility of building designer • not truss designer. Broc'mg shown is to tole," suppod of individual web members only. Additional temporary brocing to insure stability during construction Is the rmponslbl&1!y of the j eredx. Addy= permanent brocing of the overall structure is the responsibility of the building designer, for general guidance regarding f lobr¢oiion quality control, storage, delivery, erection and brocmg consul] ANSVFP'll Quality C udex. DS6•09 and BCS11 Su9d]ng component Safely Iniwm Ilan available from Iris Plate insillule. 563 Mnolrio Drive. rvochon, N S3719. r MARCH 12, 2009 VrV L J t__ [ 0 00 D=a MITek Industries, Inc. WEB BRACING RECOMMENDATIONS I ST-WEBBRACE MTek Industries, Chesterfield, MO Page 4 of 1 MAXIMUM TRUSS WEB FORCE (Ibs.)(See note 7) BRACE BAYS2E 24°O.C. 48°O.C. 72 O.C. BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE A I B C I D A 1 B C D C D 101-T 1610 186E 588E 2829 \+:r�4`;+:•' r: a�ck,o- .;S'i-: :..'•v. .�._:_''�t�'�•V i:%:riir:..!c� ::;:t. 12'-D' 1342 1572 1672 2358 hi✓i1 •'tL%i r 3143 3143 4715 4715 7D74 sew , 3'�'++� •- ' 14'-D 115D 1347 1347 2021 :-titi•�-"'�•„':.... :�.I,n%f.A.`�.y is ram;: 4-:a.:bV : 4. 16' D" 100E 1179 1179 1768 ?�;;xti".• 2358 2358 353E ?• q>� " 'rt a._ . L'`' "' " :fir Y4715 18'-Da 894 1048 1046 1572 '�J•t"Y .r+�+- is ;:� ` ,•.p:; r1: 1 r a 1886 1886 2828 3143 2D'-T 805 943 943 1414 Yi' `': v.'S:ti 9u\�o... •,. 'Bay size shall he measured in between the centers of pairs of diagonals. GENERALNOTES TYPE BRACING MATERIALS 1. D1AGONAI.SPACNG IS REQUIRED TOTRM45FFRYME CUMULATIVELATERAL BRACE FORCE INTO THE ROOF ANDIOR CELNG DIAPHRAGM. THE DIAPHRAGM isJOSE DESIMED BYA OUALFIED PROFESSIONAL 1 X 4 IND. 45 SYP 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYNG 2%OFTHE WEB FORCE. A -081 3. DLAGONAL BRACNGMATERIAL MUST BE SAW SIZEAND GRADEOR BETTER,AS THE LATERAL BRACE MATERIML AND SHALL BE INSTALLED N SUCH A I+tAi HER THAT R INTERSECTS WEB MEMBERS '.. I X 4 92 SRB (DF, HF, SPF) AT AT EACH END AND EACH ND3•10d(0,131*:0')FOR AND -IWdo(HALL �1X3j FOR�BtACE%2EES (4.1s1 FOR23&M 2oa BRACES,AND 2.6 BRACES. 4. COVeCT LATERAL BRAM-rO EACHTAUSS WITH 2•ed (0.137'X25•) NAILS TOR 1a4 LATERAL BRACES, 2.10d (0.13rz* NAGS FOR 2Ki and Za4 LATERAL BRACES, AND SA RS(0.131W1 FM BS LATERAL BRACes. '. B 2Xa$13, STD, DONST(SPF, DF, HF, OR SYP) 5,LATERAL BRACE SHOULD BE CSJTIMUS AND sHotu,VERLAP AT LEAST ONETRuss SPACE FOR CONTINUITY. G. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACNG,CONSULT C 2 X 4 93, STD, CONST (SPF, DF, HF, OR SYP) G! IDSTOO WODDPPPAC TILE FOR R4 OF DLNGG,1 STAWUG & BBOWOODRAMG OFM PUSSES PLATE CONNECTED WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE sIsTrrum wmr.e>,r�duayson, andwww.$bntaRB D 2 X 6 a OR BETTER (SPF, DF, HF, OR SYP) 7. REFER TO SPECFCTRUSS DESIGN DRAWWO FOR WEB MEMBER FORCE g, TABULATED VALUES ARE BASED ON A DOL. • 1.15 FOR STABIMERS FORASPACNG OF 2a`O.C. SAY, M nEK'STABLIZER' TAM BRACa18 SYSTEMS CAN BE SRBSTmJTED FOR TYPE % CARD D BRACING MATERIAL. DIAGONAL BRACING FOR 6TABR�Ri ARE TD BE PROL'IDED AT BAY SM INDICATED AaDYS WHERE DIAPHRAGM MC04G IS REOWRED 'RIM Rc 'N6TTAt1A �G OEERHb PRCOUCDT �a�Vaht N3 SEE'STABE.{&R' MEMBERS This information is provided as a recommendation to assist In the requirement for permanent bracing of the individual truss web members Additional bracing may still be required for the stability of the overall roof system. The method shown here is just one method that can be used to provide stability against web buckling CONTINUOUS LATERAL RESTRAINT 2.1Od NAILS (SEE NOTE 4) Pa e##12 T-BRACE AND L-BRACE Nailing Pattern L-Sracs size Nall Size Nail. Spacing 1x4 or B 10d (0.14BX31 B" O.C. 2x4, 6, or 8 6d(0.162X314") 6" D.C. Note: Nail along entire length of L-Brace or T-Brace (On Two -Plies Nail to Both Plies) W E13* QgpFESSIOJ CC`46,133 EXP. 3-3 i -1 OF Nails SPACING k rf k t J. a APR 9 9 2013 i IUSAC - 23 1 512 /2oo4 Mrrek lnduBWes, Inc. Western DIVISIon L-Brace or T-Brace Size for One -Ply Truss Specified Continuous Rows, of Lateral Bracing Web Size ' 1 2 i 2x3 or2x4 1x4 2x4 2X6 1x8 2X8 2X8 2X8 �** DiRECT SUBSTITUTION NOT AFUCABLE. Section betall Nails �� Nails_, Web Web L-Brace T-Brace L-BRACE or T-BRACE T-Brace or I -Brace Size for Two -Ply Truss Specified Continuous• Rows of Lateral Bracing web size _ 1 2 (1-Bi0e) 2x3 or 2x4 2x4 •2x4 2x6 2x6 2X6 2x6 2xB 2x8 Nails�/1dd (0 148X3� @ 9" o.c. Web 4' j-grace NallsZoNon Deiall - Note; t. L-Bracing or T-Bracing to be used when continuous lateral bracing is impractical. L-brace must cover 90% of web length. 2. L-Brace or T-Brace must be same species grade (or better) as web member. 3. The Stabilizer or Eliminator of MRek ind. Inc. can replace the bracing members. Please refer to engineering document provided by Wek Ind. Inc. 10age ## 13 a WARDDN6 • Ver{(y dofyl[ pararaelsri andltE6D lJD.TT.9 ON lIND FRS.DAi'D 8i'� tt&F�tEWCB PAOS7�74T8 9HACRB'QS& 7M Cat' wftc c U �n voEd la we otQ with b9tat eormaelott Slik daslQn b knead upon paromaiars owra and h for an individual drop eomparianl. M t sif d deslpn pima en and proPer>ncwPotaa�� W cbtnj+cnertl h tanpotu�tBy of ��g�� dyer• not tnot ded9r�ai. Waek�p Chown CPoue Ha1gMs, C�4 c3aVerai� et 1ndWidua veah meriihea aiiky Additional larriporary lgae�g 10 hiaua ►}abltgy dui eonehocAcn b Ih® totprnuthl!!fy ai Iho clot. Addlloa+oip�onent bsac}�g of dro avara>Isbu8lwa @ the raipn oT the F daslpnur, Fac panaml puldahee rapmdlttg Jleuliot6 qu?%tY coniroL sfaraBs dBlv�S. areatlan onilb odr�, conn�0 AN 1tP11 Quailly Cflteflo DSD B9 and 8G418u11dInB Component VALLEY TRUSS DETAJL MIUSAC -19 4/26/2004 PAGE 1 OF 2 'GABLE END, COMMON TRUSS OR'GIRDER TRUSS LIVE LOAD = 60 PSF (MAX) DEAD LOAD =16 PSF (MAX) D.O.L. INC = 1.15 B5 MPH WIND SPEED, 3 SECOND GUST VALLEY TRUSS TYPICAL MiTeit industries, inc. Western Division NOTE: VALLEY STUD SPACING NOT TO EXCEED 48" O.C, SPACING 79 TOE -•NAIL VALLEY TO is �o BEVEL VALLEY BASE TRUSS WI TRUSS (2) (.131-X3.0" MIN) TOE NAILS ATTACH 2x8 CONTINOUS NO.2 SPF TO THE FACE OF THE ROOF W/ TWO TOE - NAIL VALLEY TO (.131"X3.(" MIN) NAILS INTO EACH BASE TRUSS W/ TRUSS BELOW 131-X3.0" MIN) (2) (Nj�� / LS e! / VALLEY TRUSS RESTS ON 2x6 �a a tt 1 DET DETAIL B (BASE TRUSSES SHEATHED) (GREATER THAN 3112 PITCH) ATTACH BEVELED 2x4 CONTINOUS NO.2 SPF TO THE FACE OF THE ROOF W/ TWO (.131"X3.0" MIN) NAILS INTO \ EACH TRUSS BELOW `e ATTACH VALLEY TO BEVELED 2x4 W/ (2) (.13M3.0" MIN) TOE NAILS DETAIL C TOE - NAIL VALLEY TO (GREATER THAN V12 PITCH BASE TRUSS W/ LESS THAN 5112 PITCH) . (2) (.131"X3.0' MIN) TOE NAILS 0 MAP -CM. 9errfg dcslgn pvnmetans aad AZ4D ggnn vo6d foruma* wflh Mfiek conneolou. This d �9cobWW of design pmamenlen anti propel h-q laleid3upparl of bse9hdualweb members Z. Z. AdAfbnat aeNnohanl brodne of the =1 lobrtootton, quay a Saw Information av GABLE END, COMMON TRUSS OR GIRDER TRUSS NOTES: APR O 9 2013 1. SPAN OF VALLEY TRUSS SHALL BE LIMITED TO 30'-0" MAX AND PITCH BETWEEN 2-6/12. 2. PROVIDE LATERAL SUPPORT FOR TOP CHORD OF BASE TRUSS WITH SHEATHING ( BY OTHERS) 3. MAX WEB LENGTH WITHOUT BRACE (6'-3") WITH BRACE (12'-6" j 4. IF TOP CHORD LATERAL BRACING REQUIRED IS LESS THAN SPACING OF VALLEY TRUSSES (24" O.C.) THAN ADDITIONAL 2X4 BRACING 15 REQUIRED. 5. LATERAL BRACING SHALL BE NAILED W/MIN 2 10d NAILS. 0 f ON 7JW AND INDl.fJASD SD'= jt=7Lrj;= PAGE bmma limmim um TM Greenback U based only upon pwarnefen shown,b and Is for an cNduol building component. Salle tUH s of component h resparsh&y of bAfIng designer - not truss designer. Srodng shown Hetphts, CA, ndAemporory'brocing to Imum slobgly during eonslruciion b the eespons11i1$Iy d the re Is the eespwatbTGiy 611 no bubeLng designer. Fa pentad guidance mgwdng nMg COMA ANSI/lrit tivaWy Criledo, DSS•S9 and bCSil Sullcling Corripanent notrio Drive. Mod7son. W153719. MI USAG -19 4/26/2004 PAGE 2 OF 2 VALLEY-TRU§S DETAIL MITek Industries, Inc. Western DIvWon BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO BASE TRUSS W/ (2) 1 6d TOE NAILS DETAIL D (NO SHEATHING) NOTES: BEVEL VALLEY TRUSS x SECURE VALLEY TRUSS W/ USP RT7 OR EQUIVALENT DETAIL E (NO SHEATHING) FOR CONNECTION OF VALLEY TRUSSES TO BASE TRUSS USING DETAIL D OR DETAIL E. 1. SPACING OF LATERAL BRACING REQUIRED ON TOP CHORD OF BASE TRUSS SHALL BE 9ARGER THAN THE SPACING OF•VALLEY TRUSSES (2N' O:C. MAX) OTHERWISE, ADDITIONAL BRACING SHALL BE PROVIDED FOR TOP CHORD OF BASE TRUSS. 2. LATERAL FORCE SYSTEM SHALL BE CHECKED BY PROJECT ENGINEER TO VERIFY THE PROPER TRANSFER OF ALL THE VERTICAL AND LATERAL FORCE. Pa e # 1 APR U 9 2013 ® Wi R1�70 • Vortjy design prsrameteM and hSi➢ NDTEB DN 2fII5 ,1ND INCLIIDED AQT£iCREPE1tE/JCE PAfiE A�•7473 BF,fbRS i7S&, TM Gleantack L` Design vo5d ter use osiy vrHh irUfek eonnedon, ihh dedgn is hosed only vpcn paomciers ahov+n. and b for an Indivrdud butlding compvneni, Ssdl® Ke Appfccab(i{y d doai>yn poromenten and proper AcrorpoTa9on of component b sespoiulbllly of buH,d�nB deslpner - not Irvsa desip�. &odnp shown C4nss h4elghts, GA, b for Iolerd tuppoA o! ud web merrmen ont/. Addllbnd lemporo y Brock g io Inivre sldegHy Burk ®corsslnrelion.ts the resporulbglly of the dada. Add➢h�+nol permonent 4sodnp dl the overo0 sTruciurs k the responsPoPefy d the Eu�1ng deslpnet. Far genard guidance regardMp lolxiealbn, quaAly conlroL slorepe, tle5very, eseehon and 6tedng, eoroug ANS!/iPli Quegly GdieAa DSB•64 and BCSii Building Gomponenl Sohtylniomuuon ovo90bk komiruss Pbie lrulllvle, 583 D'Orrokb Drive, Modrscn, w153714. PURLIN GABLE DETAIL MIIISAC -12 7/1512005 PAGE 1 OF 4 t .. i i � I I THE PURLIN GABLE TO BE LAID ON TOP OF THE OP50, HIP TRUSSES AND ATTACHED WHERE IT HAS ��\•\� CONTACT WITH THE Q TRUSSES BELOW. , SEE DETAIL SEE DETAIL 21 JACKS SEE SHEET 2 OF 2 FOR ALL DETAILS Mal lt:ll Inuu5Yitm, Inc.. western Dmaloll STUD SPACING ON PURLIN GABLE TO BE LESS THAN OR EQUAL TO THE LN THE G RDER OR HIP TRUSS CING z-o° 5X5 3x5 US ALL PLATES TO 8E 2x4 UNLESS OTHERWISE NOTED TYPICAL "PURLIN GABLE" REFER TO ENGINEERED TRUSS DRAWING FOR EACH INDIVIDUAL TRUSS SEE DETAIL #3 Pa a#16 WARlONG • 4erj/y drslign Pararnetsre m.d RE6D NDTEs aNTiIIS AND A'CLDDED Lh17BK REFE2ENl�.PAGE ffiu••7R4d SEyIORE USE. Design vaBd for use only wllh MYe1: cosmettors. Stds des�n fs based only upon paromelels sfivm, and h far on indivlduaf fwAdlnB component. ADP�bBi1' of design pv�aRronters vnd proper Intotporalkn of camponeni k sesponsibl6ly o! building des}gner • nol truce designer. Blncln0 shown islar lalerai suppwi of tndh9dual web members only. Add0loatal temporary tAotlnp fo huure siob141y dudng'ttasfruc0an h Ehe respar>Sibimly at !h® erector. Addllbnol permanent bradrig of tha overall sfruGase 41he respons161B1y of the bWkling dealgnsx. fat general guidance rega�i'mg lolYltallan, gtn0ly cont'oL slotoge, deWary, ereclfon and brodng, catavll ANStyIPii QuoiOy Cdleda, DSB-B9 and BCSII Bu9ding CampnneM Saloty lMorrnaBen ovalloble 6om trans Ph�le lrssliture. SBS D'OnoMo Ditve, Ahadsort WI SiT 19. APR 0 9 2013 109 PURLIN GABLE DETAIL IVIIIISA.0 _ 12 7/15/2005 PAGE 2 OF 4 16d NAILS 61 O.C. ATTACH 2x LEDGER TO FLAT TOP CHORD WITH 2 ROWS O.C. OF 1 Od NAILS (.131" DIAM. x T) SPACED 3" GIRDER QJz DETAIL ##2 "PURLIN GABLE F,,pT TOP CHORD PORTION OF THE LOWER TRUSS TOP CHORD DETAIL #4 41'w e,s% maasvaDEvision' Inc'stern 16d SINKER OR 16d BOX O.C. SPACING BY OTHERS THE TOP OF THE HIP GIRDER TRUSS AT THE BASE OF THE PURLIN GABLE IS DROPPED LESS THEN ALL THE OTHERHIP TRUSSES. THE BOTTOM EDGE Of. THE 'PURLIN GABLE ALIGNS WTH.THE LEFT J FACE OF THIS TRUSS AND BEARS O TOP. eGP 'AIL ##1 APEX DETAIL #3 IMPORTANT NOTE: ALL CONNECTION NAILING SHALL NOT SPLIT ANY LUMBER Pa e # 17 IVARAMM - Oar{ dealgnparwnmt and XWD NOTES ON IRIS AND INL=ZVM7=JWF==ffl= PAGE 201.7478 REFORE=Z �OF i� EXP. 3.31-15 cA/I. @' OF Clio/ APR 0 9 2013 sine 1o'Sg"Fr�cxt.aae Cftc Hoots. CA, 85519 Awe PURLIN GABLE DETAfL MIUSAC m 12 7/15/2005 PAGE 3 OF 4 JA B`1 PURLIN mt 1 en tnousures, mc. tNesiem Dlvis{on PURLIN GABLE =R OR 16d BOX SING BY OTHERS t-.. l AlL *'I Z5U-F-eL. MIN 16d SINKER OR 16d BOX O.C. SPACING BY OTHERS HIP SET TRUSS DETAIL #2 SUPPL. Page # 18 WAX9M •;'.loV d®tgn parametma MdREAD NOTES ONTxrs AND VMZ.UDED AII=RA7nu=csPAGE Am74va jwms USE. Sekfy OF APR 0 9 2013 TM Greenback tens SCIWslop He1gMs, m 9sel ■ e a Rl%ke F--��RL.��I GABLE a�Td6�{tfSC '�2 7ilsrzoo5 PAGE 4 OF 4 16d SINGER OR 16d BOX TYPICAL. �\ PURLIN GABJ;E ` 1 J / LAST Hy WlT!'rntndDtirisustrtes,tdn Inc. Weste RIDGE BLOCKING — FIRST COMMON 2X SLOCKIN W/CONNECTIONS W/FRAMING CONNECTORS BY OTHERS 2-0-0 MAX DETAIL #3 SUPPLr 12 TIGHTLY SET JOINT04 9 6 mot- i PURLIN GABLE f — --In �. HIP SET TF ROOF SHEATHING r/ BY OTHERS DEfiAiL#4 SUPPLr HIP SET TRUSS ROOF SHEATHING AND DIAPHRAGMS NAILING BY OTHER \ F r� \ PULlN GABLE HIP �. 3.3 1 'OF CtiL DETAIL #4A SIDDI -- "'Pae APR 0 9 2013 WARl�iG - 9a jJy Qertgn pmarnetrrs and READ A+OTE3 ON SfIIS AND AJCLIIDED A�I'ER ItEFSRENCE AAOE E�-74Td BEl`�R& D58. 7777 Gt9enbatk Lane Dad= vald forme onN Alh Wgek aonnWom fills deAm b bored onb.ocoa oararnelea stwivn, and b for an Individual butemo =M ooneyd. a HCIgMs, C1, s5i STANDARD CABLE END DETAIL MIUSAC - 20 4/27/2004 PAGE 1 OF 2 + DIAGONAL OR L -BRACING REFER TO TABLE BELOW SEE PAGE =,FOR —'ALTERNATE BRACING DETAIL — 1 X4 OR 2X3 (TYP) VARIES TO COM. 12 TRUSS SHEATHING (BY OTHERS) 1 1/2" 3 �1/2� � r ' NOTCH AT 24" O.C. (MIN.) TOP CHORD NOTCH DETAIL CONT. BRFr " SPAN TO NINTCHCOMMON �) 1 I M.VERTICAL STUD TYPICAL 2x4 L -BRACE NAILED TO2x4 VERTICALS W/Bd NAILS SPACED AT B" O.C. LOA1500PSf) S040k; 2-0-0 TCLL 50.0 Plates Increase 1.15 TCDL 10.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code IBC/IRC TOP CHORD 2 X 4 DFUSPF/H F - No.2 BOT CHORD 2 X 4 DFUSPF/HF - STUD/STD OTHERS 2 X 4 DFUSPF/HF - STUDISTD 24" MAX 2X4 LATERAL BRACING AS REQUIRED PER TABLE BELOW MITek Industries, Inc. Western Division 24' O.C. 3x5 = END WALL IGID C !LING MATERIAL D ETAI L A LATERAL BRACING NAILING SCHEDULE VERT. HEIGHT # OF NAILS -AT -END UP TO 7'-011 2 - f 6 OVER 8'-61' 4 -- 16d MAXIMUM VERTICAL STUD HEIGHT SPACING OF VERTICALS WITHOUT BRACE WITH LATERAL BRACE WITH L - B E� 121NCH O.C. 6-7-0 13-2-0 11-0-0 16 INCH O.C. 5-_ 'jam_ _9-8- 24 INCH O.C. _ _ - -0 _-7-9- NOTES 1) VERT. STUDS HAVE BEEN CHECKED FOR 83 MPH WIND 3-SECOND GUST , EXP. B, HEIGHT 30 FT 2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY, CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 5) DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX. VERT. STUD HEIGHT OF V-G". TOP CHORD NOTCHING NOTES 1)THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24" O.C. ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH 100 NAILS SPACED AT 6" O.C. IF STUDS ARE SPACED AT 24" O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED. 2) NO LUMBER.DEFECTS ALLOWED AT OR ABOUT NOTCHES. �ag� 2® 3) LUMBER MUST MEET OR EXCEED VISUAL GRADE#2 LUMBER AFTER NOTCHING. 4) NO NOTCHING IS PERMITTED WITHIN 2XTHE OVERHANG LENGTH. Continued on page 2 APR 0 9 2013 ® WARMOO • VarVy Smlgn pare aneftm and READ NOTES ON TM AND DV =SD rm=REFFRSJ MPAGN xm•7473 ENPDRS UM 7777 Greenback Lane a® Sue 101) Design w1d !okwl�h ANTek eonneclrm.lhb design B booed only upon porcmela s shown and B iw on indlsdduol bv6ding eomponenf. nownCitrus Heloft, CA, 9561 the lxr�ag�„6k Iron True Plof a kulNvle, iB3 D'Dnoklo Dsive, lJwdlswl, Wi 53719. STANDARD GABLE END DETAIL MII1SAC - 20 4/27/2004 PAGE 2 OF 2 4- 10d NAILS MIN. ,PLYWOOD SHEATHING TO 2X4 STD. DF-L BLOCK 2- 10d SIMPSON A34 — OR EQUIVALENT LEDGER 2X4 No. 2 OR BTR GABLE EN 6r4" MAX TO BEARING WALL + 45' STRONGBACK 2X4 No. 2 OR' BTR 2X4 BLOCK 2X4 S D OR BTR SPACED @ 5'-0" O.C. SHAL E PROVIDED AT EACH END OF BRAG z, EXCEPT FOR BRACE EXTENDED INTO E CHORDS & CONNECTED TO CHOF I IS WJ4-10d NAILS. MAX. LENGTH = T-0" STANDARD TRUSSES SPACED @ 24" O.C. ALTERNATE ERACINC DETAIL NOTES APR 0 0 2013 1)2X4 N0.2 OR BTR. FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH 10D NAILS @ 6" O.C. 2 2X4 LEDGER NAILED TO EACH STUD WITH 4-10d NAILS. 3�2X4 STRONGBACK TO BE CONNECTED TO EACH VERT. STUD WITH 2-10d TOE NAILS 4)THE 10d NAILS SPECIFIED FOR LEDGER AND STRONGBACKARE 10d BOX NAILS (D.131" DIA. X 3.0" LGT) THIS ALTERNATE BRACING DETAIL IS APPLICABLE TO STRUCTURAL GABLE END IF THE FOLLOWING CONDITIONS ARE MET: 1. MAXIMUM HEIGHT OF TRUSS = 8'-8", UNLESS OTHERWISE SPECIFIED BY PROJECT ENG. OR QUALIFIED BUILDING DESIGNER. 2. MAXIMUM PANEL LENGTH ON TOP AND BOT. CHORDS = 7'-0" 3. THE HORIZONTAL TIE MEMBER AT THE VENT OPENING SHALL'BE BRACED @ 4'-D" O,C, MAX. 4. PLEASE CONTACT TRUSS ENGINEER IF THERE ARE ANY QUESTIONS. . Pa a#21 ® MARAITNG• 9-j/Jr aoteapara -t- andJtui) NOTES oN 7=.&?m v=1IDED w=EEFEltBNCE AAOE BlII•?tire BEFVttE nsE 7T77 GrOBfte* gene Design void for use only vAh N3iek eonneclars, Thh design, Is bored only upon paromelen shown, and k lot on Individual bukd'ng compornnl. State 1 W App5cobllty of design ppaarrarrenlers and proper incarporallan of corrponeni Is mspon%Wly of btAdfngg designer • nol inns designer. BrotArsg shown CNnss heights. CA. 8561 B for Ialerol suuppport of fndrv]dssol web members only. Add�anoi lemporory Ixadng to Insure slabi9y durkg eonsinscllon 41he recpansibsaly of the ' erector, AddBbnal permonenl brocing of the overallsimclure B the responsibilly of the bullding designer. For generalgsAdance regarding lalsdcaf'son, quaiky-nirof, aloroge, delivery, ereellon and brodng. eansull ANA/ff l Qualify Cdleda, DSB-89 and BCS11 Bupoing Component ;5 bko Safety lnforma0on ovaUode born Tens Plale kssl0ule. 583170no810 Drive, Modkon, M W719. ,�i REPLAQE R MISSING STUD ON A GABLE TRUSS MII/SAC = 27 I 11/18/2004 1 PAGE 1 MITek tndustrles, Inc. tlllesterd Divlslon 1. TH15 IS A SPECIFIC REPAIR DETAIL TO BE:U$ED ONLY FOR ITS ORIGINAL IN7 EM ION. THIS REPAIR• DOES NOT IMPLY T}IAT THE REMAINING PORTION OF THE• TftU$5 I S UNDAMAGED. THE EtJT1RE TRUSS SHALL BE ENSPECTED TO VER1F�':7HAT NO FLIRTHEF? REPAIRS ARE R1=QUIRED: WHEN THE REQUIRED REPAI$:ftRE PRQRERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING Tvc r,nnnc.lrJhlr7i i 2. ALt.ME ?1> ERS. tt4V$T BE `REi-URN APPLY1NG,AE -AI.R A?�Ip.{ El U.IN. F 3.THE'END:Dift0 E;FJSGE..DISTA $tCIi,4S.TQ;A qID SPLt7`fiNG.OI 4. WHE�1 NAtLING,SC�p"s ' A TO.AVOlf1 LOOSEi�iING OF Ct 5, THIS REPAIR I5 TO BE USED FOR TION OF REPAIR NAILS SHALL BE e OF A BACKUP WEIGHT IS RECOMMENDED UT[ii AT THE JOINTS OR SPLICES. TRUSSES IN THE 2X_ ORIENTATION ONLY. REPLACE MISSING WEB WITH A NEW MEMBER OF THE SAME TO THE INSIDE FACE OF TRUSS WITH FIVE 6d NAtLS(.113" X 2.0") INTO EACH MEMBER (TOTAL 10 NAILS PER GUSSET) THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED WITH (MIN) 7/16" O.S.B OR PLYWOOD. SEE MiTEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. TRUSS CRITERIA LOADING: 40-10-0-10 (MAX) LOAD DURATION FACTOR :1.15 SPACING: 24' O.C. (MAX) TOP CHORD: 2X 4 OR 2X 6 (NO 2 MIN) PITCH : 3/12 -12/12 BEARING: CONTINUOUS w t STUD SPACING :24" O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES COMMON C.04P _33 Ey,p..',-31-15 Pa e # 22 RPR 0 9 2013 .LPM7d/T6.4iv'UB.�BnA�andlrEAD N07E9 DNTRI6 AHD rNC1.UDSD I�7FXSEFEREIiCE PAOb-1�•7493 H&fDRtS bSE. $LH¢7DBr••Vwy Dettgn va6d'ic ut¢_ohiy yrAli A4if ek eonneelars Thls design k hosed only upon paomelers shown, a'n!i h for an indMdud buLQlnp component. clW s Fleighls. CA, App➢eeblGy of destgn.pordnters and poper krcorpaalbn of cortipdnenl h:eapons>b[dy o1 bulklfnp des)grser- not Sruss deslgner.6rodng shown h for Idlerotaupporl'ollndn9dueiweb member onN• Rddlibno) fempaory �aeing fo6wrte siabfhly during eonslrupiion h the sesponiibtgly of the erecfoi. pddltldnal perrndnent biodn0 of the overoG structure h the responsif�y of the building derlgner, For generoi guidanc¢ repording fabiieollon, qucltiy.eoidrol, •Elorope, detHery, ereellon,orsd brodng, aoruufl Aitit/rPn Ovogiy Crllerla, DSS•BV on8 SCSI I gvilding Carnponenl SvIeHlrifolmallon avallesble 56mlruss Pb4e lrxglule, SEL' 61�no1No Drive, Modaon, 1M Si�19. , [REEPAAIR /A BROKEN STUD ON A GABLE TRUSS Mll/SAC e 28 11/18/2004 PAGE 1 Western Division 1. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. . 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 4. WHEN NAILING SCABS OR GUSSETS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO"AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X ORIENTATION ONLY. SCAB LUMBER SHOULD BE OF THE SAME SIZE, GRADE, AND SPECIES AS THE ORIGINAL ATTACH 2X 4X FULL HEIGHT SCAB TO THE INSIDE FACE OF TRUSS WITH TWO ROWS OF 1 Dd NAILS (.120" MIN X 3"1 SPACED 6" O.C. AND A CLUSTER OF THREE NAILS INTO THE TOP AND BOTTOM CHORDS THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/ (MIN) 7/16" O.S.B.OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. TRUSS CRITERIA d LOADING:0.-10-0-10 (MAX) DURATION FACTOR: 1.15 �Q SPACING: 24" TOP CHORD: 2X 4 OR 2X 6 (NO 2 MIN) PITCH: 3112 -12112 BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN Pa — FOR PLATE SIZES AND LUMBER GRADES 24" MAX COMMON CQ .W3 EXP. 3-31-15 ®z APR 0 9 2013 wj"M. Vlwft dcaignparaunam. and READ NOTE=ONT=AND DiCL==fi?S:F36EFEREN= PAGE l0-94T8 BF -FORS UM 7TT7 Greenback lane Design vadd form any wah NBfek connectors,1hls design Itbased only upon parameters shown, and & for on Individual bu component. Sure IN Applicab19ly of design poramenten and PmperIncorporation of component is responslbffily of bWk* g designer- not Iruss designer. Bracing shown GINe Hefphls. CA. i15et b lar iolaral suppod of Indvvduat web members only. Ad011onal temporary bracing is Insure siablIlly during construction Is the reiporoblily of the emcior. AddMond pwrionerd bracing at the overal structure h the responsibility of the bulfdfng des}gner. For general guidance regarding Ml fabrkaiion, 9uaNy control storage. delivery, erection and bracing. consull ANSI/711 OUCOY CAeric, DSB-P and BCS11 Bullding Component �iek6 Safety InJaZan ovaBable Iron Tnm Pole Inslifule. 523 D'Dnofrb D;tm Madison, v0 W19. REPAIR TO REMOVE CENT STUD ON A GABLE TRUSS M111SAC - 29 ( 11 /18/2004 1 PAGE 1 MITek induWes, Ina. Westm Division 1, THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO.FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS.INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID. SPLITTING OF T14E WOOD. 4. LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. S. THIS REPAIR'IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X ORIENTATION ONLY. 6. CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. *MAXIMUM STUD SPACING = 24" O.C. LUMBER TO BE CUT CLEANLY AND ACCURATELY, NO PLATES ARE TO BE DISTURBED. NO REPAIR NEEDED. SEE MITEK STANDARD GABLE pEND DETAILS FOR WIND BRACING)REQU REMENT SLYWOOD. IMPORTANT This repair to be used only with trusses (spans less than 50') spaced 24" o.c. maximum, having pitches between 3112 and 12112, total top chord loads less than 50 psf and maximum wind speeds of 100 mph. Trusses not fitting these criteria should be examined individually. TRUSS CRITERIA LOADING: 40-10-0-10 {MAX) DURATION FACTOR :1.15 SPACING: 240 MAXIMUM TOP CHORD: 2X 4 OR 2X 6 (NO 2 MIN) PITCH: 3112 -12/12 BEARING : CONTINUOUS STUD SPACING :24" O.C. (MAX) =REFERTOINDDIVIDUAL TRUSS DESIGN Pae 25 AND LUMBER GRADES -eb.m and READ NDS&.S DN 7= AM 7NC =D /A74Sl JM=t8= PADS AM' 74" J'Spogs r7SS. connodom This design 6 based onhr upon porynelers shown, and h for an Individual buWhg compononl. and proper Incwparolbn of comp_ enl 6 resxnsibIDlY of bOdln9 dedgner - noI buss designer. Bracing shown mnslrudton h the n=on Wh, of the ereelar. Addplonol pemusnenl brodng at the overall skuelure 6 the labdealion quagy conlroL siotage, daR+rery, rmerecllon oral bradng.' Saieiy Inioa4on ovallab6, ImmInan PWe Ing9ula. D'Onolrio C Bending Componeni 24" MAX COMMON APR Q 9 2013 77n Greenback Lane -® Sulte IN Claus Heights, Ck 9561 _ M! ek" REPAIR TO NOTCH 2X6 TOP t IIISAC - 30 11118/2D04 PAGE 1 CHORD ON A GABLE TRUSS MTTnk IndnktdeS. Inc — Western Division 1, THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE. TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS.. BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE; AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING.OF THE WOOD. 4. LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED, 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. 6. CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. 3 112" X 1 112" NOTCH IN TOP CHORD 24" O.C. AS SHOWN MAXIMUM STUD SPACING = 24" O.C. LUMBER.TO BE CUT CLEANLY AND ACCURATELY, NO PLATES ARE TO BE DISTURBED. NO REPAIR NEEDED. CA U) _ 24' .� 32' AX MAX GAP 0. r MAX. ,�4, THE OUTSIDE FACE THE GABLE MUST BE SHEATHED W!SEE MITEK STANDARDFGAB E END DETAILS FOR WIND BRAG NIG)REQU REMENTSLOOD. IMPORTANT This repair to be used only with trusses (spans less then 50') spaced 24' o.c. maximum, having pitches between 3M2 and 12112, total top chord loads less than 5D psf and maximum wind speeds of 10D mph. Trusses not fitting these criteria should be examined individually. TRUSS CRITERIA LOADING: 40-10-0-10 (MAX) DURATION FACTOR :1.15 SPACING: 24 MAXIMUM TOP CHORD: 2X 6 (NO 2 MIN) PITCH: 3112 -12112 iC BEARING: CONTINUOUS EXP. 3-31.15 STUD SPACING :24" O.C. (MAX) CIV, REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Pa a # 275 APR 4 9 2013 ® WAWdlJO. 9erifg dealga parmn4era andltEAD NOTES ON TiB: AND 1NCLDDSD JrDSER BEFF,RLNCE PACiL Jam! 7473 $SAOi38 17SE. Suhe TDB M= Hetphrs, Ck Design wEd for use Doty wllh AARek connectors. l'Ms design h hosed or>ty upon Foramafea shorn, arsd h F� on'vsrDv4dual bt@Idkng eomponenl. App5cab7NIY d demgn ppromenlers and proper Inca po ollon of corrysor+enf h eesponsibtfly of lauiWing designer -not 1nm designer. tlrodng shown h !ar blerdsvppoA of hdrvmdual web mem+� ors ony. Addlibnol terr�o7ary brodn9 io insure s1oh61Y dwin8 eonsirueNon h the res¢oruibpNy of the I erector. AddHbned permonenl btpcln8 0l the ov�ali structure fs the respond6Rly of the bulkfbrB designer. for generol guidance regarding lobateoflon, quafly control storope, tleWery, areeTlon and txoring, eonsup ANSI/IP1) QuaDfy Cdfeda, DSB-84 and BCSIT BWidinp Component I — Sakfy irJormaDon woNobie homtrum Wole er;iDule. 5H3 D'Onohio Drive, Modfson, WI S37i9. REPAIR TO NOTCH 2X4 TOP MII/SAC - 31 i4118/2004 PAGE 1 CHORD ON A GABLE TRUSS MITek Industries, Inc. : upQ 1. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL Western Division INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF - VERIFY TRUSS IS THAT NO FURTHER REPAIRS AGED, THE AR RE TRUSS SHALL BE INSPECTED O REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 4. LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. 6. CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED, LUMBER TO BE CUT CLEANLY AND ACCURATELY, MAXIMUM STUD SPACING = 24" O.C. NO PLATES ARE TO BE DISTURBED. APPLY ZX4 NO.2 SCAB TO ONE FACE OF TOP CHORD OF TRUSS WITH CONSTRUCTION QUALITY ADHESIVE AND 1 ROW OF 1Od (3° X 0.131") NAILS SPACED 6" O.C. 2' MAX. / COMMON SEE MITEK STANDARD GABLE ENLD DETAILS FOR WIND BRACING REQU REMENTSLYWDOD. IMPORTANT This repair to be used only with trusses (spans less than 50') spaced 24" D.c. maximum', having pltches between 3/12 and 12/12, total top chord loads less than 50 psf and maximum wind speeds of 1 DO mph. Trusses not fitting these 'criterla should be examined Individually, TRUSS CRITERIA r LOADING: 40-10-D-10 (MAX) DURATION FACTOR :1.15��r��R S. SPACING: 24" MAXIMUM TOP CHORD: 2X 4 (NO 2 MIN) Q PITCH: 3112 -12112 BEARING: CONTINUOUS CQ �!,'iu3 STUD SPACING :24" O.C. (MAX) Fy,P. 3-37-5 5 REFER TO INDIVIDUAL TRUSS DESIGN ` C. OL FOR PLATE SIZES AND LUMBER GRADES page # 26for APR 0 9 2013 {Qq ,10 .4eri�y densgn parw,mtcra' and RFrsD NDT'E9 ON TJ>?3 AND DlCLVDED AP7TSAC REF =NCB PAGS ZW 7478 =F= V= Design valid for arse Doty with Nd{ek eonneetas, This dedgn h hosed only upon pomtrx:len drown, and k lot an Ind{vidvol bu9ding eors�onenl. App➢eabl0lyy of dedgn ppoostaamenless and psopv ksaospomlton o! componon{ h respondb0ly of bvlldtrtg dedBnet- nni truss deslgnrs. Broeing shown 4 for blerai Adc@Ilssuuppport o{ indMdvai web members only. Addlllond iempsaary ZTodnp fo innrte dab0ly durhsp eonshveBon b the resporss>69Bty of the etocior, onol�n dotage,, Beery, ee bn and {bsodng, OotaW ANS!/fPnhOueEtyCrUeflyp �84 end BGSIQ Bu11dMp Co rspoo nent Inlzlcoilon, qu�h' Saioty In{omsalbn ovoAoble Irom Truss Pioie kullluVe, 583 D'Ondrlo Drive, Mcdkon Tot 53719. * Lane --® CA, B589jamuff IL ■Ana, `�` f�1Sko S".rANDARD REPAID D15TAIL 2 % 11 SS A 21A 513r2004 IIPAGE 1 MiTek Industries, Inc. Western Division rOTAL NUMBER, O —� MAXIMUM FORCE (Ibs) 25% LOAD DURATION NAILS EACH SIDE K `— OF BREAK' SYP i DF SPF i HF —�— INCHES 1 2x4 E 2x6 2x4 I 2x6 I 2x4 I i �xs " 2_x6 • I 2x4 ; 26 I I 14 1 21 24" I 2240 3360 2065 13097 1750 2625 1785 1 2677 j 18 27 i 30" I 2880 4320 1 2655 1 3982 2250 3�375 I 2295 j 3442 22 33� 36" 3520 ' 5260 13245 4867 �I 2750 ! 4125 2805 4207 i 26 39 i a2" 4160 1 6240 3835 5752 3250 4875 3315 4972 ; i 5737 1 30 45 I 48" 4800 7200 14425 16637 3750 I 5625 I 3825 — DIVIDE EQUALLY FRONT AND SACK t ATTACH 2x_ SCAB OF THE SANE SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS (CENTER ON BREAK OR SPLICE) W/CONSTRUCTION QUALITY ADHESIVE AND 10d NAILS (TWO ROWS FOR 2x4, THREE ROWS FOR 2x6) SPACED 6"oc STAGGERED AS SHOWN.(. 1 48"dia. x 3") Q� �R S THE LENGTH OF THE BREAK (C) SHALL NOT EY,C€ED 12". (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS; Q� L=(2)x+C C'CJ433 EXP. 3-31-16 • 1 Od NAILS NEAR SIDE + 10d NAILS FAR SIDE TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6" FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE) DO NOT USE REPAIR FOR JOINT SPLICES NOTES: i. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REPAAINING PORTION OF THE TRUSS IS UNDAMAGED, THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED. THE TP,USS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS 13EFORE APPLING REPAIR AI40 HELD IN PLACE DUPING APPLICATION OF REPAIR. 3. THE END DISTANCE. EDGE DISTANCE AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. S. THIS REPAIR. IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2x_ ORIENTATION ONLY. S. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. stiARNLNG Ver! v Acx: n r+erurnetera andXF.AD NoTF5 am ruls -AND INCl--;;Dfa 11TTEK P4. r RF.NCE.^2CF-.RTL•7!71 l3FFC:Rr USF. 177y� GreEnDtLk L2n2 ' Mssdn ..odd loI use only vhlh s tTe% connectors. Tha desran is based onh• upon parameters shown, and is fu on indrrviduet buiidirg component, j Suite 104 Appr_ai Trty of ds i4n pwamenlell ohd proper hx orporolion of componenf is ra:ponxibT-ly of L Adiing designer - not Istru designer. Gocing shown Guu, Heights, G1. 4561 4 to, iolcvai suppwl of lntF�idual web members only. AddiGonol lemporory Fn'acing to insure sloUhiy during consfruc ,on n the responsibillily ca the > er.:esor. P.ddilianal permanent sxacing of the o�eron structure o Inc responsrb�Tr of the bu➢(ling designer. fc� Q9nerol guidance regwdang lobricWion, quottly consroi stooge, dewry y. &-olio-anal brocig, eomulr • HSIArl I Qvolliy Cnlmr{o. DSB-04 and tCSr i BuRdirr4 Compnnenf �Y E�.. p eq, Sdcy infcrnwlion oro8oble from Irons Fksle sml{Msle.5113 CrOnolr'- OrHa. IAO'Jimn, vll 0; IV, a i. FALSE 136TTOM CHORD FILLER DETAIL M1115AC, -1 3/10/2004 PAGE 1 IL, ALT. TRUSS BOTTOM CHORD BRACED PER MAIN _ TRUSS ENGINEERING BRACING SPECIFICATION FILLER BOTTOM CHORD 2X4 NO2 OR BETTER LUL FILLER BC MAY BE SPLICED WITH 3x4 � M20 PLATES OR WITH 2X4 NO2 2`-0" LONG 48" SCAB, CENTERED ABOUT THE SPLICE, NAILED TO ONE FACE W/(.131'%3.W MII4) NAILS @ 4" O.C., 2 ROWS. MUCK IndUSVIeS, Inc. Western DlvIsfon MAX 3-0-0 EXTENSION AX4 M20 PLATES FM OR ALTERNATE CONNECT W12-1 Dd COMMONS (TYP) FILLER VERTICAL a ..D : . 2X4 STD OR BETTER LUMBER NOTES: 1) FOR LUMBER SIZE AND GRADE, AND FOR PLATES TYPE AND SIZE AT EACH JOINT REFER TO MAIN TRUSS ENGINEERING DESIGN. 2) LOADING: FOR TOP CHORD SEE MAIN TRUSS ENGINEERING DESIGN. BOTTOM CHORD LOADS: LIVE = 0 PSF; DEAD: =10 PSF 3) TRUSS SPACING = 24" O.C, MAX 4) MAX BOTTOM CHORD PITCH = 4112 5) FILLER MEMBERS ARE NON STRUCTURAL PART OF THE MAIN TRUSS; THEREFORE THEY MAY BE FIELD ADJUSTED TO FIT CONDITIONS, PROVIDED THAT STUD SPACING, CONNECTION AND EXTENSION REQUIREMENTS ARE AS SPECIFIED. ADJUS MAY INCLUDE ADDITION OR REMOVAL OF FILLER MEMBERS. --dammom Pa a#28 APR 0 9 2013 loAzm. u • verYy aod�n n�+ + aru! xsan xb s os rrns arm rxccTm n snrza xrs cl� rao> am �a�a asFaJrE use ""void for uae ordy vAh AAlek conneclars lhk dedgn k booed orb upon parameters ahovm and k 1ar on MdHidual buying cmnponenl. �icob>Bly of dedBn pparamenierc and properfiwrpaoflonoi mmponenl k resAo'rdbWiy of buidNg dedgner •not ltura dedgner. Braekrg drown r.hleiai ��upppp�� 01 fncflviduai web memfxus onb, AddlHotu� famporarY 6radng to kaure slabgly during eonskuelion 6 the respanslbt®b of the far. Ad�lonnl perrrwnefii Wocing of the ovemi sttudure h the n3sponcib0ly oI the buDding desjBner. For gonad guldanee repardmg 1-aflon quo4ly aanl+al storage deNary, erecllon and brodn9, wnsutl AHBVn ti QuaTBy Cdlerta 058 89 and BCSIT BuBdlnD ComponenE o Snlam+alkn avdiabfe I ani Tnnx FTale hsflluSa 583 COno@b Drive, Madison M 153714. re C0454i3 EIXP. 3-31-15 7M Greanbadcl.ano Stifle 109 Clhus Hetphls, CA usel M11TWO OVERHANG REiVIbVAL DETAIL MII/SAC - 5C 12J6/2005 PAGE 1 _ 0.RRn4 ineli�eh[ee Inn _ TRUSS CRITERIA: LOADING: 25-1 B-0-10 (MAX) DURATION FACTOR: 1,15/ 1.25 SPACING: 24" O.C. TOP CHORD: 2x4.OR 2x6 HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END BEARING CONDITION Trusses not fitting these criteria should be examined individually. MOTES: 1, THIS DETAIL IS FOR REMOVING OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. 2. NO LUMBER DAMAGE OR DEFECTS SHALL GO BEYOND REMOVAL LINE. NO CONNECTOR PLATE DAMAGE ALLOWED 12 2-12 WAR1dN0.11-1& dmlgn par=vtcm mid PUP MTJM ON 7=r AND INCLU.B$D ElifES REFSASHC6 fiAtiB d1II•9498 OEM= US& Ign vat for use o* wHh MUek connaclon. Thk dedpn k bamd onky upon porornefars shown, and b 10r an hdlvlduc1 b 9np a?mpo+1eni• deabl{ of dedpn pppprarnenlea and proper fneorporallon of eomponant k respondoRly o1 titAklina desigrret- nol'kua drsl0net. &adgg shove r lefexsuanerl d bdty� web membae ortiy., Addigonol3ampmary bradnB fo lnwre slabl7iy, udnp eonsirvcUon b the resjao�nslht@y of the VYesiem ibmilon APR 4 9 2013 d ck Oue114y Crila 058.84 end BCStI.Bvlktfnp Component 5?714. SCAB APPLIED OVERHANGS MIIISAC - 5 3/25/2004 PAGE 1 FW1 I eK, InausU7es, Inc, © Westem DIVIslon TRUSS CRITERIA: LOADING: 40-14-0-10 DURATION FACTOR: 1.15 SPACING: 24" O,C. TOP CHORD: 2x4 OR 2x6 HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END BEARING. CONDITION Trusses not fitting these criteria should be examined individually. NOTES: 1. THIS DETAIL IS FOR TRUSSES BUILT WITHOUT AN OVERHANG, THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEER BROKEN OFF, 2, ATTACH 2x SCAB SAME LUMBER SIZE AND GRADE AS TOP CHORD TO ONE FACE OF TRUSS WITH TWO ROWS OF (0.131 "X3") NAILS SPACED aQ 6" O.C. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2x SCAB j 24t1 MAX 12 2-12 (2.0 x L) 24 MIN r REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND L ES caws W. a-31-15 �aF APR 0 9 2013 WAptMo • 9u+W duetgn jawametan and JEW NOM aN T11I3S AND 2toC1 UM J4'<TEStfS£EItMW PAGE AW7478 DEPORD U0. TM Greenback Lane a ® gn void for m onty w9h AMak connecton.lhb design h based otsry upon porometers shmm, and b for on fndn4duot building a ant. stme 109 °1^P°n C ws Heights, CA, 9M Seabtpyy d desgn ppooromenien and proper Ncorporallon d mmppnwrl b msporutbi9ly of bugding deslgnc-not Ines ded9ner, tkodng shown 'kleccdsupporl of tni3Nldualwab men�en only. Addpbnal temporary braetrg to lhwm slabgly during eondNegon h 1ha.tmpondbMy of the :ta, Add@onal perrncnond btocing of the ov" structure k the respon*My of the buliding daslgnar, For genercfl guWonce regarding Mal icodlon quolty contraI a dab ryi eroellan n Q yu,��h' Cdieria, bS8•e9 end BCStt eugdtng Component p A ��(b PIGGYBACK TRESS CONNECTION Mll/SAC - 2C 11/01/2004 PAGE-1 2 x x.V-0" SIZE TO MATCH TOPCHORD OF PIGGYBACK ATTACHED TO EACH SIDE OF TOP CHORD WITH (.14M.0" VAN) NAILS AT w O.C. STAGGERED 2 ROWS. t+3P ok ladus(rsa, Inc. Wedarn Dhrfslon PIGGYBACK TRUSS SPACE 2X4 PURUNS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD,DF THE SASE TRUSS (SPACING NOT TO EXCEED 43" D.C.). r xe" x 1t2" PLYWOOD (or 1S/3 .OSB) GUSSET EACH SIDE @ 46" O.C. MAX. ATTACFt WITH 2 - (.143"X3.0" MIN) NAILS INTO EACH CHORD FROM EACH SIDE BASE TRUSS CD4M,1 NOTE: CONNECTION DETAIL DESIGNED FOR GRAVITY LOAD.ONL DR 3-31-15 NOT CHECKED FOR ANY WIND LOAD OR LATERAL LOADS. G IL PLEASE CONSULT WITH TRUSS ENGINEER OR QUALIFIED oFCAL�F°¢� BUILDING DESIGNER FOR CONNECTION DETAIL TO TRANSFER LATERAL LOADS APR 0 9 2013 Pa e##31 STANDARD PIGGYBACK TRUSS CONNECTION DETAIL. Mil/SAC - 2B 121 4 PAGE I of 1 (NiiY I3.ilE� PC7R 'RAG TRUSSES) r ® GENERAL !VOTES: °DER S. 1. UPLIFT AND LATERAL LOAD CAPACITY OF THIS DETAIL SHALL BE REVIEWED ARID APPROVED BY PROJECT ENGINEER OR fw3�313- QUAUFIED BUILDING DESIGN=-R. EXP• 3-31-15 2- P- iTdH= r2n 2 MAX A P R 0 9 2013 3. MAX CAP TRUSS' SPAN = 20'-0" 4..M,murA SHEAR CAPACITY OR LATERAL LOAD CIV AXI TRANSFER BETWEEN PIGGBACK AND BASE TRUSS=160 PLF OF CA1.1f MAXIMUM UPLIFT SCAB TYPICAL. PIGGYBACK'TRUSS CONNECTION CAPACITY USING (10) (MAYBE USE.D FOR DRAG TRUSSES) IOd (0.131" X 31 NAILS: 2 x _ x V-O" SIZE TO MATCH * SYP = 1060 LBS SPF = 820 LBS TOP CHORD OF PIGGYBACK. / i all x 8 1l2" x 112" PLYWOOD (or 7116" OSB) DF = 97D LBS ATTACHED TO ONE FACE OF TOP f` GUSSET EACH 51DE AT EACH BASE TRUSS X s' /� HF = $40 LBS CHORD WITH 2 ROWS OF 10d (0.131" / •! JOINT OR MAX. 24" O.C. ATTAC1i WITH NAILS SPACED 6" O.C. AND STAGGERED ,/i� 2 -10d. NAILS INTO EACH CHORD FROM SPF-S = ?20 LBS EACH SIDE (TOTAL-4 NAILS EACH CHORD) it UPLIFT ATTACH PIGGYBACK TRUSS CAPACITY USGIMUM (2) 6N d (0.131 " X 3.5") NAILS: \ TO EACH PURUN WITH A 2.16d NAILS TOENAILED. roA �a SYP = 117 LBS SPF = 60 LBS DF = 92 LBS HF = 63 LBS SPF-S = 41 LBS BAS TRUSS \� \ \\\ MAXIMUM UPLIFT SHEATHING \ CAPACITY USING 112" SHEATHING \ ' AND {2}'8d (D:'131".X 2.5") NAILS: SPADE PURUNS ACCORDING TO THE MAXIMUM ATTACH EACH PURLIN TO TOP SPACING ON THE TOP CHORD OF THE BASE CHORD OF BASE TRUSS WITH SYP = 82 LBS NOT TRU5S (SPACING t lOT TO'E)CCEED 24° O.C.I. 2 - 96d NAILS. BASE TRUSS JOINT. SPF = 4'2 LBS A pUR N TO BE AT EACH DF = 64 LBS �e FOR PwY SACK TRUSSES WITH SPANS < 12' HF = 44 LBS SCAB MAY BE OMMITED PROVIDED THAT: ROOF SHEATHING TO BE cownNUOUS OVER JOINT SPF-S = 26 L65 (SHEATHING TO OVERLAP MINIMUM 12" OVER JOINT) 4c CAP CONNECTION IS MADE TO RESISTUPLIFT. SEE MAXIMUM CONNECTION CAPACITIES AND COMPARE WITH ENGINEERING DRAWING VALUES SHOWN ARE BASED ON CONNECTION CAPACITIES FOR SCABS, PURLINS, AND SHEATHING MAY BE COMBINED WHEN LOAD DURATION OF 1.00 DETERMINING OVERALL UPLIFT CAPACITY. - IF NO GAP EXISTS. BETWEEN CAP TRUSS AND BASE TRUSS (MAY BE USED FOR DRAG TRUSSES) * 2x^xV-rSIZE TOMATCH MAXIMUM UPLIFT GUSSET TOP CHORD OF PIGGYBACK. CAPACITY USING 7/16" GUSSETS ATTACHED TG EACH FACE OF TOP CHORD WITH 2 ROWS OF 10d (0,131" X 3") AND (4) 1 Od (D.131" X 3") NAILS: NAILS SPACED 6" O.C. AND STAGGERED SYP = 3DO LBS REPLACE TOE NAILING OF CAP TRUSS TO PURLINS WITH GUSSETS SPF = 276 LBS AS SHOWN, AND APPLY PURLINS TO LOWER EDGE OF BASE CHORD AT REOOMENDED SPACING SHOWN ABOVE. DF = 294 LBS \ TRUSS TOP HF = 276 LBS 3e SPF-S = 258 LBS A 8" x 8112" x 112" PLYWOOD (or 7116" OSB) GUSSET EACH SIDE AT EACH BASE TRUSS 6A JOINT OR MAX. 24" O.C. ATTACH WITH 2 -10d NAILS INTO EACH CHORD FROM EACH SIDE (TOTAL - 4 NAILS EACH CHORD) i � 2x4 PURLILINN @ 24" O.C. ATTACHED W! 2-10 D NAILS VALUES SHOWN ARE BASED ON j LOAD DURATION OF 1.0D OL WAXWM. 7erl& deagn paranscaera and REAL imm og v=AM fNOLm= A==XZMZ =PADS AID74" 2?Z"RS OBS. TM Gmenbeck lane Dedgn vald lar use ontyy w11h ►Alek eonnedors. this design h baseN only upan poramefen Shawn, arn} k la an Mdlvldvat buld4ag eomponanl. OHM o! design paromanien and propar (nearpwailon o! eomponrnE h respotubflly ai bung designer - nol Truss designer. &odnp shown vs lielghls, CA, 8567 4 for m{archsuppppod o1 bsdMdwl web members o� Addllbnal lempasary brodng to Insure dabllty during coselruclion b gre responsibt6dy of iha eradot. AddEOriai pemmnenl brocing of the overap sfNdure b 1ha respandblMY o1 the bufldinp designer. Frn 8enerW guldonce reparding �r lekafao9on gwlly eonlrol sloroge, daMery, ereelbn and brodng wnsu4 ANSI(1Pi1 Qw91y Cdlark4 CSH•B9 and UCSSt BuAding Campanenl �p'1°r�?�/' Safely Mfotmalian ovololsle lromtruss Flake Insl6ule, 583 rlOrrofrb Drsvo, Niodison, w153719. YY e � 1 Ri. u - 9 .., STANDARD PIGGYBACK M[IjsAC _ 2 04 PAGE 1 OF 2 - TRUSS C014N-ECi'ION RET*AI L CL n :industries, Inc. GENER-AL-NOTES:x t�� s �ic. � Divi to 4' JI P 1: UPLIFT` AND LATERAL LOAD CAPACITY OF THIS RETAIL SHALT. BE REVIEWED AND ° ENGINEER OR, � r,F. ;?3 a= API?RQ1fkb BY PROJECT QUAUFIEp,BUILDING DESIGNER. . 2. PrT0ii.=8t9:2 MAX A RR 1 . 9 , J � 201 � 3. X SPAN = 30'-8" MA ' 4. WW. - IIlM Sii#AR CAPACITY OR LATERAL— LOAD EYT. 3-S i- t IL r OF CFtt� i TRAN5FER SETiNEEN PIGI;BAGK AND BASE TRUS5=12U PLF MAXIMUM UPLIFT SCAB CAPACITY USING (10) ; ry TYPICAL PIGGiBACK TRU85 CONkECTION x 10d (0.131" X 3") NAILS: ! ti-D" SiZETOMATCH. TOPP CHORD OF MGMACK. , , _ W SYP = : 1060 LBS ATTACHED TO ONE FACE OF TOP CHORD WITH 2 RCW& OF lad tp,131" X 31 /,l s SPF = 4 820 LBS %' DF = 970 LIDS s _ NAILS SPACED S° O.C. AND STAGGERED r HF = B40 LBS �SPF-S 72C1.LBS E } ATTACH PIGGYBACK TRUSS n MAXIMUM UPLIFT PURLIN V 'TO EACH PURLIN WITH L LL 2 MAILS T•OENMLED. 'CAPACITY USING (2) 16d -16d K (0.131" X 3.5") NAILS: SYP = 117 LBS SPF_ _ SO LBS _ ` OF 82 i55 I .HF- 83 L65 Q SPF-S = 41 LBS HAS TRUSS \\ MAXIMUM UPLIFT SHEATHING CAPACITY USING 112" SHEATHING 1 AND (2) 80 (0.13V X 2.51) NAILS: - SFAC5RL RLWs'AC0ORDWG TOTHE AXitJ11'M ATTACH EACH PURLIN TO TOP SPACING ONTHE TOP CHbR4 dFTH0 BASE CHORD OF BASE TRUSS NTH' TIM �SPACII NOT TO EXCEED 24" 04 2 -1sd NAILS. A PUR Y D BE LOCATED AT EACH BASE TRUSS JOINT, SYP = 82 LBS ' SPF = 42 LBS . . DF = LBS „ * .FOR p1GGY• SACK TRtiSBE$ WITH SPAis1S r 1T x U SCA$VAY.BE-DMitAITED.PROVIDEDTHAT: ° - 44 HF= 44 LBS SPF-S = 28 LBS ROOF SHZ ATHItdG T47B£.CGiNTINL�UB:OVER JOINT (&tiEA•ft" TO OVERLAP MIN}MT M IV OVER JOINT) -RCP CONNECTION iS wDE TO RESIST UPLIFT. # SHtrlgXiMEJN} CONNEErftOg CAPACITIES AND COMPARE WITH ENGINEERING DRAWING VALUES SHOWN ARE BASED ON, CONiECTION'CAPACITIES Pok SCABS, PURLINS, AND SHEATHING MAY BE COMBINED WHEN LOAD DURATION OF 1.D0 DETERMINING OVERALL UPLIFT CAPACITY. s x BETWEEV CAP TRUSS AND BASE TRUSS: . If NO GAP,EXISTS m - MAXIMUM UPLIFT GUSSET. CAPACITY USING 7116" GUSSET'S ` i 5 . AND (4)10d (0.131"X T" NAILS: ! REPLACE TOE NAILING OF CAP TRUSS TO PURLINS WITH GUSSETS ffi y AS SHOWN, AND APPLY PURUNS TO LOWER EDGE OF BASE'S ` 'SYP = 300 LBS 5PF = 276 LBS TRUSS TDP CHORD ATRECOME:NDED SPACING SHOWN ABOVE: T DF = a 294 LBS * 8" x�8" x 112" PLYWOOD (or Th " OSS) HF = 276 LBS = 258'LBS GUSSET EACH SID£ AT SPF-S ='m EACH BAWL=TRUSS JOINT. ATTACH WITH 9 -14d w L5 INTO EACH CHORD FROM y EACH SIDE (TOTAL- 4 NAILS EACH CHORD) x ti y 2x4 PURUNS aG% 24" O.C. ATTACHED W12-10 D NAILS' VALUES SHOWN ARE BASED ON LOAD DI RAT1ON OF 1.00 Palle#'33 y, .s. ° `` lP87Zlm/F• 9nr•I/g danlgn paramaMrn andRSBL NDT&$ Oli 27if6 ANA LiC217AED J�7P.S JiP.FldflFJPC� 1•ALiS AL774TS HffiFORS CSI9. ,. rM G•eenboa Una �_ - � �atghts, Dadgn v�a�Cyl for ute ark wtih M41ek mtmedaa ti�Yc dew is died aniy upem 1mnmaferi shown and It loi an tniiNkluai i � roonPw+anS iiadw � B ior}olerof oI cleden parameniaa and prap®r inantpnialbn d component b respoy of dedgnet- nnl buss designer. lNoe'Np Shawn GA: asel artrTs�p� nI indtJducl web members aniy. Adc4Aandlerr�araty bmdng }o.lrurne da6l�ly auting condntc11on3r the re�panalE�Bfy ai the + I erector. Add�otwt pem�neni ixv thn croeroE sttuciura is @,e repanslk+Wy of the bt4�p designer. Tvr geiiaro! guidance rogmdhre a de and btcd•®, � i ia'hrleation, 4>�Y conical dorage, ry, ensatlo7f eantuffi ANSi/tPt3 hoafiy Cdlor{a 1)Sts.b4 and ItCSII 9elWls�g Campdnon} beQoip {nfennorien avaeo6ie horn inns Pbfe insiANs �3 tYDiraldosdys Madkon, W1537 t9. e l Y � [ b • Building Materials and Construction Services 45491 Golf Center Parkway, Indio, CA 92203 Telephone: (760) 347-3332 Fax: (760) 347-0202 CITY OF Imo► OUINTA BUILDING & SAFETY DEPT. APPR VED FOR CONST , UCTION DATE T h ( B Legacy Homes 3418 — A & B La Quinta 07/03/2013 < JA —c c & i t JA 0 M A 0 JB — < JB6 9 C10 JC 13-07-1 0� JCCo P rl- E c) JD CE TIA JD - ------- \ a LU WW W W �U- (D x 2 a: TIB JD 4 --- 1U, 0 0 TIC c6 JD M.. .. . . . ....... ........... TID 00 JD TIE .. . ......... JD (Y) I- Ni JD L LHA J .0 )U ic 0-HI s26-2 (.,0) C C Hm26 MI) f. +D AL L-26 (x07 BA I PAD T1H 7) BA BA I B 1500# T4A —1 Tli --3300i- -n)J.26 (.10) 47-C 0-00 360- 2x4 Std Blk� O T4B ............ - (L) �\ Tij 610/702 @4/12 (.16) A• 4 FA&U E co 9 T4B T1 J Cal) z A U'> 70 O T4B -0 > IT T1 < 0 70 :t-- CL 0 -5 < C� T4B T1 < 0 e) �: 6 FAU T4B 62 F5 0 T1 I '. T4B j AV� ra ai Ux TIM T4B 5* 8) ;oo �o 13-08-00 ....... . ....... . ...... I- T4B TIN C 0 C14 T4B T1O 3300# C'4 C*4 2300# Ti P. 1500# W 150 -3s 0 c) 00 1 Fmod.- T4D g Cm 0 0 0 a'- J7 -04 : -0 i 0 T7P T4C 20-00-00 Qi1. U imL cc '0 (0 0 W F- �- 2 0 /V7 T4D 1b E W T2C ............. W 0 P9 C 0 T7A o6 c6 . : 5-11-08 T4D L0 Z to M 19 T2D I - > T7C b Uj Z Z T4D T2 0 14-dl-08 Q Rma J21 - --- —/ . J'B (T4,D n C11 IGBA Sty y T8A .1 i 7. > i T4E r- '00 17A E CE (n J2 - <A)\_L_ LU th E %U I LL U I N A J8 J8C MW 1 5 5 0 6 ic :3 c6 (6 T5B j 9 (6 1 Mh Le AR DO!, 1500ffi BX I j R 0 20-C D-00 j JB 610�;02 JR/72 I W. ivo�'S T5B C= n T 1500# -00 JA C FOR n :Zi4�4 C . x -C-14 < Cn 00 -Z�. —; k -.; �fp — W <21 — ry,; 711. -Z gI �� G�� EMOL �0- DATE Y < M C-) 0 cc 0 L) M < W W W Co MW W Co co 049 5-04-00 20-00-00 7-OS DO 13-08-00 33-04-007 W Roof Layout 'his is a truss placement diagram only. bese trusses are designed as individual building components to be incorporated into the building design at the specification of the building designer. See individual design sheets for each truss design identified on the placement drawing. 'he building designer is responsible for temporary and permanent bracing of the roof and floor system and for the overall structure. The design of the truss support structure including headers, beams, walls, and columns is the responsibility f the building designer. For general guidance regarding bracing, consult "Bracing of Wood Trusses" available from the Truss Plate Institute: 83 D'Onifrio Drive ladison, WI 53179 MM hil 0 MiTek' Re: 3418 A 3418-A MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 9161676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by BMC-Indio, CA. Pages or sheets covered by this seal: R40055099 thru R40055157 My license renewal date for the state of California is December 31, 2013. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. QROF ESS/pN SOON �� c 2 L C 074486 c m *� EXP. 12-31-13 �* �F v July 10,2013 Ong, Choo Soon The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSVTPI 1. Job Truss Truss Type Qty Ply 341E-A R40055099 3418 A CJ1A Diagonal Hip Girder 1 1 Job Reference (optional) BMC, Inala, CA • 922d3 7.420 s May 10 2013 M7ek Industries, Inc. Tue Jul 09 18:32:35 2013 Page 1 ID:ItpEP9WCJUDSASPi5gbl cLmKsev-W9P?AOYJ W4yD4pzEEodiprS?IKbLKif41_Edeyzj5g -1-7-13 57-5 I 8-5-51 1.1 3 0 1-7-13 5-7-5 2-10-0 29.11 Scale = 1:23.3 NAILED 3x10 = 2x4 11 6x8 = 6xB = 8 7 Special Special Special 3x4 = Special Special Special - 3-3-6 S7.5 8-SS 1- -0 11 3-3-6 2-315 2-10-0 2-8-15 0- 2 Plate Offsets (X,Y): 18:Edge.D-1-81, f9:0-3-9 0-3-01 110:0-3-9.0.3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) -0.14 10-11 >951 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -0.21 10-11 >610 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.54 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code IBC2009frP12007 (Matrix) Weight: 50 lb FT = 20% LUMBER TOP CHORD 2x4 OF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G REACTIONS (lb/size) 6=76/Mechanical, 2=709/0-7-6 (min. 0-1-8), 8=656/Mechanical Max Horz 2=75(LC 3) Max Uplift 6=-1 3(LC 3), 2=-26(LC 3) Max Grav 6=76(LC 1), 2=1395(LC 14), 8=1357(LC 13) BRACING TOP CHORD Structural wood sheathing directly applied or 3-1-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Inalallatign FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-3982/0, 3-12=-3972/0, 3-4=3298/0, 4-5=-1763/0 BOT CHORD 2-13=0/3822, 13-14=0/3822, 11-14=0/3822, 11-15=0/3822, 10-15=013822, 10-16=0/3213, 9-16=0/3213, 9-17=0/1711, 8-17=0/1711 VEBS 4-10=0/982, 4-9=-1754/0, 5-9=0/1483, 5-8=-2123/0, 3-11 =-1 3/650, 3-10=-861/3 .JOTES 1) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=6.Opsf; h=12ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20 % has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 2. 8) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "NAILED" indicates 3-1 Did (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 249 lb down and 2 lb up at 2-9-8, 249 lb down and 2 lb up at 2-9-8, 267 lb down at 5-7-7, 267 lb down at 5-7-7, and 287 lb down at 6-5-6, and 287 Ib down at 8-5-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-68, 2-7=-20 so S c LU C 074486 rn * E 12731-13 OF �-1��\P hdvin19ni l Continued on pane 2 — '' ' ® WAWING - Verify desirpm pdnr-a,l ,ra =1 READ KOM ON 7331S AND MCLVDED G11ISK PEF"> RBICE PACE.r§97-7473 BEFORE IOSZ Design valid for use only with MOek connectors. This design is based only upon parameters shown, and is for on individual building component. Wit Applicability of design parameters and proper incorporation of component is responsiblity of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resporsibillity, of the ([{�� T e,, erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding IYI) !�r'R.- fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Crtteria, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 if sout?earn: Pine ivi lumi+e::r is ;pecifiedi.: the d eti.-mualsrss are thwe eff's mive 0b/"01/2,0s.3 t Y A .SC Job Truss Truss Type Qty Ply 3418-A R40055099 3418_A WIA Diagonal Hip Girder 1 1 Job Reference (optional) /,42115 May 10 2013 MileK In0ustnes, Inc. TUB JUI 09 18:3Z:35 2013 Page 2 ID: ItpEP9WCJUDSASPi5gblcl¢Ksev-W9P?AOYJW4y04pzEEodiprS?IKblxjf4l Edeyzj5g LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 4=-76(F=-38, B=-38) 10=-34(F=-17, B=-17) 9=-74(F=-37, B=-37) 5=-225(F=-113, B=-113) 12=62(F=31, B=31) 14=2(F=1, B=1) WAMNG - Verify desiy. €sls,.&em m:d READ NWTZ ON MS AM tNr UDED t 97EK REFER- & PACE M-7473 BEFORE ME Design valid for use only with M7ek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the A w�e = erector. Additional permanent bracing of the overall structure ls the responsibility of the buildM building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 1 D9 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 if uziam:Piffle{Sp}iasmbaa5s. agr�ssfied;: Fh:edeaim uafuai we those effe,ti CS102f22113 byALSC' Job Truss Truss Type Qty Ply 3at11-A R40055100 3418 A CJ2A DIAGONAL HIP GIRDER t 1 Job Reference (optional) Indio, CA- 92203 7,420 s May 10 2013 Mt ek Industries, Inc. Tue Jul 09 18:32:36 2013 Page 1 1-7-13 3-1-9 57 7 ID:ItpEP9WCJUDSASPi5ggb10c1¢Ksev-pwjnDW1 A4gCpeEO9oyJs1F1 OdOg9gwUOEpJykn95yzj5f 1-7-13 31-9 2-514 2-11.9 2-&0 Scale = 1:21.9 bxs _ 2x4 II 6x8 = 6x8 = 8 7 Special Special Special 3x4 = Special Special Special 31-9 5-7-7 37-0 11-2-3 11 0 31-9 2-514 2-11-9 2-7-3 3 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.35 TCDL 14.0 Lumber Increase 1.25 BC 0.85 BCLL 0.0 Rep Stress Incr NO WB 0.53 BCDL 10.0 Code IBC2009f'rP12007 (Matrix) LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 OF No.1&Btr G WEBS 2x4 OF Stud G REACTIONS (lb/size) 6=76/Mechanical, 2=690/0-7-6 (min. 0-1-8), 8=549/Mechanical Max Harz 2=84(LC 3) Max Uplift6=-11(LC 3), 2=-12(LC 3) Max Grav 6=76(LC 1), 2=1386(LC 12), 8=1313(LC 11) DEFL in (loc) 1/defl Ud PLATES GRIP Vert(LL)-0.1410-11 >950 240 MT20 220/195 Vert(TL)-0.2110-11 >624 180 HOrz(TL) 0.05 8 n/a n/a Weight: 50 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 3-1-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer nstallatio FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3945/0, 3-4=-3209/0, 4-5=-1707/0 BOT CHORD 2-12=0/3785, 12-13=0/3785, 11-13=0/3785, 11-14=0/3785, 10-14=0/3785, 10-15=0/3127, 9-15=0/3127, 9-16=0/1656, 8-16=0/1656 VEBS 3-11=-12/650, 3-10=-912/0, 4-10=0/997, 4-9=-1722/0, 5-9=0/1472, 5-8=-2053/0 IOTES 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 2. 7) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 249 lb down and 2 Ill up at 2-9-8, 249 lb down and 2 lb up at 2-9-8, 267 lb down at 5-7-7, 267 lb down at 5-7-7, and 287 lb down at 8-5-6, and 287 lb down at 8-5-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-68, 2-7=-20 Q,,pFESS/p� �� ©o sooty o�F 2 7 �� y L C.O74486 m * E 12-31-13 jnly 10 7l1-14 Continued on page 2 "'' "'—' ilWr dANT - Verify dsspgsa }*i arannst<rs, amd PBAD faMW ON IRIS BiV+1 gA+iC:diUrZ3.ltfPi3sK PEFEREmE t*AGE P91-7473.15EP(TT& i7SP Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Welk' erector. Addtional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardng Welk - fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPI1 Quality Cdtedo, DSB-89 and BCSI BuOdng Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 0 Saut'lam Pine tSPj lumber is specified, the easio val,tes ane-2ho ef` trve{11fx303f2l3?.3 byA1SC Job Truss Truss Type Qty Ply 341 S-A Raoossloo 1 3418_A CJ2A DIAGONAL HIP GIRDER 1 1 Job Reference o tional IAZU S May I 2U73 MI I ek Inaustnes, Inc. rue JUI U9 18:3736 2U13 Page 2 ID:ItpEP9WCJUDSASPi5gb1 cuzKsev-pwjnDW1 A4gCpeEO9oyJsF1 Odg9gwUOEpJykn95y-45f LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 10=-34(F=-17. B=-17) 9=-74(F=-37, B=-37) 5=-113(F) 13=2(F=1, B=1) WAWNG - Verify dmsirgn rzaranz&eY,.% and PEAR MOM ON 77118 AND IMCF,VDMl4iFMK P.BFP.RLICE PAGE W1-7473.BEFORFs Er!'R Design valid for use only with M7ek connectors. This design is based any upon parameters shown, and B for an Individual building component. �R Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the ��_ erector. Additional permanent bracing of the overall structure is the responsibility of the buildng designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSIITP11 Qualify Criferia, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. ff Sourivarn Pine tM lumber Oh e design values art those e.1?ertive OGM2 f2013 byAtSC Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Sate -A R40065101 3418_A CJ3A Diagonal Hip Giber 1 1 Job Reference o tional CM[;, Indio, L;A - azeu3 7.420 s May 10 2013 M7ek Industries, Inc. Tue Jul 09 18:32:36 2013 Page 1 1-7-13 5-7-5ID:ItpEP9WCJUDSASPi 51 cuzKsev-pwjnDWIA4gCpeEO9o,J 1 Odo9guUOBpJykn95yzj5f 13 5-7-5 2.10.0 2-111 Scale = 1:22.6 NAII Fn 4116 = 2x4 II 6x8 = 6x8 = 7 Special Special Special 4x4 = Special Special Special 3-3-6 5 -15 8-5-5 11-1-8 11 �-0 3-3-6 25 2-10-0 2-8-3 0-1-8 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code IBC2009/TP12007 LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G CSI DEFL in (loc) I/deft L/d TC 0.35 Vert(LL) -0.14 1D-11 >954 240 BC 0.85 Vert(TL) -0.21 10-11 >614 180 WB 0.53 Horz(TL) 0.05 8 n/a n/a (Matrix) REACTIONS (lb/size) 6=76/Mechanical, 2=705/0-7-6 (min. 0-1-8), 8=659/Mechanical Max Horz 2=84(LC 3) Max Uplift6=-11(LC 3), 2=-18(LC 3) Max Grav 6=76(LC 1), 2=1388(LC 12), 8=1363(LC 11) PLATES GRIP MT20 220/195 Weight: 50 lb FT = 20 % BRACING TOP CHORD Structural wood sheathing directly applied or 3-1-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Ilisiglialion guide, FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-3959/0, 3-12=-3949/0, 3-4=-3269/0, 4-5=-1734/0 BOT CHORD 2-13=0/3800, 13-14=0/3800, 11-14=0/3800, 11-15=0/3800, 10-15=0/3800, 10-16=0/3185, 9-16=0/3185, 9-17=0/1682, 8-17=0/1682 VEBS 4-10=0/983, 4-9=-1753/0, 5-9=0/1481, 5-8=-2105/0, 3-11 =-1 2/650, 3-10=-865/1 DOTES 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 2. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 249 lb down and 2 lb up at 2-9-8, 249 lb down and 2 Its up at 2-9-8, 267 lb down at 57-7, 267 lb down at 5-7-7, and 287 lb down at 8-5-6, and 287 lb down at 8-5-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Continued on Daae 2 so 01�� CID �� 2 LU C 074486 rn 12- 1-13 l ; Ilfly 1n gn13 WARMING - Verify dzsiggn rsaramnters and READ iVt" M tiff BYIIcS AM INCLtM 'i,Z7.} UTSR P.£xiPR91WE PAGE Mll-747J .SM)f{£ iW Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and B for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the pp ��q erector. Additional permanent brocing of the overall structure is the responsibility of the building designer. For general guidance regarding Byl+Ti2k- fabrication, quality control, storage, derwery, erection and bracing, consult ANSI/TPII Qua81y Crlterlo, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. lee Street, Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 °3 Sa. am.N ISPIiutrfs—hsAes�edr rles $sr.aral.I¢ are ,aseeI chre Obfr1?/:2.4i.a tryALSC Job Truss Truss Type Qty Ply 34111-A R40055101 3418_A CJ3A Diagonal Hip Girder 1 1 Job Reference (optional) r.gcu s may ru curs mi i ex mausrnes, roc. I ue dur ua 1o:3z:3o zuls rage z ID:RpEP9WCJUDSASPi5gb1 cuzKsev-pwjnDW1 AAgCpeEO9oyJsF1 Odo9guUOBpJykn95y2j5f LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-6=-68, 2-7=-20 Concentrated Loads (lb) Vert: 4=-76(F=-38, B=-38) 10=-34(F=-17, B=-17) 9=-74(F=-37, B=-37) 5=-225(F=-113, B=-113) 12=62(F=31, B=31) 14=2(F=1, B=1) ® WAWING - Vc ifr} design € w-am&z" and READ N0 M ON 77118 AND MCI, I ED, I1SMK P FEE PAW Iffl-74TJ BF RE USE Design valid for use only with M1ek connectors. This design is based only upon parometers shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the I` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi 1T eF{,.- fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criterla, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Informotion available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Hei "f Saud?ern pine 4sP) Ivabi is sgsesified.„ts,.s�tesian. values amThose_ffe=tIve 0610112,,01:t bi ALsc ghts, CA, 95610 Job Truss Truss Type Qty Ply 3418-A R40055102 3418_A CJ38 Diagonal Hip Girder 1 1 Job Reference (optional) aMC, train, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Toe Jul 09 18:32:37 2013 Page 1 ID:ItpEP9WCJUDSASPi5gbl cuzKsev-16H9Qs2or8KgGOzLLfg5nExt9Y99DxFyYcTLhXyzj5e 0. 12 2-6.7 53.9 5 0.0.12 2-511 2-9-2 12 346 I I 2.83 12 9 6 10 5 8 3x4 = 7 Special 3x4 =4 2x4 11 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.06 TCDL 14.0 Lumber Increase 1.25 BC 0.27 BCLL 0.0 Rep Stress Incr NO WB 0.16 BCDL 10.0 Code IBC20091TP12007 (Matrix) LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 OF No.1&Btr G WEBS 2x4 OF Stud G DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.01 5-6 >999 240 MT20 220/195 Vert(TL) -0.02 5-6 >999 180 Horz(TL) 0.00 5 n/a n/a BRACING TOP CHORD BOT CHORD Scale = 1:20.0 Weight: 30 lb FT = 20% Structural wood sheathing directly applied or 5-4-5 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Mistallation guide. REACTIONS All bearings Mechanical. (lb) - Max Harz 7=30(LC 3) Max Uplift All uplift 100 lb or less at joint(s) 3 Max Grav All reactions 250 lb or less at joint(s) 3 except 5=498(LC 10), 7=304(LC 7), 1=403(LC 13) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-448/0 BOT CHORD 6-10=-8/431, 5-10=-8/431 WEBS 2-5=-545/11, 1-6=0/510, 2-6=-66/312 TOTES Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide metal plate or equivalent at bearing(s) 1, 3 to support reaction shown. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 8) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 10) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 287 lb down at 2-6-11 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-68, 4-8=-20 Concentrated Loads (lb) Vert. 2=-1 13(B) 6=-37(B) Q\-�pFESSI so CUB G UJ C 074486 *, E)T 1 13 �* �Tq July 10,2013 i5rAiiKNG - Verify d-- iqn parmr "arse end }s*%A33 /siC73;rxS ON THISANDPAGE A3aI-74i3.BFX`OrW IhEE Design valid for use only with Mitek connectors. This design is based only upon parameters shown, and's for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of buildng designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the p�p erector. Addtional permanent bracing of the overall structureu the responsibility of the building designer. For general guidance regarding MiTek. fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSO.89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Solely Informallon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandra, VA 22314. Citrus Heights, CA, 95610 afSau.a m Rtne:$51sJ.umb- 3s 5xscffed.., t�design vatuss amthoss of'eative Lt6101f2f8_.3 by%LSC Job Truss Truss Type Qty Ply 34111-A R40055103 3418_A CRA Diagonal Hip Girder 4 1 Job Reference o bona BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:32:38 2013 Page 1 ID:ItpEP9WCJUDSASPi5gbl cuzKsev-mlrXeC3RcRSXtYYYvMLKKSTzryRcyJA6mGDuDzyzj5d -1.7.13 31-13 6510 1-7-13 31-13 31-13 2.83 12 NAILED NAILED er �� NAILED 8 .. 7._ ._ .. 8 5 2x4 I I 6x8 = 3x4 = Special Special Special Special Scale: 1/4"=T 3� 1-13 f 1.214 6�10 3-1-13 31.1 0.0.12 Plate Offsets MY): f7:0-39 0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) -0.04 6-7 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.51 Vert(TL) -0.05 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.43 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Weight: 50 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 8=369/D-7-6 (min. 0-1-8), 4=152/Mechanical, 6=165/Mechanical Max Horz 8=149(LC 5) Max UpliftB=-317(LC 3), 4=-25(LC 3), 6=-489(LC 5) Max Grav 8=774(LC 10), 4=152(LC 1), 6=1042(LC 9) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-613/304, 2-9=-286/156, 3-9=-278/168 —OT CHORD 7-13=-181/267, 13-14=-181/267, 6-14=-181/267 VEBS 2-7=-237/524, 3-7=-370/513, 3-6=-566/384 . JOTES 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 8=317 , 6=489. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 6) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 250 lb down and 259 lb up at 2-9-8, 251 lb down and 234 lb up at 2-9-8, and 271 lb down and 120 lb up at 5-7-7, and 270 lb down and 128 lb up at 5-7-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-68, 2-4=-68, 5-8=-20 Continued on Dame 2 4?,2FESStp, ao SooCO v�C 074486 m * EXF,, 12-31-13 OFIC � July 10.2013 j& W§ia'RrM - Verify deigryt cerum&e s and READ Na77"i.S ON THIS AND LNCI; UDIU) /:2Tff8 Ri,FER ME PAGE 161-747.3 BEMRE i'f E5 Design valid for use only with Mifek connectors. This design B based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component B responsibility of building designer- not truss designer. Bracing shown Nil' is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the {� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi €T e14.- fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria. DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 tf iaart?r_m. vir ;Aftr ber islsc,:nsd-elsde%lgn.,rst;.ees ase thosa e•ffnive 05j0$1.2013 by RISC Job Truss Truss Type Qty Ply 341E-q R40055103 1 3418 A CRA Diagonal Hip Girder 4 1 Job Reference (optional eMc, mmo, uA -azzus LOAD CASES) Standard Concentrated Loads (lb) Vert: 9=97(F=41, B=56) 10=-78(F=-43, B=-35) 12=-l(F=-1, B=0) 14=-41(F=-21, B=-20) 7,420 s May 10 2013 M7ek Industries, Inc. Tue Jul 09 18:32:38 2013 Page 2 ID:ItpEP9WCJUDSASPi5gb1 cuzKsev-mlrXeC3RcRSXtYYYvMLKKSTzryRcyJA6mGDuDzyzj5d lk WAPANG - Vcrifg desgn naratmdrrs and READ NOTM ON THIS AND DJULd3i3Fa?-ilfd. SK Pi'EREENCE F'a1W AM-747d MFORE USE Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and'a for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown f is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the �L T `,, erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Iyf' !i�'i�. fabrication, quality control, storage, delivery, erection and bracing, consuit ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component ei 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312 Alexandrio, VA 22314. Citrus l'Sau�€n Fiaxe (Spj 3umt+Pc is sls:ec i,the �7zsimua#;roc am thwis eFtst'r Mfia /201.3 byALS.0 gets, CA, 95610 Job Truss Truss Type Qty Ply 3418-A R40D55104 3418_A CJ8A Diagonal Hip Girder 2 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Toe Jul 09 18:32:39 2013 Page 1 ID:ItpEP9WCJUDSASPi5gbl ciaKsev-EVPwrY33NIaOVh7kT4tZsf084MiZhkxF.7wyRmQy2j5c -1-7-13 3-1-115-7-6 B-5-2 11.3.0 1-7-13 31-11 2-511 2.9.12 2-9-14 oA Scale = 1:22.5 4x6 = 2x4 11 6x8 = 6x8 = 8 7 Special Special Special 3x4 = Special Special Special 1.11 57-6 8-5-2 11-2-3 11 31-11 2-511 2-9-12 2-9-1 Q 3 Plate Offsets (X.Y): f2:0-4-3.Edcel, f8:0-0-13.0-1-81. f9:0-3-9.0.3-01. 110:0-3-9,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) -0.14 10-11 >952 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -0.21 10-11 >623 180 BCLL 0.0 Rep Stress Incr NO WB 0.53 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix) Weight: 50 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3-1-8 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS (lb/size) 6=76/Mechanical, 2=691/0-7-6 (min. 0-1-8), 8=551/Mechanical s Max Horz 2=84(LC 3) Max Uplift 6=-'11(LC 3), 2=-12(LC 3) Max Grav 6=76(LC 1), 2=1388(LC 12), 8=1314(LC 11) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3951/0, 3-4=-3217/0, 4-5=-1715/0 BOT CHORD 2-12=013792, 12-13=0/3792, 11-13=0/3792, 11-14=0/3792, 10-14=0/3792, 10-15=0/3135, 9-15=0/3135, 9-16=0/1663, 8-16=0/1663 /EBS 3-11=-12/650, 3-10=-911/0, 4-10=0/998, 4-9=-1722/0, 5-9=0/1475, 5-8=-2060/0 ..OTES 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 6, 2. 7) This truss has been designed for a moving concentrated load of 250.O1b live located at all mid and at all the �()FESS/0 panels panel points along Q Bottom Chord, nonconcurrent with any other live loads. 8) "NAILED" indicates 3 10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. !t, �� t N FZ 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 249 lb down and 2 lb up at 2-9-8, �LV� O� 0 U.r ifj� 2 249 lb down and 2 lb up at 2-9-8, 268 lb down at 5-7-7, 267 lb down at 5-7-7, and 288 lb down at 8-5-6, and 287 lb down at 8-5-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LU C 074486 17171 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12-31-13 LOAD CASE(S) Standard * 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-6=-68, 2-7=-20 4TOFr July 10.2013 Continued on Dace 2 ® Wt§l�'MING Verifg e r_ r"gn param&en =d READ N07M ON 7WIS AND L,FsirIARAM 691TX PS3^ziREME PA€x£s Pfil-747J 1iiM)rW itSE. Design valid for use only with MOek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction a the responsibillity of the NiiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Crfferia, DSB•B9 and Ill BuBding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 .fSourh,ern Pi.net5P1 Iumbe is agssti�Pd:tiie design"" ues are�thas¢ efa-:siva 06�02/201.3 by AtSC g Job Truss Truss Type Qty Ply 3418-A R40055104 3418_A CJBA Diagonal Hip Girder 2 1 Job Feference o tional 1.4Lu s May lu zul'3 MI I eK industries, Inc. I ue Jul u9 1a:32:39 zul3 Page Z ID:ItpEP9WCJUDSASPi5gb1 cuzKsev-EVPwrY33NIaOVh7kT4tZsf084MiZhlo(F?wyRmQyzjSc LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 10=-35(F=-17, B=-18) 9=-75(F=-37, B=-38) 5=-113(F) 13=2(F=1, B=1) Z€ ffiiUJ?NG - Yerify c irk x g aram�fzn m d READ M) W ON FFt1S AND l CIAMED.WTSK P.EFErRSME PACE *917473 BEFOPM IWR Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction ¢ the responsibillity of the ��{ A/� T ;s erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding I Vtli e fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSI BuBding Component 7777 Greenback Lane, Suite 109 Safety Informaiton available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Ciws He ights, :#Souit3em pine tSa+':vmbe=is zpEsifi thsr elesi�,n uakues arE Ynas�ef4e-.:inre 053£#'?f.2SH13 tYALSG ghts, CA, 95610 Job Truss Truss Type Oty Ply 3418-A R40055105 3418 A Doi GABLE 2 1 Job Reference o tional BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:32:40 2013 Page 1 ID:ItpEP9WCJUDSASPi5gbl cLmKsev-ihzl2u4hB3iF7riw1 nOoPtYEjmCtQ7JPEai?lsyzj5b !L3-6.1 2 10-1-2 13-7-14 2 6-66 3.612 JL24 JL24 3x4 II JL24 3x4 = JL24 JL24 JL24 JL24 3x4 = JL24 1.. 31 2 32 3 33 34 35 4 36 16 37 15 38 14 39 13 40 12 41 11 42 10 43 9 44 8 45 7 46 6 Scale = 1:31.0 6x8 = 3x4 = 6x8 = 13.7.14 13-7.14 Plate Offsets MY): 111:0-2-0,0-0-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.68 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.14 Vert(TL) n/a n/a 999 _ BCLL 0.0 ' Rep Stress Incr NO WB 0.78 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix) Weight: 132 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD 2-0-0 oc puffins (6-0-0 max.): 1-5, except end verticals. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud G JOINTS 1 Brace at A(s): 1, 5, 30 OTHERS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide REACTIONS All bearings 13-7-14. (lb) -. Max Horz 16=130(LC 11) QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT Max Uplift All uplift 100 lb or less at joint(s) 7, 8, 9, 10, 15, 13 except LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE 16=-619(LC 9), 6=-565(LC 12) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Max Grav All reactions 250 lb or less at joint(s) 15 except 16=919(LC 8), 6=1090(LC 7), 11=1360(LC 32), 7=267(LC 36), 8=279(LC 35), 9=276(LC 34), 10=278(LC 33), 14=287(LC 29), 13=273(LC 30), 12=1307(LC 31) DRCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. DP CHORD 2-31=-394/416, 2-32=-363/406, 4-35=-363/406, 4-36=-376/381 _DT CHORD 16-37=-456/518, 15-37=-391/453, 15-38=-311/373, 14-38=-252/314, 13-40=-195/261, 12-40=-276/338, 12-41=-357/419, 11-41=-440/502, 11-42=-376/690, 10-42=-291/606, 10-43=-212/526, 9-43=-80/427, 9-44=-43/427, 8-44=-102/431, 8-45=-190/504, 7-45=-263/563,7-46=-328/643,6-46=-393/708 WEBS 2-16=-842/703,2-30=-960/685, 11-30=-970/688,4-11=-1294/594,4-6=-1191/606, 3-30=1038/0, 12-30=-1029/0 NOTES 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right flF�s/ exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) Truss designed for loads in the the For �??, CL wind plane of truss only. studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult building designer as ANSI/rPI 1. CJOaAr � y 1- qualified per 3) Provide adequate drainage to prevent water ponding. O� O : C ,r � V Z 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. � C 074486 m 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Eyv 12-31-13 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will * fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members.') 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 8, 9, 10, 15, 13 OF except Qt=lb) 16=619, 6=565. IC, 11) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. JUN 10.2013 Continued on Daae 2 If;!1iRKNG - Verify de-nign porzrmeterx mad READ IVEY 23 ON TRI8.A.M thT,it3Y%E V AU Pa3APEY:�'.,3 EWE PAW Mr-747J 1513 M; ME. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and 4 for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Mi��B erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardik( ng fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPI1 Qually Criteria, DSB-89 and SCSI Bunding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. CiWs Heights, CA, 95610 45,ourhe€n PinetER)lumber. is spec�Pd,the-4-:gf—hie; ims tho,ta ive 06fal,/2�03.3 byAlsC Job Truss Truss Type Qty Ply 341B-q R40055105 3418_A D01 GABLE 2 1 Job Reference (options!) BMC, Indio, CA-92203 7.420 s May 10 2013 MiTek Intlustries, Inc. Tue Jul 09 18:32:40 2013 Page 2 ID:ItpEPgWCJUDSASPi5gbl cuzKsev-ihzl2u4hB3iF7riwl nOoPtYEjmCtQ7JPEai?lsyzj5b NOTES 12) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 13-7-14 for 109.8 plf. 13) Graphical purtin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Use USP JL24 (With 10d nails into Girder & NA9D nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-9-15 from the left end to 11-9-15 to connect truss(es) J7A (1 ply 2x4 DF), J7B (1 ply 20 DF), J7D (1 ply 2x4 DF), J7B (1 ply 2x4 DF), J7A (1 ply 2x4 DF) to front face of top chord. 15) Fill all nail holes where hanger is in contact with lumber. 16) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 "Uniform Loads (plf) Vert: 1-5=-68, 6-16=-20 Concentrated Loads (lb) Vert: 2=-214(F) 4=-214(F) 31=-152(F) 32=-235(F) 33=-235(F) 34=-235(F) 35=-235(F) 36=-152(F) A WARKMG - Verify ttcsign parame ers istad PMD iiWYsS CIS YWJS AND MUL01W lYff?y3K PEFEREM& FACE 191-7473 E3E'rMRB 10M Design valid for use only with MiTek connectors. This design is based any upon parameters shown, and k for an individual building component. f Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mire W fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Crtieria, DSB-89 and BCSI BuBding Component 7777 Greenback Lane, Suite 109 Safety Information avalable from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 1fS�a�rltram Dime$Sir}lurrbez is, ec-r{e eeeaign vzl si are hose e^Fe:=twa, O&MI/2013 i*y A1SC Job Truss Truss Type Qty Ply 3416-A R40055106 3418 A G_2 MONOPITCH 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:32:41 2013 Page 1 ID:ItpEP9WCJUDSASPi5gblcuzKsev-AtXgGE5JuMg6k?G6aVv1y45VpATb9hdYTERYglyzj5a 3.40 i 6-1-0 8-0-0 3-0-0 3-1.0 1-111 Scale = 1:18.9 2x4 I 0-1 4x4 = THD26-2 4XS = 3.0.0 6_1-0 8.0-0 0OLIM -8-0 2-4-0 3.1-0 1-11-0 Plate Offsets (X Y): f6:0-3-9.0-5-01 LOADING (psf) SPACING 2-1-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) -0.03 6-7 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.50 Vert(TL) -0.07 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.32 HOrz(rL) 0.02 5 n/a n/a BCDL 10.0 Code IBC2009frPI2007 (Matrix) Weight: 84 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD 2-0-0 oc puffins (6-0-0 max.), except end verticals BOT CHORD 2x6 DF No.2 G (Switched from sheeted: Spacing > 2-0-0). WEBS 2x4 DF Stud G 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W3: 2x4 OF N0.1 &Btr G REACTIONS (lb/size) 5=1962/Mechanical, 1=101910-5-8 (min. 0-1-8) Max Horz 1=81(LC 4) Max Grav 5=2844(LC 13), 1=1514(LC 10) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3608/0, 2-3=-2549/0 BOT CHORD 1-8=0/3398, 8-9=0/3398, 7-9=0/3398, 7-10=0/3398, 10-11=0/3398, 6-11=0/3398, 6-12=012416, 5-12=0/2416 WEBS 3-6=0/3390, 3-5=-3612/0, 2-7=0/666, 2-6=-1100/0 VOTES 1) 2-ply truss to be connected together with 1 Od (0.131"xY) nails as follows: Top chords connected as follows: 2x4 - 1 row at G-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 2 rows staggered at 0-3-0 oc, Except member 5-3 2x4 - 1 row at 0-9-0 oc, member 7-2 2x4 - 1 row at 0-9-0 oc, member 2-6 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q�pFESS/p,� 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will�� fit between members. Q� FZ the bottom chord and any other 6) A plate rating reduction of 20 % has been applied for the green lumber members. �� O� 7) Refer to for truss to truss girder(s) connections. 8) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the W C 074486 Tn Bottom Chord, nonconcument with any other live loads. rn 9) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. E . 12731-13 10) Use USP JL26 nth 10d nails into Girder & NA9D nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 4-0-12 to connect truss(es) J8BX (1 ply 2x4 DF), J8CX (1 ply 2x4 DF) to front face of bottom chord. 11) Use USP TH026-2 (With 16d nails into Girder & 1 Od nails into Truss) or equivalent at 6-1-8 from the left end to connect truss(es) T8A 1 �Q (2 ply 2x6 DF) to front face of bottom chord. rFO 12) Fill all nail holes where hanger is in contact with lumber. C LOAD CASE(S) Standard ____ JUN 10.2013 Continued on oaae 2 ® .AYlld?'�FCa - Verify d r`gn jz Z j2nh ,t ,, smd R&AD M)?YZ ON TRIS AM 1hrLUDR0 W SK P.,f.F M E PAW M I-7473 Elf X)RE OW Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the /A� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek, fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Butiding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Chrus Heights, CA, 95610 if SouthismPine(SP1 Iumbar is specified, me 41esign values are.2hoss effe tiuc 06101/243:3 t#.da'.L5C Job Truss Truss Type Qty Ply 3418-A RaoossloB 3418_A G_2 MONOPITCH 1 Z Job Reference (optional) 1.420 S May lu 2013 MiTek Industries, Inc. Tue Jul 09 18:32:41 2013 Page 2 ID: ItpEP9WCJUDSASPi5gblcuzKsev-AiXgGE5JuMg6k?G6aVvly45VpATb9hdYTERYglyzj5a LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-71, 1-5=-21 Concentrated Loads (lb) Vert:6=-1899(F) 9=-148(F) 10=-236(F) ® WAEPiafxING Verify design €saram&," and READ Py� ON YFVPS AND DMIAMED ftff 'K P.f.'3^'RR-MCE PAW P7 T 747J 13P.P`t)RE LOSE, �� Design valid for use only with Mgek connectors. This design is based only upon parameters shown, and is for an individual building component. �� Appl'icabiBty of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the a il- erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.M For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. °f SauthamPn (SP)luarbs is m.vfiedr the 4"rn<valuc are�shasa srft7 ve D53£P?/2M3 by A.LSC Citrus Heights, CA, 95610 Job Truss Truss Type Ply 341E-A �Qty R 40055107 3418A _ J7 Jack -Open Truss 4 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Intlustrfes, Inc. Tue Jul 09 18:32:41 2013 Page 1 ID:RpEP9WCJUDSASPi5gbl cuzKsev-AtXgGE5JuMg6k?G6aVvl y45VFAY191CYTERYglyzj5a -1-2-0 1-11-11 1-2-0 1-11-11 4.00 12 6 5 4 2x4 IF 3x4 = Scale = 1:34.2 LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009ITP12007 CSI TC 0.31 BC 0.17 WB 0.10 (Matrix) DEFL in Vert(LL) -0.01 Vert(TL) -0.01 Horz(TL) -0.01 (loc) I/deft Ud 5-6 >999 240 5-6 >999 180 3 n/a n/a PLATES GRIP MT20 220/195 Weight: 21 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc puriins, BOT CHORD 2x4 DF No. 1&Btr G except end verticals. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installationguide. REACTIONS (lb/size) 6=207/0-5-8 (min. 0-1-8), 5=21/Mechanical, 3=27/Mechanical Max Horz 6=129(LC 5) Max Upli16=-27(LC 3), 5=-222(LC 5), 3=-5(LC 4) Max Grav 6=345(LC 9), 5=271(LC 8), 3=27(LC 1) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 3 except Qt=lb) 5=222. 7) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Q??,OF ESS1{}N9 �� oo SOON o<�� CO �G, y . LU C 07448 rn EEX�=31-13#, \� F July 10,2013 �W-ARlil3tG-Verxfydmignpwa¢meremit.af7E40M??d3SONTHiSAM1W,;;UDM)AUT33APaLeiuNGEPAGEAfir-7473,BE7`i?x&(JER -- Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the Mi%k' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consuh ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 ,4Saut°.r m Plne(SPJ t=be, is pectfed„ the X.eri� vskr�s ate -There eEe.trve 06/02 f2M3 lair A SC re Job Truss Truss Type Qty Ply 3418-A R40055108 3418_A J8 Jack -Open Truss 4 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 M7ek Industries, Inc. Tue Jul 09 18:32:42 2013 Page 1 ID:ftpEP9WCJUDSASPiSgb1 ct¢Ksev-e342TZ6xfgyzM9rJBCQGUIeg7ZgruDxhhuB6MkyzjSZ 1-2A 311-11 4.00 12 Scale = 1:37.2 6 5 4 2x4 I I 3x4 = 310.15 31i'11 310.15 112 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.30 Vert(LL) -0.05 5-6 >908 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.43 Vert(TL) -0.07 5-6 >661 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.06 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 28 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins, BOT CHORD 2x4 DF No. 1&Btr G except end verticals. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 1 D-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS, (lb/size) 6=275/0-5-8 (min. 0-1-8), 3=111/Mechanical, 5=41/Mechanical Max Harz 6=146(LC 5) Max Uplift3=-15(LC 3), 5=-108(LC 5) Max Grav6=385(LC 9), 3=111(LC 1), 5=291(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. '1OTES ) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 _) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=Ib) 5=108. 7) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Y�oFESSipH SQC3jU 0.�FZ G C 074486 r July 10,2013 L&AWING - Verify tjz sr"rgn p mrzrm&eYn =d RiAD NOT= ON YRIS AND INCLUDIW ,RU f FS P"E3tF:ME PA W mr-Z4T3 B M11F!r Elm Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of thee! _: erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding �{ fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Crffeda, DSB-89 and BCSI Building Component - 7777 Greenback Lane, Suite 109 Safety Information avolable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. ;fSaurhern gins NSF} lumbez ig;p�c&-cie�igxs+nLu> are -;haste ecirve i�EJi€?,/2s'i1.3 by AtSC Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 3418-A R40055109 3418 A JD JACK -OPEN TRUSS 11 1 Job Reference (optional) aMC, Indio, CA • 92203 7.420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:32:42 2013 Page 1 ID:ItpEP9VuCJUDSASPi5gbl cuzKsev-e342TZ6xfgyzM9rJBCQGU lecNZlouDwhhuB6Mkyzj5Z 1-2-0 8-0-0 8 345 = Scale = 1:18.8 N n N N S1- 7-10-8 11.2 2.9.8- 0.1- LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.54 TCDL 14.0 Lumber Increase 1.25 BC 0.75 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 BCDL 10.0 Code IBC2009/TP12007 (Matrix-M) LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G REACTIONS (lb/size) 3=203/Mechanical, 2=504/0-5-8 (min. 0-1-8), 4=74/Mechanical Max Horz 2=76(LC 4) Max Upliift3=-37(LC 4). 2=-18(LC 4) Max Grav 3=203(LC 1), 2=514(LC 12), 4=315(LC 14) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1674/4 BOT CHORD 2-8=71/1859 DEFL in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.21 4-7 >457 240 MT20 220/195 Vert(TL) -0.42 4-7 >226 180 Horz(TL) 0.01 2 n/a n/a Weight: 24 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 4-9-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. bein commends that Stabilizers and required cross bracing ed during truss erection, in accordance with Stabilizer de OTES I Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=6.Opsf; h=12ft; Cat. It; Exp C; enclosed; MWFRS (low-rise) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 7) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Q�OFESS/pN soo4, o�F� 6DCOD U C 074486 r EIR. 12-31-13 1 July 10,2013 1IIh7? Cx - Vexify design glzr.&er ez d PEAR iu'i3"$"s,9 O 7Yfi& AND WLUDiM, i#iiTTiK P.3�P.,R__F3"E PA MI!-74i3.€3Ef OEM IhSE Design valid for me only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component a responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Wit � ;B T erector. Additional permanent brocing of the overall structure is the responsibility of the building designer. For general guidance regarding B VBi leW fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and BC51 Building Component Su 7777 Greenback Lane, ite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, Lane, 95610 Su ff§aut4n_m. Fine tSPj lum6ec is zpsecffi 3d-t?a=..rJe%i;r: values art those -eSfectiue 06%MZ1201.3 bVAt5C Job Truss Truss Type Ply 1s-AR40053418_A 10ty 1J3o4b T1A Half Hip Truss 1 2 Reference o tional r.rcu s may iu cuia mn ert mausznes, mc. i ue dui ua ia:at:va zuss rage r ID:ItpEP9WCJUDSASPi5gbl cuzKsev-3emB6b8gybKXDceupLzz6wG8Nnkk5SY8NsPmz3yzj5W 48-11 10-0.10 15.419 20.8-B I 26-0.8 29.7-7 34-0-8 352.81 4$11 54-0 534 5.4-0 54-0 3.615 4S1 1-2-0 Scale = 1:60.7 NAILED NAILED NAILED NAILED NAILED NAILED NAILED Special _ _ 4x4 NAILED 3x4 = NAILED 3x4 = NAILED NAILED 5x6 NAILED 4x6 = NAILED 4x6 — 4.00 L12 1 11 18 2 19 20 21 3 22 23 24 4 25 26 21 5 28 29 6 2x4 i in 7 19 8 N 9 bi O 16 30 15 31 32 33 14 34 3536 37 13 38 3940 12 41 42 43 1144 45 10 46 3x4 = 2x4 II 6x8 = JL26 7x10 = JL26 JL26 4x6 = JL26 4x4 = JL26 JL26 7x10 = HJC26 3x4 = 3x4 = JL26 JL26 JL26 JL26 JL26 JL26 JL26 2-0.11 7-4-11 12-&10 18-0-8 1 23-0-8 e-2- 1 34-0-8 2-0.11 54-0 5315 5315 0. - 2 S1� 410.2 5.9-132 Plate Offsets (X,Y): 14:0-3-0,0-3-01. 16:0-2-8,0-0-121. 18:0-2-15,Edgel, 111:0-5-0,0-4-81 114:0-5-0 0-4-81 115:0-4-0 0-4-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0.09 10-11 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.93 Vert(TL) -0.17 10-11 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.52 Horz(TL) 0.02 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 358 lb FT = 20 % LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 DF No.2 G end verticals, and 2-0-0 oc purlins (6-0-0 max.): 1-6. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 12-13,11-12. REACTIONS (lb/size) 16=1643/0-5-8 (min. 0-1-8), 12=4572/0-5-8 (min. 0-3-3), 8=824/0-5-8 (min. 0-1-8) Max Horz 16=-75(LC 6) Max Uplift 16=-21(LC 3) Max Grav 16=2101(LC 18), 12=6034(LC 22), 8=1131(LC 25) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-16=-1992/16, 1-17=-1499/0, 17-18=-1499/0, 2-18=-1499/0, 2-19=-3234/31, 19-20=-3234/31, 20-21=-3234/31, 3-21=-3234/31, 3-22=-1448/93, 22-23=-1448/93, 23-24=-1448/93, 4-24=-1448/93, 4-25=0/3892, 25-26=0/3892, 26-27=0/3892, 5-27=0/3892, 5-28=1327/0, 28-29=-1325/0, 6-29=-1324/0, 6-7=-3003/0, 7-8=-2991/0 IOT CHORD 15-31=-29/2482, 31-32=-29/2482, 32-33=-29/2482, 14-33=-29/2482, 14-34=-92/2475, 34-35=-92/2475, 35-36=-92/2475, 36-37=-92/2475, 13-37=-92/2475, 13-38=-1238/0, 38-39=-1238/0, 39-40=-1238/0, 12-40=-1238/0, 12-41 =-1 266/0, 41-42=-1266/0, 42-43=-1266/0, 11-43=-1266/0, 11-44=0/1813, 44.45=0/1813, 10-45=0/1813, 10-46=0/2807,8-46=0/2807 WEBS 1-15=0/2344, 2-15=-1462/121, 2-14=0/1027, 3-14=0/1064, 3-13=-1582/65, 4-13=0/3380, 4-12=-3863/37, 5-12=-3789/0, 5-11=0/3286, 6-11=-957135, 6-10=0/1651 NOTES 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at D-6-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=6.Opsf; h=13ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 16. 10) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. �,,ROFESS/p 9 �w a Sooty �F U C 074486 Fri * E 12-31-13 sT CIV �rF0FC lid" 1r1 7M4 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. �� a-Vcrifyti�si�nn¢rumr�rrsarsrlltt^.si3tiRia�i(?A13'`FJdS�RfDIId%diLTlild)#fiika3P5"t�.EF�aiB`M1fG�F&is��TY1-7+vs3.€3i{:f3tA5&:. �� Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. " Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Da erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 1 k fabrication, quality control, storage, defvery, erection and. bracing, consult ANSI/TPII Quality Criteria, DS8-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 'fSaut:',am Vine IMBum.ber 1.spevredf madeigmv. `--aris-for efie:cnre M/01/2€13 by ALSt Job Truss Truss Type Oty Ply 3418-A R40055110 3418_A TlA Half Hip Truss 1 Job Reference o liana) aMC, Indio, CA - 92203 f.4ZU s May lu 2013 MI I ek Inauslnes, Inc. I ue JUI U9 16:3ZAb ZU73 rage z ID:ItpEP9WCJUDSASPi5gb1 cuzKsev-XrIQJx9SjvTOnn94N2VCf8oJ7B3zgvoHcW9JV Wyzj5V NOTES 12) Use USP JL26 (W'dh 10d nails into Girder & NA91) nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-1-4 from the left end to 23-11-12 to connect truss(es) JDX (1 ply 2x4 DF), JD (1 ply 2x4 DF) to back face of bottom chord. 13) Use USP HJC26 (With 16d nails into Girder & 10d nails into Truss) or equivalent at 26-0-2 from the left end to connect truss(es) JD (1 ply 2x4 DF), CJ1A (1 ply 2x4 DF) to back face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. 15) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 16) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 159 lb down and 46 lb up at 26-0-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-60, 6-9=-60, 12-16=-50(F=-30), 8-12=-20 Concentrated Loads (lb) Vert:6=-159(B) 14=-83(B) 12=-83(B) 17=-145(8) 18=-145(B) 19=-145(B) 20=-145(B) 21=-145(B) 22=-145(8) 23=-145(B) 24=-145(B) 25=-145(B) 26=-145(B) 27=-143(B) 28=-143(B) 29=-143(B) 30=-83(B) 31=-83(B) 33=-83(B) 34=-83(B) 36=-83(B) 37=-83(B) 38=-83(B) 40=-83(8) 41=-54(B) 43=-54(B) 44=-54(B) 45=-690(B) WAIIA7'NG - Verib desi9n psurzzm&ers <md RfjAD MOMS ON MIS AND Ihri;LfIMF'.I} AfI A'IM RfFYF.RotCE FACE Pffl-747J 11 E ?.£i%i FEE, ILMEW Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi !T ek fabrication, quality control, storage, delivery, erection and bracing, consul) ANSI/rPil Quality Criteria, DSB-89 and Bcsl Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, If Sout§w_m PinetSP'j lumbe, is.rpeswai;. t: se desrg va}u&3 ane ihcsF e€e:trse i 6}01 WI.3 byAtSC. CA, 95610 Job Truss --j Truss Type Qty Ply 341B-A R40055111 3418 A T18 Half Hip Truss 1 1 ob Reference o tional om., mu e, a.n occeu r.4tu s may lu Zu13 mi I ex i ounnes, Inc. I ue JUI us 16:32:451u13 vage 1 I D:ItpEP9WCJU DSASPi5gbl cuzKsev-XrKZJx9SjvTOrm94N2VCf8oFZB4ugr?HcMJV Wyzj5V 49-5 I 13-8-12 49.5 I -3"-8 I 02285 61-8-11-7 4, 114 Scale = 1:62.4 3x4 = 2 6x8 = 4x4 = 44 = 3 4 5 4.D0 Ll2 13 14 12 15 11 16 10 17 9 18 4x4 6x10 MT20H = 7x10 = 6x8 = Sx8 = 2x4 II I 9-3-0 _ 18-3-4 I 24-0.8 27-11-5 340-8 9-3-0 9-0-4 S9.4 310.13 &1.3 Plate Offsets (X,Y): I3:0-4-0,0-3-41, f12:0-4.0.D-3-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.66 Vert(LL) -0.34 11-12 >638 240 MT20 2201195 TCDL 14.0 Lumber Increase 1.25 BC 0.87 Vert(TL) -0.61 12-13 >360 180 MT20H 165/146 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 Horz(TL) 0.03 7 n/a n/a BCDL 15.0 Code IBC2009fTP12007 (Matrix) Weight: 155 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.18Btr G BOT CHORD 2x4 DF N0.1&Btr G WEBS 2x4 OF Stud G *Except* W1: 2x4 DF No. I&Btr G BRACING TOP CHORD BOTCHORD REACTIONS (lb/size) 13=721/0-5-8 (min. 0-1-8), 11=2017/0-5-8 (min. 0-2-2), 7=659/0-5-8 (min. 0-1-8) Max Horz 13=-90(LC 7) Max Upliftl3=-6(LC 4), 7=-39(LC 7) Max Grav 13=748(LC 10), 11=2017(LC 1), 7=659(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-820/29, 3-4=0/863, 4-5=-383/71, 5-6=-418/61, 6-7=-991/34 aOT CHORD 13-14=0/824, 12-14=0/824, 12-15=-18/423, 11-15=-18/423, 11-16=-863/78, 10-16=-863/78, 10-17=0/878, 9-17=0/878, 9-18=0/878, 7-18=0/878 VEBS 2-13=-935/152, 2-12=-50/254, 3-12=0/660, 3-11 =-1 432/109, 4-11=-948/95, 4-10=-4711326, 6-10=-714/11, 6-9=0/412 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc pudins (6-0-0 max.): 1-5. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=6.Opsf; h=13ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13, 7. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard SQON 2 LLJ C 074486 m *� E'YA 231-13 �* i July 10,2013 i9r31 i'M - Verifq d,%iacase , anwnet :mqd R#54S,t h(i IBS ON THIS AMD INULLIElM AU V2K PgEFF'u'+,EWE PAGE 3117I-Z473.B Cf+'£ UEE Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the MiTek'NO' erector. Additional permanent bracing of the overall structure is the responsibility of the bal ding designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/7111 qualify Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 372, Alexandria, VA 22314. Citrus Heights, CA, 95610 <fsouthaim Dire 1umtaa if 3pazfied rlt desigavakies amThosa$S° -ove OV01/241i3 by ALSC Job Truss Truss Type Ply 3418-A �Qty R40055112 3418_A TIC Half Hip Truss 1 1 Job Reference o tional BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:32:47 2013 Page 1 ID: ItpEP9WCJUDSASPi5gbl cuzKsev-?l ux WHA4UCbFSwkGxIORBLLQBaUyYKeRrAus2yyzj5U 2-147 9-0-11 152-15 + 22-0.8 27-7-2 340-8 352-8 2-10.7 62-4 6.2.4 6-9-9 S6.10 SS6 Scale = 1:60.7 2x4 II 3x4 = 3x4 = 5x8 = 6x8 = "' 1 2 3 4 5 4.00 112 4 15 V 4x6 = 5x6 = 3x4 = 0 12 „ •' 10 9 <, 4x4 = 5x8 3x4 = 2x4 11 19 511-9 12-1-13 18-3-4 18-A-1 22-0.8 511-9 S2-0 6-1-7 .*1 38.8 5610 Plate Offsets MY): 14:0-4-0.0-3-01, f12:0-2-0,0-3-41, f14:0-3-0,0-3-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.66 Vert(LL) -0.12 7-9 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.63 Vert(TL) -0.26 7-9 >711 180 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.03 7 n/a n/a BCDL 15.0 Code IBC20097rP12007 (Matrix) Weight: 163 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-O-0 oc purlins, except BOT CHORD 2x4 DF No. 1&Btr G end verticals, and 2-0-0 oc purlins (6-0-0 max.): 1-5. WEBS 2x4 DF Stud G BOT CHORD Rigid calling- directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 15=683/0-5-8 (min. 0-1-8), 11=2098/0-5-8 (min. 0-2-4), 7=616/0-5-8 (min. 0-1-8) Max Horz 15=-105(LC 7) Max Uplift 1 5=- 11 (LC 4), 7=-43(LC 7) Max Grav 15=732(LC 10), 11=2098(LC 1), 7=616(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-654/41, 3-4=-443/60, 4-5=0/981, 6-7=-830/30 30T CHORD 15-16=0/445, 14-16=0/445, 14-17=0/715, 13-17=0/715, 13-18=-264/64, 12-18=-264/64, 11-12=-264/64, 10-20=0n26, 9-20=0/726, 9-21=01726, 7-21=0n26 NEES 2-15=-749/98, 2-14=0/411, 3-13=-503/51, 4-13=0/739, 4-11=-1306/96, 5-11=-1243/58, 5-10=0/563, 6-10=-900/22, 6-9=0/449 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=6.Opsf; h=14ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will CFESS/O fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. �, SO 'yam 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15, 7. 8) This truss has been designed for load ( 0 a moving concentrated of 250.01b live located at all mid panels and at all panel points along the .r� Bottom Chord, nonconcurrent with any other live loads. ni 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. r� !�#p t U 6 rn � C .U�Lt LOAD CASE(S) Standard P 12•31-13 �rFOF C July 10,2013 ® wRfmwa - Ve"fy cPe i re posrame'. mad R[.W NQIW ON THIS AM LXC€, iii3iii),ifNTVK P'.9 ERRr E PAGE MI-74-rd BE MDR£ (M,. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for on individual building component. �` Applicability of design parameters and proper incorporation of component is responsbBity, of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is The responsibillity, of the ,. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M!Tpr k' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and Ii Building Component 7777 Greenback Lane, Suite 108 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, Lane, S 10 'f Saullr-ern. Pine f SP1 lumb as sP.e¢ase..dx:re`4esign ualuPs ate tihcnsa :t3ue W?`SS? f?131.3 is1r:{e.LSC g Job Truss Truss Type Ply 3418-A �Qty R40055113 3418 A T1D Hip Truss 1 1 Job Reference (optional) aMC, Inam, CA - 92203 7.420 s May 10 2013 MRek Intlustries, Inc. Tue Jul 09 18:32:48 2013 Page 1 ID:ItpEP9WCJUDSASPi5gbl cuzKsev-TDSJkdAiFWj644JTVTXgkZufL_mCHioa4geQaOyzj5T 1-0-BI S74 14-3-10 20.0•11 I 26-9-2 34-0-8 52-8 �1-48 5-612 7-8.6 58-14 6-8-10 7-3. 1.2-On Scale = 1:62.9 4.00 12 446 = 2.4 II Sx8 = 3x4 = 6x8 = 3x4 = 3x4 = 5x8 = 3x4 = 6xB = 2-9-1 0-57 18• -14 1 254-11 3a-0-9 0- -7 7-1-7 B-7-13 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 15.0 Code IBC2009/TPI2007 LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 OF No.1&Btr G WEBS 2x4 OF Stud G CSI DEFL in (loc) I/defl Ud TC 0.44 Vert(LL) -0.29 7-9 >653 240 BC 0.88 Vert(TL) -0.63 7-9 >296 180 WB 0.81 Horz(TL) 0.01 7 n/a n/a (Matrix) BRACING TOP CHORD BOT CHORD REACTIONS (Ib/size) 10=2180/0-5-8 (min. 0-2-5), 13=650/0-5-8 (min. 0-1-8), 7=608/0-5-8 (min. 0-1-8) Max Horz 13=-118(LC 7) Max Uplift 1 3=-1 5(LC 4), 7=-43(LC 7) Max Grav 10=2180(LC 1), 13=714(LC 10), 7=608(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-341/20, 3-4=-459/49, 4-5=0/882, 5-6=-468/62, 6-7=-698/57 'OT CHORD 12-15=0/606, 11-15=0/606, 10-17=-473/69, 17-18=-473/69, 18-19=-473/69, 9-19=-473/69, 9-20=0/597, 7-20=0/597 /EBS 2-12=-0/588, 3-12=-415/103, 3-11=-315/56, 4-11=0/639, 4-10=-1226/81, 5-10=-1076/80, 5-9=0/1076, 6-9=-498/110, 2-13=-773/66 PLATES GRIP MT20 220/195 Weight: 166 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 rri 2-5. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=6.Opsf; h=14ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 15.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13, 7. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom'Chord, nonconcurrent with any other live loads. 9) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. LOAD CASE(S) Standard Q,, FESS/p, � rJQa/j/ 02�y� i U C 0744s6 t *� E� 1-13 �* July 10,2013 F4'Afids7P10 - Verify cdesir}s1 €saran dens =d READ NO I = ON THIS AM 1NU1,Z M ISTSK 1i; FErRVEME PAW I?ft-747d ,BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and'¢ for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MR, ([L�� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek- fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Quality Crilede, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. t H Citrus e tf SOLrss anh PinelSPI lumbe' is zed, the deaian-tuts an tha a vlfe: tbv 0ta102 f2e13 byAiS�C Heights, CA, 95610 Job Truss Truss Type Qty Ply 3418-A R40055114 3418_A T1 E Hip Truss 1 1 Job Reference (optional) SMC, Indio, CA- 92203 7.420 s May 10 2013 MTek Intlustries, Inc. Toe Jul 09,18:32:49 2013 Page 1 ID: ItpEP9WCJUDSASPi5gb1 cuzKsev-xQObaBKOgrziEuf2A2vGmQnyO7vOBCjITNz6ryzj5S 69-8 14-3-8 18-0.8 26-2-5 34-0-8 '�52-8, 39�•0 7-6-0 39-0 B-1-13 M11 1-2-0n Scale = 1:61.4 4.00 F12 4x4 = 3x4 `4 3x4 = 3x4 = 4x12 MT20H = 13 ,q 12 �o ,o u „ ,o rD cu 10 9 4x4 - 2x4 11 3x10 = 5x8 = 3x10 = 5x8 = - 3-0.8 10.6.8 18-0.8 1 6• -5 34-0.8 30.8 7-&0 7-&0 4 2 7-11.1 7-10.3 Plate Offsets MY): 15:0-6-0.0-1-121 f9:0.4-0 0-3-41. 111:0-4-0.0-3-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) -0.25 9-10 >741 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.79 Vert(TL) -0.48 7-9 >389 180 MT20H 165/146 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.02 7 n/a n/a BCDL 15.0 Code IBC2009/TP12007 (Matrix) Weight: 172 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No. 1&Btr G end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-5. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 6-10 M7ek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nuide. REACTIONS (lb/size) 10=2259/0-5-8 (min. 0-2-7), 13=699/0-5-8 (min. 0-1-8), 7=584/0-5-8 (min. 0-1-8) Max Horz 13=-124(LC 7) Max Uplift 13=-16(LC 4), 7=-44(LC 7) Max Grav 10=2259(LC 1), 13=773(LC 10), 7=586(LC 11) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 'OP CHORD 1-2=-410/33, 2-3=-367/38, 3-4=-473/60, 4-5=Of755, 5-6=0/889, 6-7=-624/41, 1-13=-785/47 IOT CHORD 12-15=0/587, 15-16=0/587, 16-17=0/587, 11-17=0/587, 10-21=0/510, 9-21=0/510, 9-22=01520, 7-22=0/520 WEBS 3-12=-374/90, 3-11=-291/52, 4-11=0/685, 4-1 0=-1 138/50, 5-10=-650f76, 6-10=-1347/65, 6-9=0/506, 1-12=-19/671 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=6.Opsf; h=15ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. i�FEss/ 4) All plates are MT20 plates unless otherwise indicated. 5) This has been designed ©QR �Ijt9 truss for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will 4 SOON fit between the bottom chord and any other members, with BCDL = 15.Opsf. U 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13, 7. LU C 074486 rn 9) This truss has been designed for a moving concentrated load of 250.O1b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. E 12-31-13 10) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard SN I �TFoFc o� July 10,2013 ® idrisTlis'Thr - Verify cd-sign p orrumelers marl PffiAD M)'t &S ON TRIS AND LIi i3DFSt &t MK P.Ef'r's'L 'E PAGE [61-7473.13Ei'(3IM USE, valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction k the resporsibillity of the IVMi t erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Butlding Component 7777 Greenback Lane, Suite 109 Safely Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Chrus Heights, CA, 95610 if souther Piri,e (5F} hum he, is �pvirfied, the dare thast of rave 08/21jZ01.3 byALSc Job Truss Truss Type Qty Ply 341E-A R40055115 3418 A T1F HIP TRUSS 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:32:50 2013 Page 1 ID:ItpEP9WCJUDSASPi5gbl cuzKsev-PcZ491Cyn7zgJOSrcuZ8p_4zQoTnikGtX77XeHyzj5R 5-0.8 749 16.0.8 i 22-5-4 27-7-7 + 34-0-8 Rr:2 5-0.8 241 8-7-15 6412 5.2-3 6-51 1-2-0 Scale = 1:61.4 4.00 12 4x4 = 3x4 = 6x10 MT20H = 13 .. .- '- '- -- " - — -- 10-- 2x4 II 7x10 = 3x4 = 6x8 = 3x4 = 316 = 2-10.10 11-8-8 18-3-4 26.0.8 34-0-8 2.10.10 8-9-14 6-6-12 F 1 7-9.4 8-0-0 Plate OffsetsSX,Y): r4:0-54,Edgel. 15:0-3-0,0-3-01, r7:0-3-O,Edgel, r10:0-4-0,0-3-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.54 Vert(LL) -0.27 11-12 >812 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.81 Vert(TL) -0.56 11-12 >388 180 MT20H 165/146 BCLL 0.0 ' Rep Stress Incr YES WB 0.49 Horz(TL) 0.01 7 n/a n/a BCDL 15.0 Code IBC2009/TPI2007 (Matrix-M) Weight: 174 lb FT =. 20% LUMBER BRACING TOP CHORD 2x4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-4-8 oc puriins, except BOT CHORD 2x4 DF No.l&Btr G end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-4. WEBS 2x4 OF Stud G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 13=771/0-5-8 (min. 0-1-8), 10=2185/0-5-8 (min. 0-2-5), 7=649/0-5-8 (min. 0-1-8) Max Harz 13=-131(LC 7) Max Uplift 13=-13(LC 4), 7=-32(LC 7) Max Grav 13=832(LC 10), 10=2185(LC 1), 7=650(LC 11) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. -OP CHORD 1-2=-467/34, 2-3=-393/49, 3-4=-430/67, 4-5=0/773, 5-6=-539/46, 6-7=-1414/58, 1-13=-874/35 OT CHORD 12-18=0/601, 18-19=0/601, 19-20=0/601, 11-20=0/601, 9-25=0/678, 7-25=0/678, 7-26=0/1513 WEBS 3-12=-358/93, 3-11=-354/63, 4-11=0/773, 4-10=-1483/76, 5-10=-807/83, 5-9=0/836, 6-9=-391/92, 1-12=0/690 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=6.Opsf; h=16ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding.F1=�$% 4) All plates are MT20 plates unless otherwise indicated. 5) The Fabrication Tolerance 4 = 8% at joint Soo V 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) *This truss has been designed fora live load 20.Opsf the bottom in ��w © of on chord all areas where a rectangle 3-6-0 tall by 1-0-0 wide will V � fit between the bottom chord and any other members, with BCDL = 15.Opsf. 8) A plate rating reduction of 20% has been applied for the green lumber members. LU C 074 486 M 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13, 7. 10) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the E Bottom Chord, nonconcurrent with any other live loads. 11) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. T sgTFOF LOAD CASE(S) Standard July 10,2013 IffARNi - Verify F%six n pa:raat&eral madRFAD Nti27'sS tiff 77NS AND d%i;I;t DID) A2 iUriT".i;FEREWE PAW MCI-74n EM)IM i:iM Wit Design valid for use only with MlTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the �h{� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criferie, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Solety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 if 50utitam Kna, IM 1—bW is s.Pec.:3i d,:'t� ra rresign vxt„'- ere thaw eff06 ective fi44/2n1.3 bYA L5C Job Truss Truss Type Qty Ply 341 B-A R4D055116 3418 A T1G HIPTRUSS 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 is May 10 2013 MTek Industries, Inc. Tue Jul 09 18:32:51 2013 Page 1 ID: ItpEP9WCJUDSASPi5gbl uaKsev-to7SMeDaYR5hxXl lAb4NMBW1 GCoMU4EOmns4Bjyzj5Q 7-0.8 14-0-8 204-3 26-2-4 3410.8 352-8, r 7.0.8 7-0-0 I 6-3-11 { 5-10-1 7.10-0 Scale = 1:61.7 4.00 12 6x8 = 4x8 = 12 .� 11 ., ._ 10 ._ __ 9 _. 8 .-.- 5x6 II 7x10 = 3x10 = 5x8 = 2x4 II 416 7-0-8 iVo i 20.4.3 I i 34-0.8 7-0.8 7-0.0 6311 510.1 7-10-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.98 Vert(LL) -0.20 10-11 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -0.53 8-9 >769 180 BCLL 0.0 Rep Stress Incr NO WB 0.96 Hort(TL) 0.13 6 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix-M) Weight: 172 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF N0.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-0-13 oc purlins, except BOT CHORD 2x4 OF No.1&Btr G end verticals, and 2-0-0 oc purlins (4-6-1 max.): 2-3. WEBS 2x4 OF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during buss erection, in accordance with Stabilizer Installation nuide. REACTIONS (lb/size) 12=1560/0-5-8 (min. 0-1-11),6=1620/0-5-8 (min. 0-1-12) Max Horz 12=-137(LC 7) Max Uplift6=-10(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1509/94, 2-3=-1957/138, 3-4=-2123/126, 4-5=-2931/122, 5-6=-3662/112, 1-12=1498/98 -SOT CHORD 11-17=0/1372, 17-18=0/1372, 10-18=0/1372, 10-19=0/2705, 19-20=0/2705, 9-20=0/2705, 9-21 =-31/3399, 8-21 =-31/3399, 8-22=-31 /3399, 6-22=-31 /3399, 6-23=0/2683 VEBS 2-11=-597/121, 2-10=-39/863, 3-10=0/279, 4-10=-929/63, 4-9=0/535, 5-9=-753/50, 5-8=0/361.1-11=-54/1561 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=6.Opsf; h=161t Cat. II; Exp C; enclosed; MWFRS (low-rise) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard �FESS/o) Soo, o�F� c LU UDC .074486M EXF 1�1.2-31-13 f \F July 10,2013 ® MA!a' ING - Verify demix n pararnftem =d RFAD:RVM15 ON 7WIS AM 1Nr1,UDF0 /# I'T . P.FFFRr1XS PAGE ASLd-7473 8 f3.E,, i X&k , Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. �f Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Mi erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For Te`k' general guidance regarding 1 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quarity Criteria, DSB-89 and BCSI Bullding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 tfsau�rm fire%P) lumber is sEsfned.t=,s-design vaiues u��zhas��P- rve OS�E!%f2tJ4:3 ty AtSC Job Truss Truss Type Oty Ply 3418-A R40055117 3416 A T1H HIP TRUSS 1 1 Job Reference (optional) BMC, Indio, CA - 92203 4-8-0 4-4-7 3-0-0 8-3-10 4.o0 12 4x4 = 6x8 = 4x4 7.420 s May 10 2013 M7ek Industries, Inc. Tue Jul D9 18:32:52 2013 Page 1 ID:ItpEP9WCJUDSASPi5gbl cuzKsev-L7hqa_DDJIDYZhcEkJccuP218b6jDYKA_RcdjS 510-1 7-10.5 Scale: 3/16"=T N 6 13 12 11 10 9 6x10 MT20H = 7x10 = 3x4 = 5x8 = 2x4 l l 3x10 = rr 9-0-8 1 L-4-2 262-3 34-0.8 9-0-8 30-0 8-3-10 510-1 7-10-5 Plate Offsets (X.Y): f5:0-4-0,0-3-41. 110:0-4-0.0-3-41. 112:0-4-8.0-3-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) -0.27 12-13 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.97 Vert(TL) -0.74 10-11 >548 180 MT20H 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(TL) 0.15 7 n/a n/a BCDL 10.0 Code IBC2009frP12007 (Matrix-M) Weight: 183 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc pudins, BOT CHORD 2x4 DF No. 1&Btr G except end verticals, and 2-0-0 oc purins (4-11-7 max.): 3-4. WEBS 2x4 OF Stud G *Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W1: 2x4 DF No. 1&Btr G WEBS 1 Row at midpt 5-11, 2-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 13=1637/0-5-8 (min. 0-1-12), 7=1662/0-5-8 (min. 0-1-12) Max Horz 13=-144(LC 7) Max Uplift7=-10(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1607/105,3-4=-1483/111,4-5=-1940/118,5-6=-3090/116,6-7=-3765/110 ROT CHORD 13-17=0/1067, 17-18=0/1067, 18-19=0/1067, 12-19=0/1067, 12-20=0/1748, 11-20=0/1748, 11-21=0/2851, 21-22=0/2851, 10-22=0/2851, 10-23=-28/3495, 9-23=-28/3495, 9-24=-28/3495, 7-24=-28/3495, 7-25=0/2789 .VEBS 2-12=01714, 3-12=-9/369, 4-12=-760/62, 4-11=Of744, 5-11=-1256179, 5-10=0/558, 6-10=-700/52, 6-9=0/350, 2-13=-1644/108 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=6.Opsf; h=17ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard ,1?,OFEss/O - Soo tic i U C 0744$6 rn * E 12-31-13 'X 1V \� OF�¢� July 10,2013 ® WAfIKNG Verity d&e ixfsl naramet rs =d PRAD ARYMZ CAN THIS CIA I=LU€ M) 2i0nW PEFEPUANCE PACE 3HI1-747e3 BEPOIX, [&& Design valid for use only with Mffek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Addffionol temporary bracing to insure stability during construction is the responsibility of the �lNil' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback la Safety InformaSuite 109 tion available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, Lane, ne, if SosrY: rm _pinejSp) Iume_d.s' '.be:r is sgsecifi tlm-lues axe tsaseervctsve 05fil!f2013 iay A25C Job Truss Truss Type Qty Ply 341 B-A R40055118 3418 A T11 HIP TRUSS 1 1. Job Reference o tional 5MC, Indio, CA - 97203 7.420 s May 10 2013 Mrrek Industries, Inc. Tue Jul 09 18:32:54 2013 Page 1 ID:ItpEP9WCJUDSASPi5gb1 cuzKsev-INpb?gFTrMTGo?mcrke4zgBcBPgehTbSS15ko2yzj5N 23-8-0 1-315 13-9-12 21.5-15 233-0 SE-1 33-24 39-8-1 47-0-0 4 2 7-315 SS13 7-8.3 1-10-1 1-10-1 7-B-3 6-573 7315 -2-0 0-4-0 Scale = 1:84.5 4.00 12 5x8 = 5x8 % 3x6 ZZ Zb 17 Zb 16 Z7 1b Zu Z9 30 14 31 13 32 12 33 4x6 = 2x4 11 6x8 = 5x6 = 5x8 = 6xB = 2x4 11 4x8 1 � M 346 1 7315 1 13-312 261-3 26-10-13 3� 338-1 g7-o•o 7-315 6-513 6-37 6-9-10 6.37 6-573 7-315 Plate Offsets (X.Y):f3:0-4-0.0-3-81.14:0-4-0,0-1-121.f5:0-4-0,0-1-11 f8:0-4-0 0-3-41 f13:0-4-0 0-3-81 f14:0- 0 0-3-01 f16:0-4-0 0-3-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.74 Vert(LL) -0.25 12-13 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.58 12-13 >694 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.79 HOrz(rL) 0.14 10 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix-M) Weight: 228 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc puffins, except BOT CHORD 2x4 DF No. 1&Btr G 2-0-0 oc puffins (10-0-0 max.): 5-6. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 4-5-7 oc bracing. WEBS 1 Row at midpt 3-16, 4-15, 8-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=17910-5.8 (min. 0-1-8), 16=2744/0-3-8 (min.0-3-4), 10=1414/0-5-8 (min. 0-2-0) Max Horz 1=-82(LC 19) Max Uplift 1=-803(LC 27), 16=228(LC 13), 10=-486(LC 15) QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT Max Grav 1=1072(LC 28), 16=3052(LC 10), 10=1877(LC 10) LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2348/2898, 2-3=-1818/3135, 3-4=-1682/1131, 4-5=-229/387, 5-6=-103/311, 6-7=198/355, 7-8=-1845/445, 8-9=-3212/899, 9-10=-4438/1307 OT CHORD 1-24=-791/1762, 1-25=-1639/1670, 17-25=-1617/1113, 17-26=-1617/1113, 16-26=-1617/1113, 16-27=-2156/1045, 15-27=-2156/1045, 15-28=-1255/2031, 28-29=-125512031, 29-30=-1255/2031, 14-30=-125512031, 14-31 =-1 287/3483, 13-31=-1287/3483,13-32=-1260/4198,12-32=-1260/4198,12-33=-1260/4198, 10-33=-1260/4198, 10-34=-514/2868 WEBS 2-17=0/388, 2-16=-937/56, 3-16=-2607/289, 3-15=-239/2373, 4-15=-1234/229, 8-14=-1061/86, 8-13=0/533,9-13=-842/68,9-12=0/363, 4-7=1779/386,4-14=-108/1128 NOTES 1) Unbalanced roof live loads have been considered for this design. QFESSI 2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=6.Opsf; h=17ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) and C-C Interior(1) �� zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00¢!` �d�� 3) Provide adequate drainage to prevent water ponding. y 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� 0/L C 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will CO fit between the bottom chord and any other members, with BCDL = 10.Opsf. LU n7 C 0 (4486 rn 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=803, E 12-31-13 16=228,10=486. 7k 8) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. ST 1 9) This truss has been designed for a total drag load of 3300 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 4-0-0 for 825.0 plf. OF C. 10) Graphical puriin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. tiny 1n gnvi LOAD CASE(S) Standard i 11�13 FC - lierify demJ n ar=Wcrs and PSAD MWI OAST TT31S AM MULUD00 fflT9KPEFEREF&E PAGE IUI-7473 SEFL1W IMM Design valid for use only with Wek connectors. This design is based any upon parameters shown, and is for an individual building component. �^ Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the ek_ iT erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M fabrication, quality control, storage, delivery, erection and bracing, consuff ANSI/TPI1 Quality Criteria, DSB-89 and BCSI BuIlding Component 7777 Greenback Lane, Suite 109 Safety Intormallon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 i95ou rn. pine(SP) ftunb , 43pscifia3.: tiw_:crea gn vafuas am those €Ytrue e=OS a12M13 bV A St Job Truss Truss Type Qty Ply 341E-A R40055119 3416 A TiJ SPECIAL TRUSS 2 1 Job Reference o tional in 6 O 8412 7-10-8 7-2-11 5.0.0 4-9-5 4.00 12 54 = 5 1.4zu s may iu zu13 ml l eK 1naustnes, inc, I ue Jul u9 l B:3z:5b zu13 Page 1 59blcuzKsev-maNzCOG5bgb7Q9LpPR9JW1gpTp9gQywchPgIKU, 1 r 10 1a 4x4 14x4 II 44 II 12 416 —_ 2x4 II 7x10 = 6x12 = 08 = 04 11 5-10-7 7-10-5 Scale = 1:81.5 445 = 7-10.3 13.9-12 3335 39-1-11 4�-0.0 l 7-10.3 5.11-9 19-5-9 5-10.7 7-10.5 Plate Offsets (X,Y): I7:0-3-0,0-3-01, f11:0-4-0.0-3-01. 115:0.4-0.0.3-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) -0.36 15-16 >999 240 MT20 2201195 TCDL 14.0 Lumber Increase 1.25 Be 0.88 Vert(TL) -0.63 15-16 >632 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.65 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code IBC2009rrP12007 (Matrix-M) Weight: 235 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-5-7 oc purlins. BOT CHORD 2x4 DF No. 1&Btr G *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 134: 2x6 DF No.2 G WEBS 1 Row at midpt 6-15. 4-16 WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 9=142510-5-8 (min. 0-1-8), 16=2832/0-3-8 (min. 0-3-0), 1=173/0-5-8 (min. 0-1-8) Max Horz 1=-91(LC 6) Max Uplift l=-43(LC 8) Max Grav9=1425(LC 1), 16=2832(LC 1), 1=355(LC 17) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1174r759, 2-3=0/1437, 3-4=0/1423, 4-5=-930/51, 5-6=-892/48, 6-7=-2301/6, 7-8=2317/0, B-9=-3074/0 OT CHORD 1-24=-53/1325, 1-25=-686/85,17-25=-686/85,17-26=-686/85,16-26=-686/85, 16-27=-408/62, 27-28=-408/62, 28-29=-408/62, 15-29=-408/62, 15-30=0/1445, 14-30=0/1445, 14-31=0/1445, 31-32=0/1445, 32-33=0/1445, 13-33=0/1445, 12-13=0/1445, 12-34=0/2843, 11-34=0/2843, 11-35=0/2843, 9-35=012843, 9-36=0/2427 WEBS 2-17=0/379, 2-16=-878/16, 4-15=0/1547, 6-15=-1010/40, 6-12=0/1123, 7-12=-358/60, 8-12=-7828, 8-11=0/366, 4-16=-2226/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip truss h 00 truss 3) This ss has been designed for 10.0 psf bottom chord live load nonconcurrent with any other live loads. � i7 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will S�� fit between the bottom chord and any other members, with BCDL = 10.Opsf. {�� 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, f1 7) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the C 074486 M Bottom Chord, nonconcurrent with any other live loads. CC LOADCASE(S) Standard * E 1231-13 sT�TFOFG July 10,2013 WARN MG - Yerffy de sign gam-amr ,,s =d READ NUTS ON 7111E AND INCL-iMIM ARTEK REFEPUEN Z PAGE 1)f7i-74n .BUOrPE ME. -- Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the / T erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding i Vl� le W fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB.89 and BCSI Building Component 7777 Greenback La Safety Informafion available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria,Suite 109 utam VA 22314. Citrus Heights, CA, Lane, ne,95610 ificpima $SD)?vamise 15 reslt;Pd: tn2 tkedattvat;Fes am thtKF e°ffertive 06101f2013 byA..'LSi' Job Truss Truss Type Qty Ply 3418-A - R40055120 3418 A T1K SPECIAL TRUSS 3 1 Job Reference (oDtional BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Wed Jul 10 09:50:00 2013 Page 1 ID:ItpEP9WCJUDSASPi5gbl cuzKsev-snGJe2LsVCAdPPSFrCmBFnLd34RhLMTalubSpKyzTv5 -2 8 4 12 16-3.5 233-0 28-0-0 33 3 5 39-1-11 47-0-0 2 2 6 4 12 7-10 8 7-2-11 5-0 0 49 5 5 10.7 7-105 2 Scale = 1:81.1 - 18 - 17 -- I 13-8-Ox4 II 7gI0 = 4.00 12 5x6 = 7x10 = 44 =4x4 = 44 = 13 -- 12 5x8 = 5x6 = 4x4 = 4x6 = 7-10.3 13-9-12 23b-0 33-3-5 39-1-11 47-0-0 7-103 5-11-9 9-8.4 9-9-5 510.7 7-10.5 , ite Offsets (X.Y): f8:0-3-0.0.3-01. 110:0-2-5.Edael. f12:0.3-0.0-3-41 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.58 TCDL 14.0 Lumber Increase 1.25 BC 0.94 BCLL 0.0 Rep Stress Incr NO WB 0.65 BCDL 10.0 Code IBC2009/TPI2007 (Matrix-M) LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1 &Btr G 'Except* 14-15: 2x6 DF No.2 G WEBS 2x4 OF Stud G DEFL in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.39 16-17 >999 240 MT20 220/195 Vert(TL) -0.65 16-17 >609 180 Horz(TL) 0.07 10 n/a n/a BRACING TOP CHORD BOT CHORD WEBS REACTIONS (lb/size) 2=234/0-5-8 (min. 0-1-8), 17=2960/0-3-8 (min. 0-3-3), 10=1499/0-5-8 (min. 0-1-10) Max Horz 2=-87(LC 6) Max Uplift 2=-67(LC 5) Max Grav 2=365(LC 17), 17=2960(LC 1), 10=1499(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1178/834, 3-4=0/1507, 4-5=0/1493, 5-6=-1072/0, 6-7=-1039/0, 7-8=-2538/0, 8-9=-2553/0, 9-10=-3290/0 IT CHORD 2-25=-27/1311, 2-26=-758/7, 18-26=-758/7, 18-27=-758/7, 17-27=-758/7, 17-28=-417/42, 28-29=-417/42, 29-30=-417/42, 16-30=-417/42, 15-16=0/1596, 15-31=0/1596, 31-32=0/1596, 32-33=0/1596, 33-34=0/1596, 34-35=0/1596, 14-35=0/1596, 13-14=0/1596, 13-36=0/3048, 12-36=0/3048, 12-37=0/3048, 10-37=0/3048, 10.38=0/2532 WEBS 3-18=0/379, 3-17=-870/10, 5-16=0/1700, 6-16=0/284, 7-16=-1069/0, 7-13=0/1244, 8-13=-358/60, 9-13=-760/31, 9-12=0/351, 5-17=-2365/0 Weight: 236 lb FT = 20 % Structural wood sheathing directly applied or 3-3-14 oc puffins Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 7-16, 5-17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 3) 180.0Ib AC unit load placed on the bottom chord, 29-0-0 from left end, supported at two points, 5-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 67 lb uplift at joint 2. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard ,0FESSrQ SOONjF� 111 v C 074486 * \ EAP. 12 -31-13 l \�s '�44�� \\ OF July 10,2013 ® WAR)at7G - verify d_-sitlaz pccra" r "'ss .d RsAD RRrM ON THIS 6TdL+ [NrE,{TL M 1107Y i PURF'EREIK,E PAZs£w' Pffl-7473 II€ cK)rW JOSF;. -- Design valid for use only with Wei, connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the BL erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M!T ek- fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Greenback Lane, Suite 109 Gr Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. 777777 77 lHeights, 9 Saurnem 104e%PJ 3umhe7 is a € pacWm , s4e deice vaFues are. those efe tme 06f'OE/24P33 by AI.SC i 9 ts, CA, 95610 Job Truss Truss Type Oty Ply 341B-A R40055121 3418_A T1 L HIP TRUSS 1 1 Job Reference (optional) ID:ItpEP9WCJUDSASW4b1cuzKsev A825q21zubzhHc4O4Zi''BglL00CNdFg2NN3yxlpyzj5J -1-2- 7-143 13&12 17.11-14 22-2-0 2410.0. 2342 332-4 39-1-13 47-0.0 2 -2- 7-143 511-9 42.2 42-2 2-8-0 4.2-2 4-2-2 511-9 7-113 -2-0 Scale = 1:86.1 4.00 F12 6x8 = 5x6 = 6 7 -- m 18 a 17 m [a 3u 16 31 15 3z 33 34 14 35 13 36 4x6 = 2x4 II 7x10 = 4x6 = 7x10 = 4x8 = 5x6 = 4x6 15311-9 4-1840I 24 1113 + 47-71440 0 -9244 2.4-4 517710.33 3 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code IBC2009frP12007 LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G CSI DEFL in (loc) I/deft Ud TC 0.56 Vert(LL) -0.2414-15 >999 240 BC 0.83 Vert(TL) -0.6114-15 >650 180 WB 0.85 Horz(TL) 0.08 11 n/a n/a (Matrix-M) BRACING TOPCHORD BOTCHORD WEBS REACTIONS (lb/size) 2=269/0-5-8 (min. 0-1-8), 17=2867/0-3-8 (min. 0-3-1), 11 = 1434/0-5-8 (min. 0-1-8) Max Harz 2=-82(LC 6) Max Uplift2=-42(LC 5) Max Grav2=400(LC 18), 17=2867(LC 1). 11=1434(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1228f755, 3-4=0/1418, 4-5=0/1417, 5-6=-781/63, 6-7=-1060/54, 7-8=-1164/48, 8-9=-2319/9, 9-1 0=-2341 /0, 10-11=-3085/0 OT CHORD 2-25=-4/1362,2-26=-682/83,18-26=-682/83, 18-27=-687/81, 17-27=-687/81, 16-31=0f719, 15-31=Of719, 15-32=0/1555, 32-33=0/1555, 33-34=0/1555, 14-34=0/1555, 14-35=0/2850, 13-35=0/2850, 13-36=0/2853, 11-36=0/2853, 11-37=0/2470 WEBS 3-18=0/384, 3-17=-867/9, 4-17=-327/57, 5-17=-2371/0, 5-16=0/1256, 6-16=-836/0, 6-15=0/926, 8-15=-912/29, 8-14=0/1054, 9-14=-331 /58, 10-14=-764/15, 10-13=0/360 PLATES GRIP MT20 2201195 Weight: 240 lb FT = 20% 4 n 2 N 1' 37 6 Structural wood sheathing directly applied or 3-5-3 oc purlins, except 2-0-0 oc puffins (6-0-0 max.): 6-7. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 5-17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. 8) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Graphical purfin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard �gOFESS// 2 U C 074486 M * EXPr 12-31-13 TAT IV 4�P FOF 0 July 10,2013 tA.SMNG - Yr ify clesigw ,{ =.mriFz, =d Pr-4 D NO E 156 ON TRIS,AM) l i,`F.i7VIED l UTSK PEFLREWE PACE I f'I-74n .SUORV 08E. Design valid for use only with MOek connectors. This design is based only upon parameters shown, and B for an individual building component. �f Applicability of design parameters and proper incorporofion of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during constructionis the responsibility of the a ■� e� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardng (jlt - fabrication, quality control, storage, derivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and liCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. ,f SouF?earr Pi—tSpj luen'bcr,, isgs:ecme,},. the des m vafue a EE hose-srff .-true D610112M3 by AISC Citrus Heights, CA, 95610 Job , Truss Truss Type City 3418-q JPly R40055122 3418 A T1M Hip Truss 1 1 Job Reference (optional) BMC, Indio. CA • 92203 7.420 s May 102 M7ek Industries, Inc. Tue Jul 09 18:32:59 2013 Page 1 ID:ItpEP9WCJUDSASPi5gbl cuzKsev-eLcU2NJcfu5YvmfaeHEFgtrS5QUtMhfCb1 oVTFyzj51 -1.2- 7-10.3 13-9-12 20.2-0 26.10.0 30-0.0 33-2-4 331-13 47-0-0 2 •2 7-10.3 511.9 6-0.4 6.8.0 3.2-0 3.2-4 511-9 7-10-3 -2-0 Scale = 1:86.1 4.00 12 6x8 5x6 = 4x6 = ry 18 4u 17 is ci 15 cc Za 14 [n tom 13 [r 12 26 dxs _ 2.4 II 6x8 WB = 5x6 = 6x8 = 4x8 = 5x8 = 7-10.3 139.12 20.2-0 26-10-0 33-2 4 39-1-13 47-0.0 7.10.3 511-9 ) 6h-0 "0 1 6.4-4 511-9 7-10.3 Plate Offsets (X.Y): f3:0-4-0.0-3-41, f9:0-4-0.0-3-41. fl2:0-4-0.0.3-41. 114:0-2-8.0-3-81, f16:0-1-12,0-3-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.80 Vert(LL) -0.23 10-12 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 1.00 Vert(TL) -0.59 10-12 >674 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.93 Horz(TL) 0.08 10 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix) Weight: 229 Ito FT = 20 % LUMBER BRACING TOP CHORD 2x4 DF No.t&Btr G TOP CHORD Structural wood sheathing directly applied or 2-8-10 oc puriins, except BOT CHORD 2x4 DF No.1&Btr G 2-0-0 oc purlins (5-3-14 max.): 5-6. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 5-9-8 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer stalls ion nuide. REACTIONS (lb/size) 2=240/0-5-8 (min. 0-1-8), 17=2815/0-3-8 (min. 0-3-0), 10=1422/0-5-8 (min. 0-1-8) Max Horz 2=75(LC 5) Max Uplift2=-56(LC 5) Max Grav 2=376(LC 16), 17=2815(LC 1), 10=1424(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-17/710, 3-4=0/1425, 4-5=-589778, 5-6=-1347/49, 6-7=-1424/44, 7-8=-2320/19, 8-9=-2350/0, 9-10=-3225/0 OT CHORD 2-19=-633771,18-19=-633f71,18-20=-635/70,17-20=635f70,16-17=-1298/0, 16-21=-1298/0, 15-21=-1298/0, 15-22=0/525, 22-23=0/525, 14-23=0/525, 14-24=0/1702, 24-25=0/1702, 25-26=0/1702, 13-26=0/1702, 13-27=0/2966, 12-27=0/2966, 12-28=0/2972, 10-28=0/2972 WEBS 3-18=0/407, 3-17=-967/0, 4-17=-2321/0, 4-15=0/2243, 5-15=-1115/0, 5-14=0/1165, 7-14=-742/23, 8-13=-304/56, 9-13=-887/2, 9-12=0/403, 7-13=0/935 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 pFESSj 3) Provide adequate drainage to prevent water ponding. (>R n -d 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. © S0a'y Ar 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. CO 2 C 6) A plate rating reduction of 20% has been applied for the green lumber members. t j V G rn 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. Uj C 07448 rn 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. EWD. 12-31-13 9) Graphical puriin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. LOAD CASE(S) Standard X �Q �r 'OFC July 10,2013 WARNING 3G - lieri q df-sign arame. er s and PfsA4i.ItOTrZ ON THIS AND fNCLtM D.12FTffK PZFERPWE 1.1 f7ff-14T3.EiE? i)f{E taSE. �� Design valid for use only with Mifek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the �E�� erector. Additional permanent bracing of the overall structure is the responsibTty, M'fIl of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI BuBding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria. VA 22314. Citrus Heights, IfSoud',.2nn Arnei'+,y-pj;dtnmtre;s isspesifiedd the dexign va.l; Rr thaw zVe_dwe 0E1011201.3 InVALS£ � igts, CA, 956110 Job Truss Truss Type City Ply 341E-A R40055123 3418 A TIN Hip Truss 1 1 Job Reference (otationall amu, inmo, uA - ezzus 7,420 s May 10 2013 M7ek Industries, Inc. Tue Jul 09 18:33:01 2013 Page 1 ID:ItpEP9WCJUDSASPi5gb1 cuzKsev-bjkET3KsBWLG84oyliGjllwgBEBRgcSU3LIcX8yzj5G 1-2 7315 139.12 18-2-0 23-Fi0 28-10-0 33-2-4 39-8-1 47-0.0 2- -2- 7-315 SS13 5-4-0 5.4-0 4-4-4 SS73 7-315 -2-0 Scale = 1:86.1 4.00 12 6x8 = 3x6 = 6x8 = 4x6 — is 17 -IV 16 zu z1 zl to zd z4 za 14 m zr z8 13 28 12 30 4x6 — 2z4 II 7x10 = 5x8 = 5x6 = 7x10 = 2x4 II 13513 20.SSSSB 312 34_ 2:V2 47.0.0 332-4 39-8,3 7-3.15 6- I SSB 6-57-315 Plate Offsets MY): f3:0-4-0.0-3-41, f9:0-4-0 0-3-41 113:0-4-0 0-3-81, f15:0-3-4 0-3-01 f16:0-4-0.0-3-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.63 Vert(LL) -0.19 10-12 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.93 Vert(TL) -0.49 12-13 >802 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.84 Horz(fL) 0.09 10 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix) Weight: 227 lb FT = 20 % LUMBER BRACING TOP CHORD 2x4 DF N0.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-0-13 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G 2-0-0 oc purlins (5-5-4 max.): 5-7. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-16, 6-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=168/0-5-8 (min. 0-1-8), 16=2973/0-3-8 (min. 0-3-3), 10=1405/0-5-8 (min. 0-1-8) Max Horz 2=69(LC 5) Max Uplift2=-96(LC 8) Max Grav 2=343(LC 16), 16=2973(LC 1), 10=1422(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-11/886, 3-4=0/1645, 4-5=0/1617, 5-6=-522f71, 6-7=-1444/38, 7-8=-2322/31, 8-9=-2359/0, 9-10=-3267/0 OT CHORD 2-18=-801/72,17-18=-801772,17-19=-807/68,16-19=-807/68,15-23=0/1093, 23.24=0/1093, 24-25=0/1093, 14-25=0/1093, 14-26=0/1584, 26-27=011584, 27-28=0/1584, 13-28=0/1584, 13.29=0/3010, 12-29=0/3010, 12-30=0/3016, 10-30=0/3016 WEBS 3-17=0/402, 3-16=-999/0, 4-16=-381/64, 5-16=-2553/0, 5-15=0/1370, 6-15=1215/0, 6-14=0/753, 7-14=-453/24, 7-13=0/995, 8-13=-320/68, 9-13=-907/1, 9-12=0/397 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4Q�Ar l� 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will! O� ,v O fit between the bottom chord and any other members, with BCDL = 10.Opsf. C6 /L G>✓ 6) A plate rating reduction of 20%has been applied for the green lumber members. U C ? n pc t� y 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. tL e, 74UU furl 8) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 12731-13 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard cS1J �P �lFOFC July 10,2013 ® WAIW7NG - Verify Ensign pw-am&em =d PEAD 'ii i W ON INS AiYF.I INCL 0DED,MTHAr P aFFREME PACE !-r-74Td BF70RC i:M& -- Design valid for use only with Milek connectors. This design is based only upon parameters shown and'a for an individual building component. �f Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the �re_- erector. Addtionol permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M J k fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. citrus Heights, CA, 95610 €€SaLrrlem. Pine(SPI lumber is specified, ehx desigku vaan tho;tere-t`lve MfOlIZ 8:3 by Al5i' Job Truss Truss Type Qty Ply 341 B•A R40055124 3418 A TIO Hip Truss 1 1 " Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:33:03 2013 Page 1 ID:ItpEP9WCJUDSASPi5gblcuzKsev-X6s tIM6j7c_NNyLt6lBd?BkltPIUpnWlnjclyzj5E -1-2- 511-7 11-0.11 162-0 21-a11 2511-5 30.1a0 3511.5 41-a9 47-a0 2- -2- 511-7 S1-s s1-5 41a11 41a11 41a11 51-5 S1.5 511-7 -z-0 Scale = 1:86.1 4.OD 12 6x8 = 4x6 = 3x6 = 5x8 // 4x6 = n [u t[ 19 111 so 4x8 34 = 6x8 WB = 5x6 = 5x6 = 3x6 = Sx8 = 3x6 = 7-312 13-6-0 1 5 la-7-7 23514 26.4-4 332-11 3184 7-312 6.4-4 a -5 410.2 41a7 410.7 41a7 SS9 7.312 Plate Offsets (X,1): 14:0-3-0,0-3-01, f9:0-3-0,0.3-01, f14:0-4-0,0-3-41. 116:0-3-0,G-3-01, f18:0-2-4,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.56 Vert(LL) -0.24 13-14 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 Be 0.90 Vert(TL) -0.56 13-14 >711 180 BCLL 0.0 " Rep Stress Incr NO WB 0.98 Horz(TL) 0.09 11 n/a n/a BCDL 10.0 Code IBC2009ITP12007 (Matrix) Weight: 230 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-7-5 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G 2-0-0 oc purlins (4-5-8 max.): 5-8. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 4-4-0 oc bracing. WEBS 1 Row at midpt 5-19 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=128/0-5-8 (min. 0-1-8), 19=2975/0-3-8 (min. 0-3-6), 11=1371/0-5-8 (min. 0-2-1) Max Harz 2=-81(LC 15) Max Uplift2=-503(LC 20), 19=-49(LC 9), l l=-554(LC 12) Max Grav 2=592(LC 21), 19=3167(LC 8), 11=1949(LC 20) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 'OP CHORD 2-3=-1090/1940, 3-4=-652/1673, 4-5=-181/2029, 5-6=-334/326, 6-7=-1504/463, 7-8=-2181/596, 8-9=-3104/889, 9-10=-4267/1128, 10-11=-4900/1560 IOT CHORD 2-21=-1866/1067, 20-21=-1866/1067, 20-22=-2308/1035, 19-22=-2308/1035, 18-19=-1789/1157,18-23=-1789/1157,23-24=-1789/1157,24-25=1789/1157, 17-25=-1789/1157, 17-26=-1230/1968, 26-27=-228/975, 27-28=-226/964, 16-28=-653/1391, 16-29=-643/2773, 29-30=-1446/2998, 30-31=-1461/3001, 15-31=-1685/3236,15-32=-1501/3343,32-33=-1501/3343,33-34=-1501/3343, 14-34=-1501/3343,14-35=-1494/4015,13-35=-1494/4015,13-36=-1442/4565, 11-36=-1442/4565 WEBS 3-20=-422/72, 4-20=0/756, 4-19=-694/46, 5-19=-2723/116, 5-17=-119/1740, 6-17=1594/181,6.16=-133/1233,7-16=-1077/199,7-15=-179/663,8-15=-495/235, 8-14=0/721, 9-14=-646/57, 9-13=0/695, 10-13=-351/89 NOTES 1) Unbalanced live loads have been for design. ypQFESS/0 �0 O Soo 94' roof considered this 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS Lumber DOL=I.OD 0 �+ (low-rise); plate co �O CJ (7i 2 grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. LU C 074486 M 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Cr- 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will EAR 12-31-13 fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 19 except Qt=lb) 2=503, 11=554. 9j 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the DF C. Bottom Chord, nonconcurrent with any other live loads. Julv 10.2013 Continued on oaoe 2 ® F APKNG - Verify demirsn ss¢ramekers =d PSAD sdt?? 2xS ON ZF IS AND 1hr1,sXVzW sWTSK P.IYER£s?i°tisz' s*.ai`rE 4ad-T473.13F'.i`t3RLI IM& Design valid for use only with MiTek connectors. This design's based only upon parameters shown, and is for an indvidual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the Nil' MiTekerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria. DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety hilormotion available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. 1fSa.e=P1.fSP)1a.1,1ser is specifiel c?te Besi;n vaf,r saaethme effective OSp'fia//2013 by ALSC Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 3418-A R40055124 3418_A T10 Hip Truss 1 1 Job Reference (optional) o ma... .H - accua 7.420 s May 10 2013 M7ek industries, Inc Tue Jul 09 18:33:03 2013 Page 2 ID:@pEP9WCJUDSASPi5gblc zKsev-X6s tIM6j7c NNyLt6lBrj?BkIIPIUpnWfnjclyzj5E NOTES 9) This truss has been designed for a total drag load of 3300 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 16-6-0 to 26-6-0 for 412.5 plf. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard C AWING - Vcrifr� d4sipa purararders .d READ NOTES ON IRIS AND IA'CLf9D'cSY.MMK i+EF'ERME PAGE 11-747J ft€ FORF3 i1SE. Design valid for use only with Welk connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown ` isfor lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Bel /{ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek fabrication, quality control, storage, delivery, erection and bracing, consul ANSI/TPIt Quaftiy Criteria, DSB-89 and BCSI BuBding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 372, Alexandria, VA 22314. ifsout-mm Pinelspj lumber is a7xecfeed:. rl%e.de;iV s V3tUeR art Thw,.e effe iv 06MI12,43 by AISC Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 3418•A R40055125 3418_A TIP Hip Truss 1 1 Job Reference footionah BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:33:04 2013 Page 1 ID:ItpEP9WCJUDSASPi5gbl cuzKsev-?IQM55NkURkf?XXXRgpQNxYJGRCFI zGxIJWG8Tyzj5D -1-2 7-10.5 14-2-0 17-37 23.6.0 .29.4-4 32-10-0 331-11 47-0.0 2 -2 7-10.5 6-3-11 3-1-7 6-2-9 510.4 1112 6-1 7-10.5 •2-0 Scale = 1:86.1 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 3x6 = 54 = 3x6 16-8-0 i Ann FIT Special 4x6 = 5x8 = 5x8 % 9 5x6 06 _ Lu 19 zl 18 [z 1/ [s la 14 15 25 14 25 416 5x8 = 4x8 = 5x6 = US = 5x8 = 2x4 11 — 13-8-0 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code IBC2009/TPI2007 LUMBER TOP CHORD 2x4 OF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 OF Stud G CSI DEFL in (loc) I/deft L/d PLATES GRIP TC 0.77 Vert(LL)-0.2312-14 >999 240 MT20 220/195 BC 0.99 Vert(TL) -0.57 12-14 >687 180 WB 0.84 Hort(fL) 0.08 12 n/a n/a (Matrix) Weight: 223 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 2-7-13 oc pudins, except 2-0-0 oc puriins (5-3-0 max.): 4-10. BOT CHORD Rigid ceiling directly applied or 5-8-7 oc bracing. WEBS 1 Row at midpt 5-18 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=123/0.5-8 (min. 0-1-8), 18=3174/0-5-8 (min. 0-3-7), 12=1296/0-5-8 (min. 0-1-10) Max Horz 2=64(LC 5) Max Uplift2=-228(LC 13), 18=-214(LC 9), 12=-208(LC 12) Max Grav 2=400(LC 21), 18=3235(LC 8), 12=1526(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-456/1233, 3-4=-134/1985, 4-5=0/1725, 5-6=-349/181, 6-7=1468/121, 7-8=1421/199, 8-10=-1817/96,9-10=-280/98,10-11=-2427/356, 11-12=-3541/528 OT CHORD 2-20=-1198/494, 19-20=1101/373, 19-21=-979/251,18-21=-802/74,18-22=-741/119, 17-22=-718/96, 17-23=0/983, 16-23=-111/1082, 16-24=-36/1791, 15-24=-139/1893, 15-25=-51/2912,14-25=-227/3021,14-26=-346/3149,12-26=-467/3246 WEBS 3-19=0/408, 3-18=-1070/6, 4-18=-12291313, 5-18=-1906/13, 5-17=0/1553, 6-17=-1399/56, 6-16=-13/840, 8-16=-664/101, 8-15=-59/490, 10-15=01310, 11 -1 5=-912/34, 11-14=0/404 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=228, 18=214, 12=208. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 47-0-0 for 31.9 plf. 10) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 746 lb down and 317 lb up at 14-2-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. Continued on Daoe 2 C,R0FESS/Q Soo�y Drn Or: C 074486 rn .)tlly in gnvi AWBRANG- Verijyd—six}o-1 =amietm and P-i4i¢d3t1fi7WON7WISAMLF [,UDF`SiiBflftHIKP"ERR EPACE?WI-74iJ.BEFCj?EidSi.'- Design valid for use only with MiTek connectors. This design is based any upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillih/ of the , f erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mt tT eil- fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Crlteda, DSB-89 and BCSI BuBding Component ile 109 Su 77T/ Greenback Lane, Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria. VA 22314. Citrus Heights, CA, Lane, Su IfSos.�nmD'xne, tap) lumber 1; 5stcinai� tnesleig vsaf et art#host ef:`�-:tive 0SAD?/.2,4S3 byA SG Job Truss Truss Type Ply 3418-A �Qty R40055125 3418 A T1P Hip Truss 1 1 Job Reference (optional) o, , ,,,u v, — o . /AZu s may to zu13 mn etc inausines, Inc. Tue Jul 09 16:33:04 2013 Page 2 NOTES ID:hpEP9WCJUDSASPi5gbl cuzKsev-?IQM55NkURk(7XXXRgpQNxYJGRCFI zGxIJWGBTY45D 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (ptf) Vert: 1-4=-68, 4-7=-68, 9-10=-68, 10-13=-68, 2-12=-20, 7-9=-68 Concentrated Loads (lb) Vert: 4=-301 (B) WAP PF;x -verify d Ris D N'Z=— ON MIS AND M UMD.MM YP.'t�ER-, F PAw P'ffT-747d .BEMRE €TSE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. e14 �n Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown ��!! 6 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 1Ylfj� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 4 Sau11 �-'rn Aire OPI} % w,be- 14 -�Pec�F'ed, dle des Zn vaf:.res anstho 9 e'ffer lve 06/01120-21.3 byALSC Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 3416-A R40055126 3418 A T2A Hip 1 1 ob Reference o tional rage ID:ItpEP9WCJUDSASPi5gblcu7Ksev-xhX7WnO?02 ZErhwYFsuSMdjOFwPVyrECd?NDLyzj5B 510.1 1411-1 16-0-0 1 17-4-01 22-4.15 27-5-15 I 33-4-0 346-0, 11. 51-0 50.15 1-4-0 50.15 5-1-0 510.1 1-2-0 Scale = 1:61.1 4x6 = 4x6 = 19 9 O 4x6 = 16 '" 1s '" 14 '" 12 -' 11 10 4x6 = 2x4 II 3x4 = 7x10 WB = 3x4 = 2x4 I I 3x10 = 510.1 10-11-1 1s-0-o n-4-0I zz-0-1s z7-su 33-4-0 110.1 S1-o 50.15 1-0-0 50.15 S1-0 570.1 Plate Offsets (X,Y): 11:0-2-5,Edoel. 14:0-2-8.0-0-121, 16:0-3-0,0-3-01. 18:0-2-5.Edael. 113:0-3-8.0-3-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.18 14 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.64 14-15 >616 180 BCLL 0.0 ' Rep Stress ]nor NO WB 0.51 Horz(TL) 0.21 8 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix) Weight: 161 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3-0-9 oc puffins, except BOT CHORD 2x4 DF No. I&Btf G 2-0-0 oc purlins (4-3-12 max.): 4-5. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer installation ouide, REACTIONS (lb/size) 1=1444/0-5-8 (min. 0-1-9), 8=1547/0-5-8 (min. 0-1-10) Max Horz 1=-66(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3753/0, 2-3=-3100/0, 3-4=-2441/0, 4-5=-2262/0, 5-6=-2444/0, 6-7=-3088/0, 7-8=-3723/0 BOT CHORD 1-17=0/3485, 16-17=0/3485, 16-18=0/3485, 15.18=0/3485, 15-19=0/2890, 14-19=0/2890, 13-14=0/2258, 13-20=0/2258, 12-20=0/2258, 12-21=0/2869, 11-21=0/2869, 11-22=0/3455, 10-22=0/3455, 10-23=0/3455, 8-23=0/3455 JEBS 2-16=0/356, 2-15=688/11, 3-15=0/474, 3-14=-781/5, 4-14=0/613, 5-12=0/514, 6-12=-760/6, 6-11=0/470, 7-11=-682/1, 7-10=0/353 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (law -rise), -cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the lumber members. green 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1. 1 SQ�'v 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. � C 0744$6 M 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. E 12731-13 LOAD CASE(S) Standard * t sTgTFOFC July 10,2013 &RKtlG - Verifq design parameters �=dREzBf7 AWW ON YNIS AiiYfdi 1AirLVDM.Afdr8£CP.£Fa-RE-44M PACE IWI 7473.EEFORI? [W Wit Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the �{ �[ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Binding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 1f-sas-mrampinei'SP1iumber isapacfed, t±rodeign:.va[u�s am those et. se- eOE,JII_/ar��!.3 bvAL5C Job Truss Truss Type Ply 341E-A �Qty R4005512I 3418_A T2B Hip 1 1 Job Reference (optional BMC, Indio, CA - 92203 7.420 s May 10 2013 M7ek Intlustries, Inc. Tue Jul 09 18:33:06 2013 Page 1 ID:ItpEP9WCJUDSASPi5gbl cuzKsev-xhX7WnO?02_ZErhwYFsuSMdf5FtZVutECd?NDLyzj5B 14-0.0 19 4 I 25-10.15 33-40 34$0 7-51 6-Ca15 5-4-0 6-6.15 7-51 21 Scale = 1:61.2 O 6x8 = 5x6 = 4x6 = 11 - 10 9 '- 8 •" 4x6 = 2x4 II 7x10 = 7x10 = 2x4 11 1 7-51 14.0-0 19A-0 F 2510.15 33-4.0 7-51 6$15 5-4-0 - fr615 7-51 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.75 Vert(LL) -0.20 1-11 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 1.00 Vert(TL) -0.66 10-11 >602 180 BCLL 0.0 Rep Stress Incr NO WB 0.77 Horz(TL) 0.21 6 n/a n/a BCDL 10.0 Code IBC2009ITP12007 (Matrix) Weight: 142 lb FT = 20 % LUMBER BRACING TOP CHORD 2x4 DF N0.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-8-7 oc purlins, except BOT CHORD 2x4 DF No.t&Btr G 2-0-0 oc pudins (4-0-9 max.): 3-4. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=1444/0-5-8 (min. 0-1-9), 6=1547/0-5-8 (min. 0-1-10) Max Horz 1=-60(LC 6) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3667/0, 2-3=-2748/0, 3-4=-2544/0, 4-5=-2747/0, 5-6=-3643/0 BOT CHORD 1-12=0/3396, 11-12=0/3396, 11-13=0/3396, 10-13=0/3396, 10-14=0/2544, 9-14=012544, 9-15=0/3372, 8-15=0/3372, 8-16=0/3372, 6-16=0/3372 WEBS 2-11=0/403, 2-10=-921/15, 3-10=0/533, 4-9=0/476, 5-9=-896/7, 5-8=0/399 IOTES .) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cal. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ;.end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard oFESS/0�,�1 SOON o �• 2 �G) 2 LU C 074486rn *� E-12-31-13 /* �F July 10,2013 WAR%d.MG.-Vcrif`yd_,,irp.paramste,¢rzdREADhit?e'WONTRi8AND Nrl,tMF;2}, ' €sPURF RE 'EiAWM11-7473.FfdrrizaEi!iSL -- Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resporuibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding WeW fabrication, quality control, storage, defivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Inforrnafion available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, Lane, Su Ysoii:r?w_m. Pine tip} ivmter is Esifitd:-the desib values are -than zlfv rve o6faY2,/W3.3 by ALSC Job Truss Truss Type Qty, Ply 3418-A R40055128 3418 A T2C Hip 1 1 Job Reference (optional) 9 0 c ID:ItpEP9WCJUDSASPi5gb1cuzKsev-Pt5uj7PdnM60s?G66yN7?ZAsCei;lw RHIwloyzj5A 6-51 12-0-0 SS1 618-0 I ?W:515 0 5-6-15 411-21 Scale = 1:61.1 6x8 = 4.00 12 3x4 = 4x6 = 4x6 = ,_ 13 'v 12 11 10 9 - 4x6 = 2x4 II 3x4 = 5,65 = 3x10 = 2x4 II LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TP12007 CSI TC 0.59 BC 0.88 WB 0.43 (Matrix) DEFL in floc) I/deft Ud Vert(LL) -0.20 11 >999 240 Vert(TL) -0.68 11-12 >578 180 Horz(TL) 0.21 7 n/a n/a PLATES GRIP MT20 220/195 Weight: 147 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-11-1 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G 2-0-0 oc puffins (3-8-11 max.): 3-5. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=1444/0-5-8 (min. 0-1-9), 7=1547/0-5-8 (min. 0-1-10) Max Horz 1=-53(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3725/0, 2-3=-3015/0, 3-4=-3068/0, 4-5=-2789/0, 5-6=-3010/0, 6-7=-3696/0 BOT CHORD 1-14=0/3456, 13-14=0/3456, 13.15=0/3456, 12-15=0/3456, 12-16=0/2799, 11-16=012799, 11-17=0/3066, 10-17=0/3066, 10-18=0/3426, 9-18=013426, 9-19=013426, 7-19=0/3426 `VEBS 2-13=0/372, 2-12=-713/22, 3-12=0/486, 3-11=10/496, 4-10=-506/12, 5-10=0/583, 6-10=-701/12, 6-9=0/368 .DOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. OFESS! 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1. �� 8) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the 4, Bottom Chord, nonconcurrent with any other live loads. O� $QQN O F� 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 2 C 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. r n A Q C Cif rn LOADCASE(S) Standard l� V �ti?U * E 12-31-13 FOfi ? 1�Q¢�\� July 10,2013 f+STAI'I6NG- Verify dssrgngm^am&ers=dPEADM)T&SON IS AIM I=LUDM). NTSKP.EFERELX�EPACE P91-74nBEFOR I/SE. �� Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members any. Additional temporary bracing to insure stability during construction is the responsibillity, of the l e'!(R_ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding t fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/711 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Yt Szu a€z P;rzM,a:mbeTh-5gserified me Cesirnuafuzsaae tha ,ref —t"061 =f2013 b)FALSC Job Truss Truss Type Qty Ply 3418-A R40055129 3418_A T2D Hip 1 1 Job Reference (optional) ID:ftpEP9WCJUDSASPi5gb1 cuzKsev-t4ftxSQFYfEGU9rJgguMYnj3?2bizoxWgxUUHEyzj59 5-5-1 10-0 0 16.2-0 22-4-0 22 1 27-7-11 3340 0 SS1 4815 12-0 6-2-0 49-15 SE-1 1-2-0 Scale = 1:61.1 4x6 = 4.00 12 5x6 = 3x10 = SX6 . a 4x6 = 15 74 16 13 17 12 18 11 19 10 20 416 2x4 II 3x10 = 5x8 = 412 = 2x4 II SS1 10-0-0 16-2-0 22-4-0 27-7-15 33.4-0 SS1 4Fr15 6-2-0 62-0 5315 SB•1 Plate Offsets (X,Y): f1:0-2-5,Edgel, f8:0-2-5,Edgel. f11:0-5-12.0-2-01, f12:0-4-0.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.46 Vert(LL) -0.24 12 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.89 Vert(TL) -0.85 11-12 >463 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.80 Horz(TL) 0.23 8 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix) Weight: 148 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.t&Btr G TOP CHORD Structural wood sheathing directly applied or 3-1-3 oc purlins, except BOT CHORD 2x4 DF No.t&Btr G 2-0-0 oc puffins (3-4-15 max.): 3-5. WEBS 2x4 OF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in -accordance with Stabilizer Installation guide. REACTIONS .(Ib/size) 1=1444/G-5-8 (min. 0-1-9), 8=1547/0-5-8 (min, 0-1-10) Max Harz 1=-49(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=3759/0, 2-3=-3281/0, 3-4=-3058/0, 4-5=-3169/0, 5-6=-3210/0, 6-7=-3159/0, 7-8=-3710/0 BOT CHORD 1-15=0/3491, 14-15=0/3491, 14-16=0/3491, 13-16=0/3491, 13-17=0/3748, 12-17=0/3748, 12-18=0/3748, 11-18=0/3748, 11-19=0/3441, 10-19=0/3441, 10-20=0/3441, 8-20=0/3441 VEBS 2-13=-560/35, 3-13=0/646, 4-13=-909/0, 4-12=0/376, 4-11=-777/0, 5-11=-1237/16, 6-11 =0/1 835, 7-1 0=0/344, 2-14=0/334, 7-11 =-617/16 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the lumber members. (}�E�'$/ 0 green 7) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 1. 4 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the j�Q�y` V Bottom Chord, nonconcurrent with any other live loads. ��4 © /L. i 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. C? 10) Gap between in of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LU C .074486 M LOAD CASE(S) Standard E 12-31-13 * July 10,2013 ® sffir.ARA1iMG - Verify dP ssiyn pma a &erss =d txi,&D Ncri m om TRifi APVD nvcd,vDED./f1 reK PxYPRr_n GS PAGE AR&I-74n Buxmw tisE Design valid for use only with MOek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Not is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the ra �5_ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTk= fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality CrBerla, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Informalion available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. if Citrus Heights, CA, 95610 PfSAs:rresn?ine(Slsl fismiss=; �gs�cifia4, ti+eelaai ,,rztue:s ante YfsasE eF:etrve obju1.3liyAlSG Job Truss Oty Ply 3418-A �TrussType R40055130 3418 A 7`2E HIP GIRDER 1 3 Job Reference (optional) om�, nm v, s,n occw r.om s may ru cut s mi i ex mausmes, inc. i ue uw ua ia:as:1u zuis rage r ID:ItpEP9WCJUDSASPi5gbl cuzKsev-qSneL8RV3HUJS_hnSwgdCoS?sGaRolp7FzaM7yzj57 4S1 60.0 I 12-1.15 1 16-2.1 20.40 �22-4-0 13-4q 27-10.15 i 33-40 34.6-Q 4S1 3fr15 41-15 40.2 41.15 2.0.0 1-0.0 4515 SS1 1-2-0 Scale = 1:62.1 4.00 12 4x4 = _ 5x6 = 4x6 6x8 = 25 26 19 27 18 28 17 29 16 30 15 31 14 32 13 33 12 34 35 3x10 2x4 I I 6x8 = JL26 3x10 11 7x10 = 3x4 = 4x8 = 3x4 = 2x4 11 4x6 HJC26 THD26.2 4S &0.0 1 -1-15 162-1 20-4-0 22.40 3-0- 27-1Q15 33.40 451 31i15 41.15 40.2 - 41-15 2-0.0 -QO 4-6-1s SS1 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code IBC2009/rP12007 CSI DEFL - in (loc) I/deft L/d TC 0.30 Vert(LL) -0.3516-17 >999 240 BC 0.93 Vert(TL) -0.9116-17 >441 180 WB 0.42 Horz(TL) 0.19 10 n/a n/a (Matrix-M) LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD BOT CHORD 2x6 DF No.2 G WEBS 2x4 DF Stud G BOT CHORD REACTIONS (lb/size) 1=3456/0-5-8 (min. 0-1-9), 10=2513/0-5-8 (min. 0-1-8) Max Horz 1=-48(LC 6) Max Grav 1=4396(LC 20). 10=2627(LC 31) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-13401/0, 2-3=-13781/0, 3-24=-12912/0, 4-24=-12913/0, 4-5=-14195/0, 5-6=-11141/0, 6-7=-8342/0, 7-8=-7820/0, 8-9=-7497/0, 9-10=-7748/0 BOT CHORD 1-25=0/12673, 1-26=0/12687, 19-26=0/12687, 19-27=0/12687, 18-27=0/12687, 18-28=0/16240, 17-28=0/16240, 17-29=0/16240, 16-29=0/16240, 16-30=0/14099, 15-30=0/14099, 15-31=0/11030, 14-31 =0/1 1030, 14-32=0l7110, 13-32=017110, 13-33=017332, 12-33=Of7332, 12-34=077332, 10-34=077332, 1 D-35=0/7323 JEBS 2-18=0/632, 3-18=014102, 4-18=-3963/0, 4-17=0/3184, 4-16=-2686/0, 5-16=0/1622, 5-15=3675/0, 6-15=0/1922, 6-14=-5377/0, 7-14=0/2440, 8-14=0/2180, 8-13=0/509; 9-13=507/44, 9-12=0/294 PLATES GRIP MT20 220/195 Weight: 545 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc puffins, except 2-0-0 oc purlins (6-0-0 max.): 3-6, 7-8. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at D-9-0 oc, Except member 18-3 2x4 - 1 row at 0-4-0 oc, member 4-17 2x4 - 2 rows staggered at 0-4-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between We bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1. 10) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. �w�ti oo SooN o�F G) Uj C 074486�M *. E 12-31-13 bdv 1(1'>(11'3 Continued on Eage 2 ® WAflaKNO - Verifg e ign parr anute,m =d A -MD NOME ON TV16 AND MLL'DpSD i1f7T+3£S pi?FERr_IKE PAGE P.9i-747'fi .BEMRi. M& Design valid for use only with MTek connectors. This design 6 based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown f is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the ` i��3 i(__ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding '�i! fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Qualily Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If South-zrm pnetsp) wrnbe is;prifiied, tlm desig —Laesa thoirs.tttrre 065011MVI by ALSC Citrus Heights, CA, 95610 Job Truss Truss Type Ply 3a1eA �Qty` R40055130 3418_A T2E HIP GIRDER 1 3 Job Reference (optional) o.. , M.., � cccw r.azu s May to zu13 MN ex maustnes, Inc. Tue Jul 09 18:33:10 2013 Page 2 NOTES ID:HpEP9WCJUDSASPi5gb1 cuzKsev-qSneL8RV3HUJS_hn5wgdCoS?sGaRolp7FzaM7yzj57 13) Use USP HJC26 (With 16d nails into Girder & 1 Did nails into Truss) or equivalent at 8-0-6 from the left end to connect truss(es) J2D (1 ply 2x4 DF), CJ2A (1 ply 2x4 DF) to front face of bottom chord. 14) Use USP JL26 (th 10d nails into Girder & NA9D nails into Truss) or equivalent at 10-0-12 from the left end to connect truss(es) J2D (1 ply 2x4 DF) to front face of bottom chord: 15) Use USP THD26-2 (With 16d nails into Girder & 10d nails into Truss) or equivalent at 12-2-8 from the left end to connect truss(es) G_2 (2 ply 2x6 DF) to front face of bottom chord. 16) Fill all nail holes where hanger is in contact with lumber. 17) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-68, 3-6=-68, 6-7=-68, 7-8=-68, 8-11=-68, 1-10=-20 Concentrated Loads (lb) Vert: 3=3(F) 18=-773(F) 17=-1942(F) 24=3(F) 28=-244(F) ®WARK - verily d--* n PMramet',, an d F-£Fill MiTM ON 787E AM MCj MED. Ht1'i` K P?ZFP—r2 F> PAGE M1 1-747.3 .BEMRF3 C &SR Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown ` is for lateral support of individual web members only. Additional temporary bracing to insure stability, during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTeW fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII quality Crtteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Ird motion available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. If Soutiar»Dine:i d1umiaea iszPzcifie,d,d"k design> raluat aMtfr� effasirse 061402M13 bY.ALSC Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 3418-A R40055131 3418_A T3A Half Hip Truss 1 Job Reference o tional BMC, Indio, CA - 92203 7.420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:33:12 2013 Page 1 ID:ftpEP9WCJUDSASPi5gbl cuzKsev-mrvOmgTmbukiym84vVylidtmcfz9veg6bZShQ^,M'55 -1-2-0 8-0-0 11-10-10 15-7-7 19-Cr0 234-0 1-2A 8-0-0 3-10-10 38-13 31110 310.0 Scale = 1:43.1 NAILED NAILED 5x6 = ann r NAILED NAILED 3x10 _ NAILED 3x4 = NAILED Special 4x4 = 3x10 = 1Z I iu to 8 6)(8 = JL26 7x10 = JL26 3x4 = JL26 7x10 = 4x4 11 HJC26 JL26 JL26 HJC26 8-0-0 11-10-10 15-7-7 19-&0 23-4-0 8.0.0 3.10-10 3$13 310.10 310.0 Plate Offsets MY): l8:Edge,0-3-91, 111:0-5-0.0-4-81, f12:D-3-9.0-4-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) -0.20 11-12 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 SC 0.80 Vert(TL) -0.43 11-12 >643 180 BCLL 0.0 Rep Stress Incr NO WB 0.67 Horz(fL) 0.09 8 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Weight: 242 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-8-13 oc purlins, except BOT CHORD 2x6 OF No.2 G end verticals, and 2-0-0 oc purlins (5-1-4 max.): 3-6. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS (lb/size) 2=2112/0-5-8 (min. 0-1-8), 8=2170/0-3-8 (min. 0-1-11) Max Horz 2=41(LC 4) Max Grav 2=2860(LC 14), 8=3154(LC 19) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-8189/0, 3-13=-7611/0, 4-13=-7612/0, 4-14=-7185/0, 5-14=-7185/0, 5-15=-4214/0, 6-15=-4212/0, 6-7=-4516/0, 7-8=-3020/0 BOT CHORD 2-16=0/7749, 12-16=0/7749, 12-17=0/8303, 11-17=0/8303, 11-18=0/8303, 10-18=0/8303, 10-19=0/7185, 9-19=0/7185 WEBS 3-12=0/2388, 4-12=-961/116, 4-11=0/977, 4-1 0=-1 503/0, 5-10=0/1547, 5-9=-3561/0, 6-9=0/1241. 7-9=0/4383 IOTES 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-6-0 oc, Except member 12-4 2x4 - 1 row at 0-9-0 oc, member 4-11 2x4 - 1 row at 0-9-0 oc, member 10-4 2x4 - 1 row at 0-9-0 oc, member 5-10 2x4 - 1 row at 0-9-0 oc, member 9-5 2x4 - 1 row at 0-9-0 oc, member 9-6 2x4 - 1 row at 0-9-0 oc, member 9-7 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. Q�()FESS/0 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right S�� 1� exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00� 5) Provide adequate drainage to prevent water ponding. y <�� /. © 0 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. CO 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will W 074486 m fit between the bottom chord and any other members. LU rn 8) A plate rating reduction of 20 % has been applied for the green lumber members. E 12-31-13 9) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the * k Bottom Chord, nonconcurrent with any other live loads. 10) Graphical purlin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. cS1 IV 11) Use USP HJC26 (With 16d nails into Girder & 10d nails into Truss) or equivalent spaced at 11-5-4 oc max. starting at 8-0-6 from the Q TEOF left end to 19-5-10 to connect truss(es) JD (1 ply 2x4 DF), CJ3A (1 ply 2x4 DF), JD (1 ply 2x4 DF), CJ3B (1 ply 2x4 DF) to front face of bottom chord. 12) Use USP JL26 nth 10d nails into Girder & NA9D nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 10-0-12 from the II Ilv 1 f1 9n1'Z ConWffgli to connect truss(es) JD (1 ply 2x4 DF) to front face of bottom chord. &9.AP1>:NG..VcrifgdL-sia9npararrl1emsaadR DKVTWONTFUSANDINCLi3fii''lt.1679iPEF 'f�WEPACEIff1-7473,BEMIa'f USE. Design valid for use only with MOek connectors. This design is based only upon parameters shown, and is for an individual building component. �f Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the �L ,, erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding MiTek- j fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 ifSeulliam Fine fSp) lumber 1f 3s.asifie,4: Me design+ wiuss we those eEactiva i6102.(2?13 by A[SC Job Truss Truss Type Qty Ply 3418-A R40055131 U18_A T3A Half Hip Truss 1 n L Job Reference o tiona t1Mu, into, GA-UZZU3 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:33:12 2013 Page 2 ID:ItpEP9WCJUDSASPi5gb1 asKsev-mrvOmgTmbukiym84vVylidtmdz9veg6bZShQW5 NOTES 13) Fill all nail holes where hanger is in contact with lumber. 14) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 179 lb down and 49 lb up at 19-6-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-68, 3-6=-68, 6-7=-68, 2-8=-20 Concentrated Loads (lb) Vert: 3=-1 35(F) 6=-139(F) 12=-693(F) 11=-54(F) 10=-54(F) 4=-135(F) 5=-135(F) 9=-254(F) 13=-135(F) 14=-135(F) 15=-135(F) 17=-54(F) 18=-54(F) 19=-54(F) idriWAMG - Veri,(y dcsig- Ptrrtsm&, .. =d RrAD MUTM ON Tf7IS AIM IA2;ii:M0 !#9MK PF— FREMB FACE Pfd7-74TJ .t3i8FY1rM Us Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for an individual building component. Wit Applicability of design parameters and proper incorporation of component a responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the bulding designer. For general guidance regarding Mi lT e'k fabrication, quality control, storage, delivery, erection and bracing, consul ANSI/TPII Quality Criteria, DSB•89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Saleiy Information available from Truss Plate institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Y Srurme€n Yin.e(SSP)durn'be,is.sp.ecfied<. tn,a +vases al!ethose eft:=tive06foj/242:3 byAisc Citrus Heights, CA, 95610 Job Truss Truss Type Ply 3416-A �Qty R40055132 3418 A T38 Half Hip Truss 1 1 Job Reference (optional)- BMC, Indio, CA - 92203 7.420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:33:12 2013 Page 1 ID:ItpEP9WCJUDSASPi5gb1 cf¢Ksev-mrvOmgTmbukiym84vVylidtiWFyQvi36bZShQ?yzj55 55-1 I 10.0.0 1750 I 23.4-0 1-2-0 5-5-1 4$15 7-60 5.10-0 Scale = 1:43.0 6x8 = 4)(8 = 4x4 = - - 7 2x4 II 7x10 = 5xB = 5x6 II i 5-5-1 10.40 17-&0 23-4-0 5-5-1 Z615 ,� 7-6-0610.0 Plate Offsets (X,Y): r2:0-3-S.Edoel, r7:Edae.0.3-91, f9:0-4-8.0-3-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.69 Vert(LL) -0.22 8-9 >999 240 MT20 2201195 TCDL 14.0 Lumber Increase 1.25 BC 0.84 Vert(TL) -0.48 8-9 >580 180 BCLL 0.0 Rep Stress Incr NO WB 0.40 Horz(fL) 0.07 7 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Weight: 104 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except BOT CHORD 2x4 DF No.18Btr G end verticals, and 2-0-0 oc purtins (5-1-2 max.): 4-5. WEBS 2x4 OF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at micipt 4-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nuide. REACTIONS (lb/size) 2=1111/0-5-8 (min. 0-1-8), 7=1007/0-3-8 (min. 0-1-8) Max Horz 2=43(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2426/0, 3-4=1932/0, 4-5=-1400/0, 5-6=-1521/0, 6.7=-952/0 BOT CHORD 2-11=012231, 10-11=0/2231, 10-12=0/2231, 9-12=0/2231, 9-13=0/1806, 8-13=0/1806 " /EBS 3-10=0/331, 3-9=-584/19, 4-9=0/469, 4-8=-533/0, 6-8=0/1311 OTES / Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=2511; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20 % has been applied for the green lumber members. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the �F1=ssf Bottom Chord, nonconcurrent with any other live loads. ( 0 8) Graphical purlin representation does not depict the size or the orientation of the purin along the top and/or bottom chord. Soo�� LOAD CASE(S) Standard �© 0 C CO i CJ ni Z LU C 074486 r- * P 2.31-13 �lFtic� ' July 10,2013 A APcAfIM - Verifry dtsi m grzram.4zrs and R AD h?07M ON TRIS AND PAW Mal-74n SErFC-RE (WE Design valid for use only with MiTek connectors. This design is based only upon parameters shown and is for an individual building component. Wit Applicability of design parameters and proper incorporation of componentis responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Crifeda, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Informalion available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Pfsaurttem PltS131himber is.mpezified: tiriz •a�+uxIues arethese eft-twe4.GMI12013 byA2sc Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 3418-A R40055133 3418_A T3C Half Hip Truss 1 1 Job Reference o tional BMC, Indio, CA - 92203 7.420 s May 10 2013 M7ek Industries, Inc. Tue Jul 09 18:33:13 2013 Page 1 ID:ItpEP9WCJUDSASPi5gb1 cuzKsev-E1 Sm_AUOMCsZa*GSDUXFgQwF3JceBKFpCCFyRyzj54 -1-2-0 I 6-51 F 12-0-0 15.60 23A-0 1 1.2-0 5-5-1 516-15 3.6.0 7-10-0 Scale = 1:44.4 44 = 2X4 II 4x6 = 5X6 = 6X8 = 3x10 = i 6-5-1 12-0-0 WOO I 23-4-0 6-5-1 5.6-15 WOO 7-10-0 H 7 6x10 MT20H 11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.16 7-8 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.77 Vert(TL) -0.31 9-10 >886 180 MT20H 165/146 BCLL 0.0 ' Rep Stress Incr NO WB 0.47 Horz(TL) 0.07 7 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 107 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 3-11-13 oc purlins, BOT CHORD 2x4 DF No.18Btr G except end verticals, and 2-0-0 oc purlins (5-4-9 max.): 4-5. WEBS 2x4 OF Stud G 'Except' BOT CHORD Rigid ceiling directly applied or 1 D-0-0 oc bracing. W6: 2x4 DF No. I&Btr G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation guide. REACTIONS (lb/size) 2=1111/0-5-8 (min. 0-1-8), 7=1007/0-3-8 (min. 0-1-8) Max Horz 2=50(LC 5) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2401/0, 3-4=-1624/0, 4-5=-1361/0, 5-6=-1518/0, 6-7=-918/0 BOT CHORD 2-11=0/2206, 10-11=012206, 1 D-1 2=0/2206, 9-12=0/2206, 9-13=0/1484, 8-13=0/1484, 8-14=-6/350,7-14=-6/350 ' VEBS 3-10=01378, 3-9=-775/0, 4-9=0/476, 4-8=-312/25, 6-8=0/1047 IOTES ,) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard `g?,oFEssto,�� SQOry 0�_11_F�G1 CO i LU C 074486 m t *�. E'1231-13 ! * i �FOF July 10,2013 WARRING - Ve i y demig. par amleate s x zn 3 PEAD lt?WW ON MJS AND INUL,87UM drLTEK Frp.F'ERMCE PAGE W1-7473.BM)fW CASE. -- Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicabifity, of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability, during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Bundling Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 3Citrus Heights, CA, 95610 f5ouNtean Fine(SF) IxrMlse is �gsecifir=3.,'t�rtesgn-fvesate thast: eFe:tiuei '£FTJ7A13 byALSC Job Truss Truss Type Ply 3418-A �Qty, R40055134 3418 A T3D Special Truss 3 1 Job Reference o tional BMC, Indio, CA - 92203 7.420 s May iD 2013 MTek Industries, Inc. Tue Jul 09 18:33:13 2013 Page 1 ID:ItpEP9WCJUDSASPi5gblcuzKsev-E1Sm AUOMCsZaw4GSDUXFgQwE314e3HFpCCFyRyzj54 -1-2-0 7-3.9 13-9-0 20-2.7 23.4-0 1-2, 7-3-9 6-57 6i5-7 31-9 Scale = 1:41.1 4x6 = I-; 4x4 = - 7 2x4 11 5x8 = 4x4 = 3x4 I I 7-3-9 13-9-0 20-2-7 23.4-0 7-3-9 6-5-7 1 6-5-7 n 3-1-9 Plate Offsets (X.Y): f9:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.19 2-10 >999 240 MT20 2201195 TCDL 14.0 Lumber Increase 1.25 BC 0.88 Vert(TL) -0.43 2-10 >646 180 BCLL 0.0 Rep Stress Incr NO WB 0.79 Horz(fL) 0.07 7 n/a n/a BCDL 10.0 Code IBC2009fTP12007 (Matrix) Weight: 104 lb FT = 20 % LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G BOT CHORD REACTIONS (lb/size) 2=1111/0-5-8 (min. 0-1-8), 7=1007/0-3-8 (min. 0-1-8) Max Hom 2=56(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2330/0, 3-4=-1420/0, 4-5=-1415/0, 5-6=-1223/0, 6-7=-980/0 BOT CHORD 2-11 =012132, 10-1 1=0/2132,10-12=0/2132, 9-12=0/2132, 9-13=0/1 144,8-13=0/1144 "NEBS 3-10=01395, 3-9=-944/2, 4-9=0/481, 5-8=-454/34, 6-8=0/1241 Structural wood sheathing directly applied or 3-9-10 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 7-8. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. IOTES .) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard ??,OFESS/p soot, LU C 074486 *� E�AA2-31-13 ! \\F July 10,2013 ® IRAWI- Verr`fN desixw ponramezerss arrd READ M)1TO ON ?NIS AND I.RCIA)DIM 07TW I?f. Z72W " PAGE P7l7-7473 Erg`f RE IBSa Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary brocing to insure stability during construction is the responsibillity of the��- erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI BuBding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. YSot:ra'em ➢ire{SlsjIwr:besi; sc-�fe:J.t?s,=_..design. ualus are thota ei�erOve OSfii?f201.3 bY:RiSC Citrus Heights, CA, 95810 Job Truss Truss Type Ply 341e AR40053418A rty T3E Special Truss 1 Job Reference (optional) m0i0, l A - anus 7.420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:33:14 2013 Page 1 ID:ItpEP9WCJUDSASPi5gblcuzKsev-iDO8BWU07V QC41SOw?mn2z5DTeUNVTP2sxoVuyzj53 -1-2-0 739 13-9-0 20.2.7 23.3.4 27.60 28-8-0 1-2-0 739 6-5-7 fiS7 30.13 42-12 1-2-0 Scale = 1:49.3 4x6 = 4x4 = iL 11 - lu - 9 .. 3x4 = 2x4 II 5x8 = 416 = 2x4 II 739 13-9-0 20.2.7 I 233-0 27-6.0 6.57 7-3-9 6-5-73-0.13 42-12 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code IBC2009ITP12007 LUMBER TOP CHORD 2x4 OF No.1&Btr G BOT CHORD 2x4 OF No.1&Btr G WEBS 2x4 OF Stud G CSI DEFL in (loc) I/deg Ud TC 0.48 Vert(LL) -0.19 2-12 >999 240 BC 0.87 Vert(TL) -0.42 2-12 >660 180 WB 0.79 Horz(TL) 0.06 9 n/a n/a (Matrix) BRACING TOP CHORD BOT CHORD REACTIONS (lb/size) 2=1068/0-5-8 (min. 0-1-8), 9=1544/0-5-8 (min. 0-1-10), 7=2510-3-8 (min. 0-1-8) Max Horz 2=55(LC 5) Max Uplift7=-67(LC 6) Max Grav 2=1068(LC 1). 9=1544(LC 1), 7=247(LC 19) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2201/0, 3-4=-128810, 4-5=-1283/0, 5-6=-861/0, 6-7=Of787 BOT CHORD 2-13=0/2010, 12-13=0/2010, 12-14=0/2010, 11-14=0/2010, 11-15=0/791, 10-15=0/791, 10-16=-697/0, 9-16=-697/0, 9-17=-697/0, 7-17=-697/0 VEBS 3-12=0/395, 3-11=-947/2, 4-11=0/423, 5-11=0/450, 5-10=-592/8, 6-10=0/1630, 6-9=1404/0 PLATES GRIP MT20 220/195 Weight: 117 lb FT = 20% Structural wood sheathing directly applied or 3-11-4 oc purlins Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-68, 4-8=-68, 2-9=-20, 7-9=-35(F=-15) O�,Fi,OFESStp�,9 SOON o ti LU C 074486 m ,-9T \. OF 12-31-13* July 10,2013 &QAwi - v-,rift & ugz param et - and Xf. w No m U19 mis AND ixcL (i o) i#ai'P'13lf REFERESWE PAGE P.91-7473 €3EMMW UWS Design valid for use only with Mgek connectors. This design is based only upon parameters shown, and is for an individual building component. �� Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary brocing to insure stability during construction is the responsibillity of the erector. Additional permonent bracing of the overall structure is the responsibility of the building designer. For general guidance regardng MiTek' fabrication, quality control, storage, delivery, erection and bracing, consull ANSI/TPII Quality CrItedo, DSB•89 and BCSI Building Component Suite 109 §10ck La nb eeaLane, 7777 Greenback Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 372, Alexandria, VA 22314. Citrus Heights, CA, ne, 'iUMarn Fine jSP] 1u 13 is asei7ied,. th s dinign uatuss are those efr_tnre 06101/2�32:3 by A2s Job Truss Truss Type Qty Ply 341 B-q R40055138 3418 A T3F Special Truss 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 M7ek Intlustries, Inc Tue Jul 09 18:33:15 2013 Page 1 ID:ItpEP9WCJUDSASPi5gb1 cuzKsev-AQaXPsVeup6HpDtfaeW?KFVGztJ6yjYHWhL1 Kyzj52 •1-2-0 7-3-9 13-9-0 20-2-7 27-6-0 1-2-0 7-3-9 6-5-7 6-5-7 7-3-9 Scale: 1/4"=1' 446 = 4x4 = ' 8 3x4 = 2x4 I I 5x8 = 4x6 = 2x4 11 7-3-9 20-2-7 23-60 27-6-D 7-3-912-10-14 339 4-0-0 late Offsets (X,Y): 110:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.19 2-11 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.87 Vert(TL) -0.42 2-11 >660 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.79 Horz(TL) 0.06 8 n/a n/a BCDL 10.0 Code IBC20091rP12007 (Matrix) Weight: 116 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 3-11-4 oc purlins. BOT CHORD 2x4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer nstall ')n guide REACTIONS (lb/size) 7=-86/0-3-8 (min. 0-1-8), 2=1068/0-5-8 (min. 0-1-8), 8=1563/0-5-8 (min. 0-1-11) Max Horz 2=59(LC 5) Max Uplifl7=-111(LC 7) Max Grav7=201(LC 19), 2=1068(LC 1), 8=1563(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2199/0, 3-4=1287/0, 4-5=-1281/0, 5-6=-856/0, 6-7=0/786 BOT CHORD 2-12=0/2008, 11-12=0/2008, 11-13=0/2008, 10-13=0/2008, 10-14=0/785, 9-14=Of785, 9-15=-694/0, 8-15=-694/0, 8-16=-694/0, 7-16=-694/0 /EBS 3-11=0/395, 3-10=-947/2, 5-10=0/451, 4-10=0/422, 5-9=-592/10, 6-9=0/1620, 6-8=-1410/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 7=111 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-68, 4-7=-68, 2-8=-20, 7-8=-35(F=-15) ??,OFESS`/0,�, So0� 2 Lu C 074486 *` E� 23113 �* OF July 10,2013 WA NG - Yerij'y cd-1,9w sat-a..tem =d PX-AD N0 TES ON TNIS AND INC F,UD10 iYtfTt'3K P FFJZME E PAGE 1*91-7473 B 'i MIW IISE �� Design valid for use only with M7ek connectors. This design a based only upon parameters shown, and is for an individual building component. � Applicability of design parameters and proper incorporation of component isresponsibility of building designer- not truss designer. Bracing shown a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the �t �[ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MIfek� fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB•89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Infornallon available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 1f Sautnern, Time tM I unbes is a-seclfied. tTta.tiesign valuas at -throe ef`e__V a 06pa,fW13 by L'.0 Job Truss Truss Type Qty Ply 3418-q R40055137 3418_A T313 SPECIALTRUSS 1 1 Job Reference o tional timc, Inaio, CA - 92203 7.420 s May 10 2013 MTek Intlustries, Inc. Tue Jul 09 18:33:15 2013 Page 1 ID:ItpEP9WCJUDSASPi5gb1ctaKsev-AQaXPsVeup6HpDtfaeW?KFVGBtOZ&ytYHWhL1 Kyzj52 -1-2-0 7-3-9 139-0 20-2-7 23-0-0 1-2, 7-3-9 6-5-7 65-7 31-9 Scale = 1:41.1 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT 4)6 —_ LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 14 7 4x8 = 2x4 II 5x8 = 3x10 = 3x6 11 7-3-9 I 2D-2-7 7-3-9 12-10-14 31-9 Plate Offsets (X,Y): f8:0-3-9.0-1-81 f9:0-4-0 0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.16 9-10 >999 240 MT20 2201195 TCDL 14.0 Lumber Increase 1.25 BC 0.75 Vert(TL) -0.35 ' 9-10 >797 180 BCLL 0.0 Rep Stress Incr NO WB 0.78 Horz(fL) 0.10 7 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix-M) Weight: 104 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 OF Stud G BOT CHORD REACTIONS (lb/size) 7=1001/0-3-8 (min. 0-1-12), 2=1122/0-5-8 (min. 0-2-2) Max Harz 2=84(LC 13) Max Up1ift7=-569(LC 12), 2=-849(LC 9) Max Grav 7=1631(LC 7), 2=1993(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4758/2387, 3-4=-2850/1359, 4-5=-2238/755, 5-6=-2022/736, 6-7=-1597/571 90T CHORD 2-14=-833/2752, 2-15=-2192/4445, 10-15=-1329/3797, 10-16=-1221/3259, 9-16=-251/2827, 9-17=-739/1944, 8-17=-197/1402,8-18=-473/507 VESS 3-10=0/369, 3-9=-939/74, 5-9=-576/806, 4-9=-108/572, 6-8=-751/2054, 5-8=-819/399 Structural wood sheathing directly applied or 2-9-1 oc purlins, except end verticals. Rigid ceiling directly applied or 4-6-2 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 7=569, 2=849. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) This truss has been designed for a total drag load of 3900 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 23-4-0 for 167.1 pfr. LOAD CASE(S) Standard S00/u 2 e O74486 rn *` 7" . 12-31-13 �* July 10,2013 A WAil3b M - Verify ckrsrgst je aranuters =d Rt5ata AKrii r;S ON 71116 AM INrLi DED. 112TIM I{iJ' PW*& PA P?dT-74TJ BFZ`l),M' L 3. -- Design valid for use only with Mgek connectors. This design is based only upon parameters shown, and is for an individual building component. f M Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the ' R erector. Additional permanent brocing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DS6-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Informallon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. E35tncrn-m Dins available is: cified:.-tstl xleaign. values a€ thote eT.1a_tive 06101/203-3 hvALSC Citrus Heights, CA, 95610 Job Truss Truss Type City Ply 341E-A R40055136 3418 A T3H SPECIAL TRUSS 4 1 Jo Reference o 'onal V 6 1-2-0 - 7-3-9 may iu Domes, me.ue— va i aaa:ro cup o ragei ID:ItpEP9WCJUDSASPi5gbl CUZKseV-ecBvcBWGf7E8RNSr8Ll EsT2TdGMorQviWAQvZmyzj5l 13.9.0 20-2-7 23-0-0 6-5-7 6-5-7 Scale = 1:41.1 4x6 = 4 14 1. 7 3x6 = 2x4 II 5x8-= 4x4 = 3x4 It LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.36 TCDL 14.0 Lumber Increase 1.25 BC 0.75 BCLL 0.0 ' Rep Stress Incr NO WB 0.73 BCDL 10.0 Code IBC2009/1-PI2007 (Matrix-M) LUMBER TOP CHORD 2x4 DF No.l&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.16 9-10 >999 240 MT20 220/195 Vert(TL) -0.35 9-10 >797 180 Horz(TL) 0.07 7 n/a n/a Weight: 104 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc puffins, except end verticals BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 5-0-0 oc bracing: 7-8. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS (lb/size) 7=1001/0-3-8 (min. 0-1-8), 2=1122/0-5-8 (min. 0-1-8) Max Horz 2=84(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2237/0, 3-4=-1409/0, 4-5=-1406/0, 5-6=-1212/0, 6-7=-972/0 BOT CHORD 2-14=0/1845, 2-15=0/2057, 10-15=0/2057, 10-16=0/2057, 9-16=0/2057, 9-17=0/1134, 8-17=0/1134 IEBS 3-10=0/369, 3-9=-876/10, 5-9=-92/250, 4-9=0/471, 6-8=0/1227, 5-8=-452/31 . -OTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Q OFESSfa sooty o�Fzc LU C 074486 rn `3),`� �OF July 10,2013 ® rARXiNG - Ve riff deargn grar=&,, s .d PEAD NU?T-S ON THIS AArD INC LLT ED lf17TSK PEF-YuRE CE PAGE tiffl ?4.13.8£e4WW Ism Design valid for use only with MiTek connectors. This design B based only upon parameters shown, and is for an individual builcling component.wit Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown ,` is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resporuibillity, of the A �Te1C.- erector. Additional permanent bracing of the overall structure is the responsibility Mity of the building designer. For general guidance regarding 0 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Crlferla, DSB-B9 and SCSI Bullding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 YSowha. b3 Pine fSPI*ume+iss1,s¢cfli ified„tfse:design-es are that eltemivr 06{i7?,/2W-3 by ALSC 9 Job Truss Truss Type Qty Ply 3418-A R40055139 3418 A T3J SPECIAL TRUSS 1 1 Job Reference (optional BMC, Indio, CA- 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:33:17 2013 Page 1 ID:ItpEP9WCJUDSASPi5gbl cuzKsev-7oiHpXXuQQM?3X11 h3YTPgbZlgg0awlrkgAS6Dy2j50 -1-2-0 7-39 13-9-0 2D-2-7 23.4-0 1-2-0 7.3-9 6-5-7 6-5-7 31-9 Scale = 1:41.1 —)1 4x8 = 14 7 4xe = 2x4 11 5x8 = 4xe = 3.4 I I 7-3.9 f 20-2-7 1 234-0 7-3-9 12-10-14 31-9 Plate Offsets (X,Y): 19:0-3-12,0-301 LOADING (psf) SPACING 3-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) -0.16 9-10 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -0.44 9-10 >630 180 BCLL 0.0 Rep Stress Incr NO WB 0.57 Horz(TL) 0.10 7 n/a n/a BCDL 10.0 Code IBC2009/fP12007 (Matrix-M) Weight: 104 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.l&Btr G TOP CHORD 2-0-0 oc purlins (3-1-10 max.), except end verticals BOT CHORD 2x4 DF No.1 &Btr G (Switched from sheeted: Spacing > 2-0-0). WEBS 2x4 OF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 7-8. WEBS 1 Row at midpt 3-9 REACTIONS (lb/size) 7=1501/0-3-8 (min. 0-1-10), 2=1683/0-5-8 (min. 0-1-13) Max Harz 2=125(LC 5) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3355/0, 3-4=-2114/0, 4-5=-2110/0, 5-6=-1819/0, 6-7=-1459/0 BOT CHORD 2-14=0/2767, 2-15=0/3085, 10-15=0/3085, 10-16=0/3085, 9-16=0/3085, 9-17=0/1701, 8-17=0/1701 WEBS 3-10=0/432, 3-9=-1313/15, 5-9=-51/375, 4-9=0/694, 6-8=0/1840, 5-8=-677/47 OTES I Unbalanced roof live loads have been considered for this design. I Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) Graphical purlin representation does not depict the size or the orientation of the purin along the top and/or bottom chord. R()FESS/ LOAD CASE(S) Standard © sooty e71�� 0. 2% LU C 074486 E 1M1-13 * July 10,2013 iI 1TRrN : -1 eriiY dcsialrl pa %rffM trn anxi PEAD hZr4r9 01f ?%IS.AND 0XLCIVI I' t M SK P.F, PREWS PAGE Iffr-7473.139FORE LOW. -- Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MijTek: fabrication. quality control, storage, delivery, erection and bracing, consutf ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Intormation available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 if 50Lq�— nVine (SRI torn '.bes is MP2Cfficd, "e 4esi8+n usluer -If the sa effe_tave M/0212013 byAtSfi Job Truss Truss Type Ply 3418-A �Qty R40055140 3418_A T3K SPECIALTRUSS i 1 Job Reference (optional) EMU, inmo, UA - azzua 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:33:17 2013 Page 1 ID:ItpEP9WCJUDSASPi5gbl cuzKsev-7oiHpXXuQQM?3Xl l h3YTPgbYbggOavrrkgAS6Dyzj50 -1-2-0 7-3-9 13-9-0 2D-2.7 23-0-0 1-2-0 7-3-9 6-5.7 6-57 31-9 Scale = 1:41.1 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE 4x8 = SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 3x10 = 2x4 II 5x8 = 3x10 = 3x4 I I 7-3-9 13-9-0 20-2-7 23.4-0 7-3-9 6-5-7 65-7 31.9 LOADING (psf) SPACING 3-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code IBC2009/fP12007 CSI DEFL in (loc) I/defl Ud TC 0.66 Vert(LL) -0.16 9-10 >999 240 BC 0.86 Vert(TL) -0.44 9-10 >630 180 WB 0.62 Horz(TL) 0.11 7 n/a n/a (Matrix-M) LUMBER BRACING TOP CHORD 2x4 OF N0.1&Btr G TOP CHORD BOT CHORD 2x4 OF No.1&Btr G WEBS 2x4 OF Stud G BOT CHORD WEBS REACTIONS (lb/size) 2=1683/0-5-8 (min. 0-2-2), 7=1501/0-3-8 (min. 0-1-14) Max Horz 2=84(LC 13) Max Uplifl2=-303(LC 9), 7=-151(LC 12) Max Grant 2=2018(LC 8), 7=1744(LC 7) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4325/772, 3-4=-2668/435, 4-5=-2429/209, 5-6=-2130/189, 6-7=-1699/160 BOT CHORD 2-14=-211/3116, 2-15=-754/4004, 10-1 5=-437/3789,10-16=-339/3589, 9-16=0/3382, 9-17=-223/2012, 8-17=-14/1804 WEBS 3-10=0/432, 3-9=-1338/40, 4-9=0/694, 5-9=-243/589, 5-8=-819/192, 6-8=-211/2158 PLATES GRIP MT20 220/195 Weight: 104 Ib FT = 20% 2-0-0 oc purlins (2-8-5 max.), except end verticals (Switched from sheeted: Spacing > 2-0-0). Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 3-9 IOTES ) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=303, 7=151. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 23-4-0 for 64.3 plf. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard ,,gOFESS/p SOON o�F� CO LU C 074486 M *� E��-31-13 �* OF July 10,2013 ® WAPAraM - Verify design naramrkrr, s and RUD NOT O ?N1S AM INCLWiT X1 TSK P.Ef'EREE CE- PACE Pfil-747J .E 'ir..t' okg 0SR Design valid for use only with MTek connectors. This design a based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown met is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the �es erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For generol guidance regarding M k( fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Informotion available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95810 lfsomrka- Pine I'SPI lumber is �arcifie „ tfse design uafue:s are those ef`e:t-r 06fDjf2013 byAl. C re Job Truss Truss Type Qty Ply 341s-q R40055141 3418 A T4A Special Truss 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:33:18 2013 Page 1 ID:ItpEP9WCJUDSASPi5gbl ct¢KseV-b?Gfl tYWBkVsghbEFm3iyu7eH40UMC?zUv?efyzj5? -1-2-0 Ci9-1 12-7-15 1 20-0.0 1-2-0 6-9-1 510-15 - 741 inTn" !71" O QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 4x6 = Scale = 1:35.7 Zx4 11 5XB = 6x10 MT20H 11 4 N 6-9-1 12-7-15 20-0-0 6-91 5-10-15 741 Plate Offsets (X,Y): 12:0-4-1.0-1-81 15:Edge 0-1-81 f6:0-3-9.Edoel f7:0-4-0 0-3-G1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.99 Vert(LL) -0.15 6-7 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.78 Vert(TL) -0.32 2-8 >725 180 MT20H 1651146 BCLL 0.0 Rep Stress Incr NO WB 0.62 Horz(fL) 0.06 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 87 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc puriins, except BOT CHORD 2x4 DF No.1 &Btr G end verticals. WEBS 2x4 OF Stud G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide REACTIONS (lb/size) 2=96510-5-8 (min. 0-1-8), 6=860/0-5-8 (min. 0-1-8) Max Horz 2=51(LC 5) Max Uplift2=-367(LC 9), 6=-178(LC 12) Max Grav 2=1336(LC 8), 6=1093(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3044/998, 3-4=-1730/562, 4-5=-1537/350, 5-6=1010/217 —OT CHORD 2-9=-962/2759, 8-9=-663/2564, B-10=-472/2319, 7-10=-73/1920, 7-11=-539/737, 6-11=-269/362 IEBS 3-8=0/380, 3-7=-880/30, 4-7=-31/356, 5-7=-330/1208 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. �FE�S� 0 7) Provide ©�� mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except Qt=lb) 2=367, 6=178. C,00A' Y2 8) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Gf� � Bottom Chord, nonconcurrent with any other live loads. V G) Z 9) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag /�7 qp W C U / 4�tU CmTI loads along bottom chord from 0-0-0 to 20-0-0 for 75.0 plf. CE: LOAD CASE(S) Standard E 12-31-13 t sT�TFnr n 0��\� July 10,2013 FAWING - Verify d-ciyn caurum&en% =d PEAD NO7W ON 7WIS AND 0XLiM1W . T€'IK FEFERMCE PACE- Mr-7 47d E3F:&Y IM 17 Design valid for use only with MTek connectors. This design is based any upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during constructions the responsibillity of the WOWerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSIMI Quality Criteria. DSB-89 and BCSI Building Component Suite 109 S 7777 Greenback Lane, Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. if So>'Ir?a=_rm: Pina,%P) Ivmb; rit. alaecnFisd,mkde4gn vatu>es are thorn gffP.ttive OSfU<f2013 byA SC Citrus Heights, CA, Lane, 95610 Job Truss Truss Type Ply 3418-A �Qty R40055142 3418 A T4B Special Truss 9 1 Job Reference o tonal BMc, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:33:19 2013 Page 1 ID:ftpEP9WCJUDSASPi5gbl cuzKsev-3Bgl EDY9y2djlrAQpUbxUSgpyUK02sO8C8fZA5yzj5_ -1-2-0 I 7.10.3 12-7-15 2D-0-0 21-2-0 1-2-0 7-10-3 4.9-13 7-4-1 1-2-0 Scale = 1:37.0 4x6 = 4x4 = 2x4 I I 5x8 = 6x10 MT20H 11 LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009rrP12007 CSI TC 0.99 BC 0.91 WB 0.43 (Matrix) DEFL in Vert(LL) -0.22 Vert(TL) -0.49 Horc(rL) 0.04 (loc) I/deft Ud 2-9 >999 240 2-9 >484 180 7 n/a n/a PLATES GRIP MT20 220/195 MT20H 1651146 Weight: 88 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-11-2 oc pudins, except BOT CHORD 2x4 DF No. 1&Btr G end verticals. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=962/0-5-8 (min. 0-1-8), 7=956/0-5-8 (min. 0-1-8) Max Harz 2=73(LC 6) Max Upli t2=-18(LC 4), 7=-2(LC 5) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1816/41, 3-4=-1074/61, 4-5=-1099/55, 5-7=-872/128 BOT CHORD 2-10=-9/1640, 9-10=-9/1640, 9-11=-9/1640, 8-11=-9/1640 'NEBS 3-9=0/393, 3-8=-808/32, 4-8=0/378, 5-8=0/800 JOTES .) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=6.Opsf; h=13ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 7. �OFESSJO 8) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Q 1(I Bottom Chord, nonconcurrent with any other live loads. �¢!`© O SOON 911<101 LOAD CASE(S) Standard C 074486rri Of * E 12.31-13 *. S� IV July 10,2013 A& WARNIM - Verifk de :ignparam&r" =d RF3JD AMW ON 7W S AM INC f,UDBPi.kTJ nK RE FFR€,7M''.E PA (9� PUYi7-747J .€3EFORE ( ME Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsilaRlity, of the i e = � erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTP11 Qualify Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. - Citrus Heights, CA, 9561D ff Suuth'am Fine JSD to rnbes is spetifie . ti Cesig -[ues arretbasa eflectiue DGM1/2013 byAISC Job Truss Truss Type Qty Ply 3418-A -R40055143 3418 A T4C Special Truss 1 1 Job Reference (optional) amc, inoio, cA- azzus 7,420 s May 10 2013 M7ek Industries, Inc. Tue Jul 09 18:33:20 2013 Page 1 ID: ItpEP9WCJUDSASPi5gblcLaKsev-XNNQSZZnjLIZw?IcNB6A1JC bugFnHjHQoO6hYy744z -1-2-0 7-10-3 12-7-15 20-0-0 1-2-0 7-10-3 - 4.9.13 7-4-1 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 46 = Scale = 1:36.3 :B 4x6 = 2x4 I I Sx8 = 6x10 MT20H 11 7-10-3 12-7-15 20-0-0 7-10-3 4-9-13 7-4-1 Plate Offsets (X.Y): f5:Edae.O-2-41 f6:0-3-9.Edge) f7:0-4-0.0.3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deg Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 1.00 Vert(LL) -0.22 2.8 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.91 Vert(TL) -0.49 2-8 >4B4 180 MT20H 165/146 BCLL 0.0 ' Rep Stress Incr NO WB 0.55 Horz(TL) 0.06 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 86 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-4-8 oc purlins, except BOT CHORD 2x4 OF No. 18Btr G end verticals. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 5-3-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=965/0-5-8 (min. 0-1-10), 6=860/0-5-8 (min. 0-1-8) Max Horz 2=77(LC 16) Max Uplift2=-586(LC 12), 6=-325(LC 15) Max Grav 2=1534(LC 11), 6=1216(LC 10) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3552/1657, 3-4=-19071796, 4-5=-1741/597, 5-6=-1127/364 aOT CHORD 2-9=-1604/3191, 8-9=-1165/2840, 8-10=-728/2402, 7-10=-229/1904, 7-11=-813/1028, 6-11=-400/517 IESS 3-8=0/393, 3-7=-839/51, 4-7=-89/455, 5-7=-570/1381 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=6.Opsf; h=13ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) and C-C Interior(1) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. QFI=S$j (j 7) Provide mechanical connection bearing ©9a (by others) of truss to plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=586, 6 325 �1�, O SOOp r �� YY 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid and at all 0 G� panels panel points along the Bottom Chord, nonconcurrent live loads. .Z� CIOCJ Z with any other ' 9) This truss has been designed for a total drag load of 2300 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag LU C loads along bottom chord from 0-0.0 to 20-0-0 for 115.0 pff. .074486 LOAD CASES) Standard E 12731-13 July 10,2013 ® iAAiiR'!.W • Verify demign rara*ust rs =d READ Ka= ON YNIS AM INCLUDM MTSK P.E%'ERE S PAGE Ml-747d .BraF`tWE USE -- Design valid for use only with M7ek connectors. This design's based any upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown n is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the t�{■ T erector. Additional permanent bracing of the overall structure a AYl the responsibility of the building designer. For general guidance regarding 1 1ek- fabricafion, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Informaiton available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. 1f Sout'Ksim PinelfSp) 11rmbs is specified, dis 4eaign.,,aluas are�thasg effe-=rive 061Mf21I3 byALSC Ciws Heights, CA, 95610 Job Truss Truss Type Qty Ply 3418 q ftaoosstaa 3418_A TO Special Truss 5 1 ob Reference o tional BMC, Indio, CA - 92203 7.420 s May 10 2013 MrTek Industries, Inc. Tue Jul 09 18:33:20 2013 Page 1 ID:ItpEP9WCJUDSASPi5gbl cuzKsev-XNNQSZZnjLIZw?IcNB6A1 JC_bugFnJdHQo06hYyzi4z -1-2-0 7.10.3 12-7-15 20-0-0 1.2-0 7-10.3 4-9-13 7-4-1 Scale = 1:35.7 4x6 = 4x4 = 1 a 2x4 11 Sx8 = 6x10 MT20H 11 7-10-3 12-7-15 20-0-0 7-10-3 4-9-13 7-4-1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 1.00 Vert(LL) -0.22 2-8 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.91 Vert(TL) -0.49 2-8 >484 180 MT20H 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.43 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix) Weight: 86 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-10-14 oc purlins, BOT CHORD 2x4 DF No. 1&Btr G except end verticals. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FMiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installatio uide. REACTIONS (Ib/size) 2=965/0-5-8 (min. 0-1-8), 6=860/Mechanical Max Harz 2=77(LC 6) Max Uplift2=-17(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1826/41, 3-4=-1084/61, 4-5=-1109/55, 5-6=-775/63 BOT CHORD 2-9=-36/1648, 8-9=-36/1648, 8-10=-36/1648, 7-10=-36/1648 "JEBS 3-8=0/393, 3-7=-807/31, 4-7=0/379, 5-7=0/781 IOTES .) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=6.Opsf; h=13ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20 % has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. 9) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard 4�oF SS/o SOON 0 LU v C 074486 m *� E�31-13 i* �'FOF L1F�� July 10,2013 W.AP€F NG - VMfy d_mi9n grar=&erss 1=d P-EAD iy07BS ON INNS BM 1AMbUDED.df7IT9?i?aXF'FF E PACE PHI- 7473 Ba'GRU WE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an indvidual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Wit is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiliity of the �L �{ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safely Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. $frsD4211,=-rn Pine$S1sj luxmaeris sryeirAed thadesicn vw', sart tht=a effe.:trve o6jiKfM13 LVAISC Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 3418-A R40055145 _ 3418A T4E GABLE 1 Job Reference (optional � • �•+ "«u� nay iu zu i o mi i ei, inoussnes, inc. i ue uw — i s:as:cs cups rage r ID:ItpEP9WCJUDSASPi5gb1cuzKsev-xy3Y4bbPG78nSUB2Jftfxgft510 etk7mdmisy744w 13-5-0 -1-2-0 6-9-13 it-10-15 1 -7-7 15-10-4 20.1-0 21-10-4 25.4-0 1-2-0 69-73 51-2 9-1 0-9-0 2-54 4-IS 1-8-12 3-513 Scale = 1:44.3 �1 0 4x6 = 3x10 II 5 6 7 3x4 = „ — ,. .1 32 33 19 34 18 35 7x10 = 3x4 = 4x4 = 8x12 = 3x10 II 3x10 II 3x10 = 3x4 = THD26-2 JL24 JL26 I 13-612 16-.71..13 -8226-M -t26-8-0 S9I 22-0.0 25-0-0 l 1-10-8 340 6 6 Plate Offsets (X.Y): 1210-3-1l.Edciel, f3:0-3-O.Edgel. 18:0-5-0 0-3-01 f11:0-0-9.1-9-101 f11 i1-1-12.0.1-121 fl3.0-3-9 0-4-121 f16:0-4-4 0-4-121 f24:0-1-12 0-1-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) -0.12 13-14 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.75 Vert(TL) -0.34 13-14 >686 180 BCLL 0.0 Rep Stress Incr NO WB 0.53 Horz(TL) 0.05 11 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix-M) Weight: 311 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G `Except* TOP CHORD Structural wood sheathing directly applied or 4-1-11 oc purlins. T2,T3: 2x6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x6 DF No.2 G `Except* B2: 2x6 DF SS WEBS 2x4 OF Stud G OTHERS 2x4 DF Stud G QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT WEDGE LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE Right: 2x4 DF Stud SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. EACTIONS (lb/size) 2=283/5-9-8 (min. 0-1-8), 19=-1322/5-9-8 (min. 0-1-8), 18=3343/5-9-8 (min. 0-1-8), 11=4084/0-5-8 (min. 0-2-5) Max Horz 2=54(LC 14) Max Uplift2=-206(LC 9), 19=-1361(LC 8) Max Grav 2=446(LC 8), 18=3444(LC 8), 11=4281(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-444/789, 3-4=-4291765, 4-5=-2828/0, 5-6=-2353/0, 6-7=-2206/0, 7-8=-2794/0 8-9=-5032/0, 9-10=-10098/0, 10-11=-10490/0 BOT CHORD 2-32=-516/390, 2-33=-767/475, 19-33=-703/412, 19-34=-624/334, 18-34=-553/263, 18-35=-546/255,17-35=-506/215,17-36=-360/199,16-36=-310/148,16-37=0/2349, 15-37=012416, 15-38=0/4395, 14-38=0/4533, 14-39=0/9119, 13.39=0/9241, 13-40=0/9729, F1OFESS/(-) 12-40=0/9785, 12-41=0/9809, 41-42=0/9872, 11-42=0/9935�4 WEBS 4-17=-2127/0, 4-16=0/2569, SQA' �St� 8-15=-2999/0, 9-13=0/3236, 5-16=0/368, 7-15=0/1196, 10-1 2=-1 51/417, 10-13=-568/227, 9-14=-4814/0, 8-14=0/2255 0 y tC �j� �© V NOTES "x3") qp C itt C 074486 1) 2-ply truss to be connected together with 10d (0.131 nails as follows: ClfLU rn Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 12-31-13 Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x6 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 9-13 2x4 - 2 rows staggered at 0-2-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to ply connections have been to distribute only loads noted indicated. Tgr�OF provided as (F) or (B), unless otherwise 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 JuIV 10.2013 Continued on Daoe 2 ® ]KA NG - Vero dz sign Par=zetelr s =d READ ! UTFS ON IRIS AND lhrL t71M 115TUK P.EFi1REidCE PAGE 77if 74n 1301" RE ( Design valid for use only with MBek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability, of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown OF is for lateral support of individual web members ony. ons . Additional temporary bracing to insure stability during construction's the respibillity of the s� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding J(, fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component �Lt!Suite 109 S Greenback Lane, ne, Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 7777 s Heights, CA, ne, ff-- D.its$SFJ:umtet is Isecifieds d ,: tiesign uatuel aM those effective 0fi{S#S,(2'J33 by ALSO Job Truss Truss Type Qry Ply 341E A R40055145 3418 A T4E GABLE 1 Job Reference (optional) a ....... - tlLGUS r.42u s may 10 ZU13 nil eK Inaustnes, Inc. Tue Jul 09 18:33:24 2013 Page 2 ID:ItpEP9WCJUDSASPi5gbl cuzKsev-P9dwHxcHmaF?Oc3Nc1A6B9NgcIV5dj57tLOMKgJyzj4v NOTES 5) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/rPI 1. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=206, 19=1361. 12) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 25-4-0 for 59.2 plf. 14) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. 15) Use USP THD26-2 (With 16d nails into Girder & 10d nails into Truss) or equivalent at 20-1-8 from the left end to connect truss(es) T6A (2 ply 2x6 DF) to back face of bottom chord. 16) Use USP JL24 nth 16d nails into Girder & NA9D nails into Truss) or equivalent at 22-0-12 from the left end to connect truss(es) T6B (1 ply 2x4 DF) to back face of bottom chord. 17) Use USP JL26 nth 10d nails into Girder & NA9D nails into Truss) or equivalent at 24-0-12 from the left end to connect truss(es) T6B (1 ply 2x4 DF) to back face of bottom chord. 18) Fill all nail holes where hanger is in contact with lumber. 19) No notches allowed in overhang and 1-2-0 from left end and 0-0-0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. 'DAD CASE(S) Standard I Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-68, 6-11=-68, 2-11=-20 Concentrated Loads (Ib) Vert: 1 3=-2981 (B) 12=-577(B) 42=-577(B) W - Verify d faign parame ers =Qd READ PaRI= ON 7WIS AAID PN IAIDE D. 1 t EK PEFFREWE PAGE 1?tP-?4T3 BtaF ) F 0SE Design valid for use only with MTek connectors. This design 6 based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of componentk responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Wit erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding j fabrication, quality control, storage, delivery, erection and bracing, consult ANSIM11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 1fSouillem pine, Mlumbar, 'is . sp—fled, Me4.sig values are thaw: of rtrve 06J01J2013 tCitrus Heights. yA SC CA, 95610 Job Truss Truss Type pry Ply 341E q R40055146 3418 A TSA FINK 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:33:24 2013 Page 1 ID:ItpEP9WCJUDSASPi5gbl Cl¢Ksev-P9dwHxcHmaF?Oc3Ncl A6B9NswV6DjBNtLQMKgJy2j4v -1-2-0 5-5-1 10-0-0 14-6-15 20-0-0 1-2-0 5-5-1 4-8-15 4-615 5-5.1 Scale = 1:35.5 4x6 = 15 5x6 = 3x4 = 19 3x6 = 3x6 = 6-11.6 - 13.0.10 20-0.0 6-11.6 6-1-4 6-11.6 Plate Offsets (X,Y): f2:0-3-0,Edoel, WD-3-0,Edael, f8:0-3-0,0-3-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) I/deg Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) -0.15 7-8 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.65 Vert(TL) -0.32 7-8 >751 180 BCLL 0.0 Rep Stress Incr NO WB 0.19 HOrz(fL) 0.06 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix-M) Weight: 77 lb FT = 20 % LUMBER BRACING TOP CHORD 2x4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 4-8-11 oc puriins. BOT CHORD 2x4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer 1l!]EjaIjgtjonde. REACTIONS (lb/size) 2=964/0-3-8 (min. 0-1-8), 6=878/0-3-8 (min. 0-1-8) Max Horz 2=43(LC 6) Max Uplift2=-6(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1914(76, 3-4=-1693/63, 4-5=-1701/66, 5-6=-1924/81 BOT CHORD 2-15=0/1484, 2-16=-37/1769, 8-16=-37/1769, B-17=-2/1246, 7-17=-2/1246, 7-18=-41/1780, 6-18=-41/1780, 6-19=-17/1471 '"IEBS 3-8=-329/77, 4-8=0/609, 4-7=0/615, 5-7=-334l79 OTES . / Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=6.Opsf; h=12ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5), A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the 4 Bottom Chord, nonconcurrent with any other live loads. QOFESS/i{� LOAD CASE(S) Standard � ©Q 500N C 074486 rh * E 12-31-13 sTX FOFc a July 10,2013 AWAMt a Verify de-%c3n param&ers =d READ FsI01"rS ON THIS AND IATLUDED.WTEK,Pm.F`I^'F..F2£3 £ pACzE j.ffj_ 747,I.BEFORE, iME. -- Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for on individual building component. �f Applicability of design parameters and proper incorporation of components responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the n/Ag E,, erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi fg eR- fabrication, quality control, storage, delivery, erection and bracing, consuff ANSI/TPII Quality Criteria, DSB-89 and BCSI Bullring Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 1f 5uur xrm P ne$sasl anmber is 5fec"sfied, the #esigx values s e tha to ere dive 06/G!/Z2.1.3 byAYSe Job Truss Truss Type Qty Ply 3418-A R40055147 3418 A TSB Common Truss 2 1 Job Reference o tiona BMC, Indio, CA - 92203 7.420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:33:25 2013 Page 1 ID:ftpEP9WCJUDSASPi5gblcuzKsevriLBJVGdvXuNsOmea9khLkMwOVvOkSdT1a46tNlyzj4u -1-2-0� 5.42 9-11-15 14-9-11 I 20-0-0 21-21 1-2-0 5.4-2 4-7-14 4-9-12 52-5 Scale = 1:37.0 Al a 4x6 = 3x6 = 5,65 = 3x4 = 3x6 = i 6-9-10 13-2-5 2D-0.0 6-9-10 6.4-11 6-9-11 Plate Offsets MY):12:0-1-5,Edgel.16:0-1-6.Edgel,19:0-3-0.0-3-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.29 Vert(LL) -0.16 8-9 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.76 Vert(TL) -0.34 8-9 >699 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.20 Horz(TL) 0.06 6 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Weight: 78 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-6-1 oc purlins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation uide REACTIONS (lb/size) 2=958/0.5-8 (min. 0-1-8), 6=958/0-5-8 (min. 0-1-8) Max Horz 2=-39(LC 7) Max Upliift2=-13(LC 4), 6=-13(LC 5) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1985/47, 3-4=-1750/37, 4-5=-1751/37, 5-6=-1986/47 BOT CHORD 2-10=0/1821, 9-10=0/1821, 9-11=0/1258, 8-11=0/1258, 8-12=0/1822, 6-12=0/1822 WEBS 4-8=0/650, 4-9=0/649, 3-9=-334r73, 5-8=-335174 TOTES Unbalanced roof live loads have been considered for this design. 4 Wind: 'ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=6.Opsf; h=12ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6. 7) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. �R()FESS/0 LOAD CASE(S) Standard � ©O $00� OI�Z CO C 074486 rn * E 12-31-13 sN CIV glFOF r July 10,2013 64.Ai'a%iNG - Verify tic-mig z paransetem remd RMD M)T&S ON 7WIS AND 1,,NVLU.fai0.1f717TW FP.r^.F%a'ra l?i�E PACs ffl-7473 B FFORF two & Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and 6 for an individual building component. Applicability of design parameters and proper incorporation of component 6 responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Wit � s� E� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding iYl'�eR fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Cdferia, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 ff 1 oust ,nm. Pine (SP) Iumbsz is: pvcified, xie.efes sn ual.ses are-thas.a-efKa &-,e 06ifG1_,f2OL 3 hyA.LSC M3 Job Truss Truss Type Qty Ply 3418-A R40055148 3418_A TSC GABLE 1 1 Job Reference o tional 5MC, Indio, CA - 92203 7.420 s May 10 2013 M7ek Industries, Inc. Wed Jul 10 09:55:02 2013 Page 1 ID:@pEP9WCJUDSASPi5gbl cuzKsev-1 tWU1 J?IN?DnegXIXdB?UTsKcgga66el ftlRPgyzTgN 1 200 9.11-15 20-0-0 21-2-0 1 1-2-0 I 9-11-15 10-0-1 1-2 0 Scale = 1:36.2 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW 4x4 11 4x6 = 10 3x4 = 28 27 29 26 30 25 31 24 32 23 33 22 34 21 35 20 36 19 37 18 38 3x4 = 5x6 = LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TPI2007 CSI TC 0.22 BC 0.28 WB 0.05 (Matrix) DEFL in Vert(LL) 0.00 Vert(TL) 0.01 Horz(TL) 0.01 (loc) I/deft Ud 16 n/r 120 17 n/r 90 22 n/a n/a PLATES GRIP MT20 220/195 Weight: 100 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No. I&Btr G *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. 3-9,9-15: 2x6 OF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 OF No.1&Btr G MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 OF Stud G be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 20-0-0. (lb) - Max Horz 2=-36(LC 19) Max Uplift All uplift 100 lb or less atjoint(s) 23, 18, 20, 21, 27, 25, 24 except 2=-242(LC 12), 19=-182(LC 40). 26=-180(LC 30),16=-235(LC 15) Max Grav All reactions 250 lb or less atjoint(s) 19, 26 except 2=459(LC 11), 23=312(LC 46), 22=309(LC 47), 18=510(LC 40), 20=325(LC 49), 21=310(LC 48), 27=508(LC 30), 25=325(LC 44), 24=311(LC 45), 16=446(LC 10) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. ",P CHORD 2-3=-839f781, 3-4=-685/683, 4-5=-522/482, 5-6=-405/396, 6-7=-299/295, 11-12=-314/309, 12-13=-418/404,13-14=-543/491,14-15=-678/679,15-16=-844/779 iT CHORD 2-28=-701/772, 27-28=-581/617, 27-29=-431/472, 26-29=-381/422, 26-30=-321/369, 25-30=-281/322, 25-31 =-231/272, 20-35=-248/286, 20-36=-298/336, 19-36=-338/376, 19-37=-398/436, 18-37=-448/486, 18-38=-598/636, 16.38=-748/786 WEBS 14-18=-286/55, 4-27=-279/49 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=6.Opsf; h=12ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All are 2x4 MT20 indicated.O��R plates unless otherwise 5) Gable requires continuous bottom chord bearing. v 6) Gable studs spaced at 1-4-0 oc. Cs1� 7) This truss has been designed for a 10.0 bottom live load V psf chord nonconcurrent with any other live loads. fi 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide LU e 074486rn will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 12-31-13 10) Provide. mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 23, 18, 20, 21, * 27, 25, 24except(It--lb) 2=242, 19=182, 26=180, 16=235.. 11) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along'T the Bottom Chord, nonconcurrent with any other live loads.r . �OF 12) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist C. drag loads along bottom chord from 0-0-0 to 20-0-0 for 75.0 plf. July 10,2013 IJIa a' s •Wert g 44mign pmramefrvs =dPEAD N077W ON THIS AM INULLMHI) fflT9KPEFRRBKE PAGE M11-7473 913YORV, (W,. Design valid for use only with M7ek connectors. This design is based any upon parameters shown, and is for an individual building component. �R Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the a ■'��■ j( erector. Additional permanent bracing of the overall structure is the responsibility of the buildng designer. For general guidance regarding B�f� fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPi1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 "f sauthern Nh,e fspj lumber is 3aecifie"i, rhe4s-ig nvatuas. are zhds:e rfecCnse 05/02 f201.3 l;V ALSC Job Truss Truss Type Qty Ply 341E-A R40055148 3418 A T5C GABLE 1 1 Job Reference o tional amt,, mmo, -- V"w r.4Lu s May lu Lu13 MI I eK mousmes, Inc. vvea Jill lu w:":u3 2u13 vage 2 ID:ItpEP9WCJUDSASPi5gbl cuzKsev-V44sEe?wSlLeGz6U5LiE1 gOVMDOprZuBzXVyGyzTgM NOTES 13) No notches allowed in overhang and 10200 from left end and 10200 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one be plate between each notch. LOAD CASE(S) Standard A 6ifE9 MI. - Verify tfc sitvre pwan virr!s = d READ 14it)aW ON THIS AND i LTJDI?i) kt MK P,E%F.RPWEv PAGE P91-74TJ BMW (M Design valid for use only with MOek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Wit ,, erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi lT ek fabrication, quality control, storage, delivery, erection and bracing. consult ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information ' available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. :9ssCitrus Heights, CA, 95610 aut?'£il'i:aPine tsrp) I=bea I: Spec -died, the design —fues am those effv, t- -'e 06J02 f2€21.3 by ALS'C Job Truss Truss Type Qty Ply A R40055149 �Jobl"Reference(ciptiona 3418_A T6A Common Truss 1 BMC, Indio, CA-92203 3x, 4x4 = 4.00 12 7.420 s May 10 2013 MiTek Inkfuslries, Inc. Tue Jul 09 18:33:29 2013 9 4xfi _. JI-215 5X5 — JLZ6 5x6 — JL25 4x6 = JL26 JL26 Scale = 1:25.4 3-11-6 3-7-13 3-11.6 Plate Offsets (X,Y): f7:0-3-0,0-3-81.(8:0-3-0,0-3-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.49 Vert(LL) -0.02 7-8 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.40 Vert(TL) -0.05 7-8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.32 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Weight: 146 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 OF No.2 G end verticals. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 9=2657/0-5-8 (min. 0-1-11), 6=2531/Mechanical Max Harz 9=37(LC 11) QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT Max Grav 9=3132(LC 8), 6=3001(LC 7) LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-621/331, 2-3=-2873/0, 3-4=-2818/0, 4-5=-583/332, 1-9=-264/3 BOT CHORD 9-10=0/2694, 10-11=0/2504, 11-12=0/2447, 8-12=0/2200, 8-13=0/2403, 7-13=0/2378, 7-14=0/2366, 6-14=-16/2598 WEBS 2-8=0/1364, 3-8=-126/1180, 3-7=-133/1116, 4-7=0/1392, 2-9=-3310/52, 4-6=-3271/42 IOTES 2-ply truss to be connected together with 1 Od (0.131"xY) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at, 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will FESS C) 1� fit between the bottom chord and any other members. Soor 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to for truss to truss connections, �� f.. ci 0 girder(s) 9) This truss has been designed for a moving concentrated load of 250.0Ib live located C at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LU C 074486 10) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag LU M loads along bottom chord from 0-0-0 to 11-6-8 for 130.0 pit. E 12-31-13 11) Use USP JL26 (With 16d nails into Girder & NA913 nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-7-4 from the left end to 9-7-4 to connect truss(es) T4D (1 ply 2x4 DF) to front face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. ' \� FOFr fl�� LOADCASE(S) Standard- July 10 2013 Continued on Dade 2 ®WAWING - Verify design paranzeterss and READ N(Y= ON THIS AND MULVDED.ltllMK PZFEREPTCE PAGE F2a1-74,rr3.BFX01W ( �� Design valid for use only with M7ek connectors. This design's based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the ��ek- erector. Additional permanent bracing of the overall structure is the responsibility of M of the Wilding designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314, Citrus Heights, CA, 95610 <fS+ U`6i gm. Rine QSPI lumber is sgxesified'.: c M dear values are those festive 06/02 f2.#J23 by Atsc Job Truss Truss Type Qty Ply 3418-A R40055749 3416 A' TBA Common Truss 1 Job Reference o tional amc, mmo, cA - ezzua LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-68, 3-5=-68, 6-9=-20 Concentrated Loads (lb) Vert:7=-840(F) 10=-840(F) 12=-840(F) 13=-840(F) 14=-840(F) 7.420 s May 10 2013 M7ek Industries, Inc. Tue Jul 09 18:33:29 2013 Page 2 ID:ItpEP9WCJUDSASPi5gbl cuzKsev-m6QpLegQb6trVNxLOamHuC4fGWtFOQdcVO5VOAyt4q WA - Verity design daram&e s xnd READ hi02;t'aS ON THIS AND 1PXLtTfiM.ff€iT81i P.E F'RREW-B PAGE, ?ISd1 d473.W0f LJSi.' �� Design valid for use only with MiTek connectors. This design is based any upon parameters shown, and is for an indvidual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsiallity of the �i erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding WeW fabrication, quality control, storage, derivery, erection and bracing, consult ANSI/TPII Quarfty Criteria, DSB-89 and BCSI BuDdng Component 7777 Greenback Lane, Suite 109 safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 if.T,.aux5vpm. R ne sisj lumbar is sgxesifie::4 the design>uatues aseshale �e=true os�a11/2013 by ALSC � Job Truss Truss Type City Ply 3418-A R40055150 3418 A T6B Cormmn Truss 2 1 Job Reference (optional) 1-2-0 510-0 r1111"Ill /ALU s may --1 ml l ex Inaumnes, Inc. I ue jui uv le:sJ:Lv ZU13 rage i ID:ItpEP9WCJUDSASPi5gblcuzKsev-m6QpLegQb6tlVNxLOamHuC4cQWsOOTicVi45VV Vyzj4q 4x6 = 3 5-M 8 3x10 = 4x6 II 4x6 11 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.67 TCDL 14.0 Lumber Increase 1.25 BC 0.46 BCLL 0.0 ' Rep Stress Incr NO WB 0.12 BCDL 10.0 Code IBC2009/rP12007 (Matrix) 138 DEFL in (loc) I/deft Lid PLATES GRIP Vert(LL) -0.08 7-8 >999 240 MT20 220/195 Vert(TL) -0.11 7-8 >999 180 Horz(TL) 0.00 6 n/a n/a LUMBER BRACING TOP CHORD 2x4 DF No.18Btr G TOP CHORD BOT CHORD 2x4 DF No.18Btr G WEBS 2x4 DF Stud G BOT CHORD REACTIONS (lb/size) 8=586/0-5-8 (min. 0-1-8), 6=597/Mechanical Max Harz 8=-33(LC 6) Max UpliftB=-9(LC 3). 6=-11(LC 4) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-499/1, 34=498/2, 2-8=-527/40, 4-6=-539/42 WEBS 2-7=0/380, 4-7=0/390 Scale = 1:27.4 Weight: 61 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. CITES I Unbalanced roof live loads have been considered for this design. I Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 6. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASES) Standard 9 0FESS/p �w�w oo soON o�F� LU C 074486 rn \ E1�231 1* July 10,2013 ® WAWNG -Verify dessign param&ey-s =d READ AkYMZ ON IRIS AND 1=[ iM D AUTU.T PS ..&'3F.Ie'E 'E PAW MI-7473 BF"RE i!W< -- Design valid for use only with MOek connectors. This design is based only upon parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi lr ek, fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quoiity Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 rfso=..'__M Rtnelblrj'u .Isas is specifie�di• tiledexiyn aatue.-ni thasee ctrve 06/02f2013 byA SC Job Truss Truss Type Qty Ply 3418-A R40055151 3418_A T6C Common Truss 1 1 Job Reference (optional) aMC, Indio, CA - 922g3 7.420 s May 10 2013 M7ek Industries, Inc. Tue Jul 09 18:33:30 2013 Page 1 ID:ItpEP9WCJUDSASPi5gbl claKsev-EI_CY_h2MQ?97XWXyHHWRQdmAwCC7gdmkMpe2yyzj4p 1 -1-2-0 ) 5-10-0 11-6-e 12-8-8� 1-2-0 510-0 5-8-8 5.6 11 44 = 5.6 11 &10.0 11-68 1 Scale = 1:27.3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.74 Vert(LL) -0.08 7-8 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.49 Vert(TL) -0.13 7-8 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.46 Horz(TL) 0.00 6 n/a n/a BCDL 15.0 Code. IBC2009fTP12007 (Matrix) Weight: 61 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Bfr G TOP CHORD Structural wood sheathing directly applied or 5-7-14 oc puffins, except BOT CHORD 2x4 DF No. 1&Btr G end verticals. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 8=644/0-3-8 (min. 0-1-8), 6=644/0-3-8 (min. 0-1-8) Max Horz 8=32(LC 5) Max 8=112 (LC 9), 6= 12) QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT GraUplv Max Grav 8=1129(LC 8), 6=1124(LC 7) 1124(C LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1338/753, 3-4=-131lf729, 2-8=-1041/519, 4-6=-1038/513 -10T CHORD 8-9=-301/451, 7-9=-746/832, 7-10=-700/807, 6-10=-299/432 VEBS 2-7=-736/1153, 4-7=-716/1145 . JOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 8=490, OFESS) 6=485.R 0 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. �� SOO y �� 8) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag � � �� C loads along bottom chord from 0-0-0 to 11-6-8 for 130.0 pit. — C3 nn7 C G) 'Z- LOAD CASE(S) Standard Cr LU C.r ��v * E 12-31-13 OF r. O July 10,2013 WAJiAINGG - Verify d coign m-am&erss ar3 RERa3 NfWSS ON THIS AYVti lJViit3ll eIC1.RdE fi3f P.UBREME PAGE P?di-747ZI#tf3FORE (A Design valid for use only with Wek connectors. This design is based only upon parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown I, for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the /� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M! lg ek' fabrication, quality control, storage, delivery. erection and bracing, consult AN51/TPI7 Qualify Criteria, DSB-89 and SCSI Bullding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 '4�ut,bam MaselVI Ivm'.teT it gsesffted-,t design uafuw are zhae.e e44e>tive 06JLb8f2013 hyxl.sc Job Truss Truss Type Ply 3418-A �Qty R40055152 3418 A TBD Common Truss 3 1 job Reference o tional HMO, inani, UA - ki"W 7.420 is May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:33:30 2013 Page 1 ID:ItpEP9WCJUDSASPi5gblcLizKsev-EI CY_h2MQ?97XWXyHHWRQdmAwCC7vlmkMpe2yyzj4p 1 -1-2-0 5.10-o 11-8-0 F 12-12-0 i 1-2-0 5-1D-0 5-10.0 1-2-0 4x6 = FERW� 8 3x10 = 6 5x6 I I 5.6 11 Scale = 1:27.4 LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 15.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TPI2007 CSI TC 0.74 BC 0.49 WB 0.13 (Matrix) DEFL in Vert(LL) -0.08 Vert(TL) -0.13 Horz(fL) 0.00 (loc) I/deft Ud 7-8 >999 240 7-8 >999 180 6 n/a n/a PLATES GRIP MT20 220/195 Weight: 61 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No. t&Btr G end verticals. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [installation guide. REACTIONS (lb/size) 8=65010-5-8 (min. 0-1-8), 6=650/0-3-8 (min. 0-1-8) Max Horz 8=-32(LC 6) Max Uplift8=-4(LC 3), 6=-4(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-565/0, 3-4=-565/0, 2-8=-564/35, 4-6=-564/35 WEBS 2-7=0/430, 4-7=0/430 OTES i Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 6. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. QR()FESS/p� LOADCASE(S) Standard SOONrn CO L C 074486 M * P 12-31-13 �rFOF G July 10,2013 A WARA-uFG - VeriA tfe^rign naram&",ss mcer' nAD Aom om ms Am iNcGfi£7m n sK PEFF.R£; E PArx, 83i7-74TJ .Cfk: oRv i F Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an indvidual building component. �� Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown - is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the �{ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' fobrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Qualfty Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Intormalion available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 2fSuut?remCre(Sp}Ivmise is IiVactftd, t: ra.desigxs va4;res are CNose :th*M/0 f,2�3313iy;re:lSt Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 3418-A R40055153 3418_A TBE Half Hip Truss 7 1 Job Reference (optional) BMC, Indio, CA - 92203 1-2-0 510-0 5x6 II 4x6 = 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:33:31 2013 Page 1 ID:ItpEP9WCJUDSASPi5gb1 ctaKsev-IWamKig7k7Okh5jW?olzdAxwJXRsH_vyOZBaPyzj4o 510-0 r 5-10-0 11-8-0 5-10-0 5-10-0 5x6 11 1-2-0 d N Scale = 1:27.4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.74 Vert(LL) -0.08 7-8 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.49 Vert(TL) -0.13 7-8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.45 Horz(fL) 0.00 6 n/a n/a BCDL 15.0 Code IBC2009/TPI2007 (Matrix) Weight: 61 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 5-7-15 oc puffins, except BOT CHORD 2x4 DF No.1 &Btr G end verticals. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 8=650/0-3-8 (min. 0-1-8), 6=650/0-3-8 (min. 0-1-8) Max Horz 8=-32(LC 6) Max Uplift8=-482(LC 9), 6=-482(LC 12) Max Grav 8=1128(LC 8), 6=1128(LC 7) QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1336/740, 3-4=-1336f740, 2-8=-1039/511, 4-6=-1039/511 ^OT CHORD 8-9=-299/447, 7-9=-738/824, 7-10=-707/824, 6-10=-299/447 VEBS 2-7=-723/1154, 4-7=-724/1154 . JOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will - fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=482, 6=482. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 11-8-0 for 128.6 pH. LOAD CASE(S) Standard 44RoFESS/p�� SooN o<Fc CO IX C 074486 rn *.{1 12-31-13 OF G L 1 July 10,2013 A 6€!AWW1. - Verify e_cixgt paranv*erg =d RBAD NLnrS ON THIS AND INi ii3f ED 07Y }?}.;,FEE PAGE.nf f-7473.B 'EMRr i AM Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability, during construction is the responsibillity of the {� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding pp� BYB) IT eR- fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Crlteda, DSB-89 and SCSI funding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 1fS ux?aam lri.ne $5p)1umt+er: is s.ecifte:J'„ti,.adeciyn va.lu:e.s aae'rAra^,e ePe=siue0610212013byAi.SC Job Tr Truss Type Qty Ply 3418-A R40055154 3416_A T7A Hip Truss 2 1 Jobuss a erence o tional amc, Indio, CA - 92203 7.420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:33:32 2013 Page 1 ID:ItpEP9WCJUDSASPi5gblcuzKsev-Ah6yzgilulFtMrgw4iJ_WriA5jnBN52Bglroryzj4n . -1-2-0 4-6.0 9.7-B 14-1-8 153-8 1-2-0 4-&0 N. 4-6-0 1-2-0 6x8 = NAILED NAILED 4.00 F12 NAILED 4X6 — NAILED l Scale = 1:42.4 10 NAILED 73x6 II 3.6 7x10 = 8x12 = HJC26 NAILED HJC26 i 4-SO 9.7-8 141-8 4-SO Nil 4-6.0 Plate Offsets (X.Y): 12:0-2-15.0-2-81, 15:0-2-15.0-2-81, f7:Edae.0-3-91. I8:0-6-0,0-4-121, f9:0-3-9.0-4-121, f10:Edoe.0-0-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) -0.11 8-9 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.84 Vert(TL) -0.15 8-9 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.65 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 112 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. I&Btr G TOP CHORD Structural wood sheathing directly applied or 5-6-5 oc puffins, except BOT CHORD 2x6 DF No.2 G end verticals, and 2-0-0 oc pudins (5-6-14 max.): 3-4. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 3-8, 2-10, 5-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 1 0=1 055/0-5-8 (min. 0-2-6), 7=1035/0-5-8 (min. 0-2-6) Max Horz 10=-117(LC 3) Max Uplift 1 0=-769(LC 3), 7=-769(LC 4) Max Grav 10=2232(LC 12), 7=2232(LC 15) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 'OP CHORD 2-3=-1463/583, 3-11=-1372/557, 11-12=-1372/557, 4-12=-1372/557, 4-5=-1464/583, 2-10=-2159/798, 5-7=-2161/798 IOT CHORD 9-14=-535/1370, 14-15=-535/1370,15-16=-535/1370, 8-16=-535/1370 WEBS 3-9=-263/330, 4-8=-303/258, 2-9=-768/2125, 5-8=-769/2126 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water panding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will Q�.ciJr fit between the bottom chord and any other members, with BCDL = 10.Opsf.�4R ©>9 6) A plate rating reduction of 20% has been applied for the green lumber members. �. �J��}/,/ 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 10=769, O� v D 7=769. /L C CO i 8) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. tU C, 07448 rn 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. lof ;0 10) Use USP HJC26 nth 16d nails into Girder & 1Dd nails into Truss) or equivalent spaced at 5-0-12 oc max. starting at 4-6-6 from the EXR7 12-31-13 left end to 9-7-2 to connect truss(es) J71D (1 ply 2x4 DF), CJ7A (1 ply 2x4 DF), J7D (1 ply 2x4 DF), CJ7A (1 ply 2x4 DF) to front face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. 12) "NAILED" indicates 3-1 Did (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. JF 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). QFC. LOAD CASE(S) Standard July 102013 Continued on Daae 2 ® i+YARKNTG - Verify t esr`yxt paraml tens mad RisAD AVM ON THIS INCLSJ ED.NTEK PEFEREME PAGE I f7-7473 ,SEF DP.E; [W- �� Design valid for use only with MiTek connectors. This design a based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the I{ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSI Bunding Component 7777 Greenback Lane, Suite 109 Safely Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Y Sourh.=_m. pinetspl lumivz is ns:eccried.tha tlesign value; are those eft—lbva06/01/201:3 byA s`C Job Truss Truss Type Qty Ply 341E-A R40055154 3418_A T7A Hip Truss 2 1 Job Reference o tional aMG, Maio, cA - 9ZZu4s LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-68, 2-3=-68, 3-4=-68, 4-5=-68, 5-6=-68, 9-10=-20, 9-14=-60, 7-14=-20 Concentrated Loads (lb) Vert: 3=-55(F) 4=-55(F) 9=-167(F) 8=-167(F) 11=-55(F) 12=-55(F) 14=-22(F) 16=-22(F) 7.4211 s May 10 2013 MTek Inauslnes, InC. Tue Jul 09 18:33:32 2013 Page 2 ID: ItpEP9WCJUDSASPi5gblcuzKsev-Ah6yzgilulFtMrgw4iJ WriA5jnBbg52Bgll6ry244n ® E9 :NG Ycrifg df., px jp ram,&er. anal PMD NMW ON ME AM INCr UDI WMK P"EREF!PC:E PACE MIT 7473 B&PORE (ME Design valid for use only with Mifek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design porameters and proper incorporation of componentis responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSO.89 and BCSI Building Component Safety Informatton available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. lfSoush,- Irunet&Pj;umbez is spesl3ied;; t'.hede4zn aaku am those-ef<athm 06f0lf.2013 by AiSC MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type OilyPly 341&A R40055155 3418_A T78 Hip Truss 2 1 Job Reference (optional) BMC, Indio, CA • 92203 7.420 s May 10 2013 MTek Industries, Inc. Toe Jul 09 18:33:32 2013 Page 1 ID:ItpEP9WCJUDSASPi5gbl urzKsev-Ah6yzgilul FtMrgw4iJ_WriAFjrsblC2Bgll6ryzj4n •1.2-0 6-Cr0 7-7-8 14-1-8 1S3.8 1-2-0 6-6-0 1-1-8 6-6-0 1-2-0 4x6 = 4.00 12 6x8 10 7 3x4 II 3x10 = 3x4 = 3x4 II Scale = 1:44.4 LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009ITP12007 CSI TC 0.51 BC 0.60 WB 0.33 (Matrix) DEFL in Vert(LL) -0.14 Vert(TL) -0.23 Horz(TL) 0.00 (loc) 1/defl Ud 8-9 >999 240 8-9 >732 180 7 n/a n/a PLATES GRIP MT20 220/195 Weight: 104 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1 &Btr G end verticals, and 2-0-0 oc pudins (6-0-0 max.): 3-4. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation u' e REACTIONS (lb/size) 10=754/0-5-8 (min. 0-1-8), 7=761/0-5-8 (min. 0-1-8) Max Horz 10=115(LC 4) Max Uplift 10=-20(LC 3), 7=-20(LC 4) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-347/59, 3-4=-353/79, 4-5=-353/59, 2-10=-747/20, 5-7=-758/20 BOT CHORD 9-12=-27/344, 12-13=-27/344, 13-14=-27/344, 8-14=-27/344 WEBS 3-9=-306/71, 2-9=0/434, 5-8=0/447 IOTES Unbalanced roof live loads have been considered for this design. �) Wind': ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with.BCDL = 10.Opsf. 6) A plate rating reduction of 20 % has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 7. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Graphical does depict the the in QR�FESSj o purlin representation not size or orientation of the pur along the top and/or bottom chord. rJQOj�/ V LOAD CASE(S) StandardCo �6 Diy C LIJ C r- .074486 EX 12-31-13 * ,ncr,, July 10,2013 ® idr.Afll NO - Verify dftsigyr parmweLers mart READ N4TYW ON 71/16 AM INCLUDPD fk7d2'1's6 PUERBEWE PAW I-7473 .FiF"Pi E i7 I_ -- Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not Truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek= erector. Additional permanent bracing of the overall structure is the responsibility of the buildingdesigner. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consull ANSI/TPI7 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. CiWs Heights, CA, 95810 ,fSou"ham Pine(M lvmber is �Secified,,t4eFteai n,ual✓ms are those effe,mneosfa1/2£t1.3 by A1SC 9 Job Truss Truss Type Qty Ply 341E-A R40055156 3418_A T7C Flat Truss 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 M7ek Industries, Inc. Tue Jul 09 18:33:33 2013 Page 1 ID: ftpEP9WCJUDSASPi5gbl cuzKsev-ftgKA?jxfLNj_F6dQrD22FFs7BzKDJCQK21fHyzj4m -1-2-0 + 7-0-12 14.1-8 1538 1-2-0 7-0-12 7-0.12 1-2-0 4.00 12 54 = 3x10 = Scale = 1:45.7 LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TPI2007 CSI TC 0.77 BC 0.61 WB 0.27 (Matrix) DEFL in Vert(LL) -0.16 Vert(TL) -0.23 Horz(TL) 0.00 (loc) I/deft Lid 7-8 >999 240 7-8 >724 180 6 n/a n/a PLATES GRIP MT20 220/195 Weight: 89 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No. t&Btr G end verticals. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 8=769/0-5-8 (min. 0-1-8), 6=769/0-5-8 (min. 0-1-8) Max Horz 8=-113(LC 3) Max Uplift8=-17(LC 3), 6=-17(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-427/53, 3-4=-427/53, 2-8=-641/51, 4-6=-641/51 WEBS 3-7=-280/42, 2-7=0/369, 4-7=0/369 IOTES Unbalanced roof live loads have been considered for this design. �) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8, 6. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. QRQFEJSS/0 LOAD CASE(S) Standard Soo ol�� CrCO U C 074486 rn * EXP. 12-31-13 sTOF July 10,2013 4 f/l&I'KPIG - Verify ee ci9n p zram&,= mad f EAD MAM fAUL Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 1, erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTeW fabrication, quality control, storage, derwery, erection and bracing, consuit ANSI/TP11 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 ':!iSauFxs�±rsf Vine ) tvrnfse�rls;is.�siiied',-tie design ual es are those efiectiue Ob{O1f2013 byA1:5>C g Job Truss Truss Type oty Ply 3418-A R40055157 3418 A TSA Hip Girder 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:33:34 2013 Page 1 ID:RpEP9WCJUDSASPiSgblcuzKsev-74EiOLkZQfWabBgIB7MSbGoZnXSX3fuLf nsBkyzi4l 4S1 8-0.0 13-D-0 16-&15 21-D-0 22-2-0 4S1 3-fr15 54y0 3515 4-51 1-2-0 Scale = 1:37.8 4.00 r 6x8 = NAILED NAILED NAILED Special 5x6 = 2x4 II 6x8 = JL26 JL26 7x10 = 2x4 II 4x6 = HJC26 HJC26 4-51 8- -0 13.0.0 16-&15 21-0-0 4S1 36-15 S0.0 3.615 4-5-1 . date Offsets (X,Y): 11:0-11-7,Edgel. 16:0-2-15 0-0-01 f9:0-4-8 0-4-81 f10:0-3-9 0-4-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.25 Vert(LL) -0.21 9-10 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.91 Vert(TL) -0.45 9-10 >555 180 BCLL 0.0 Rep Stress Incr NO WB 0.38 Horz(TL) 0.10 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 207 lb FT = 20 % LUMBER BRACING TOP CHORD 2x4 DF No.18.Btr G TOP CHORD Structural wood sheathing directly applied or 4-9-13 oc purlins, except BOT CHORD 2x6 DF No.2 G 2-0-0 oc purlins (5-0-8 max.): 3-4. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 1 D-0-0 oc bracing. REACTIONS (lb/size) 1 =1 921 /Mechanical, 6=203310-5-8 (min.0-1-8) Max Harz 1=-43(LC 6) Max Grav 1=2810(LC 14), 6=2864(LC 19) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-8134/0, 2-3=-8396/0, 3-12=-7871/0, 12-13=-787'1/0, 4-13=-7871/0, 4-5=-8256/0, 5-6=-7899/0 BOT CHORD 1-14=0/7716, 11-14=0f7716, 11-15=0/7716, 10-15=0/7716, 10-16=Of7862, 16-17=on862, 17-18=017862, 9-18=Of7862, 9-19=0/7460, 8-19=0/7460, 8-20=Of7460, 6-20=0/7460 WEBS 2-11=-321/0, 2-10=-65/491, 3-10=0/2459, 4-9=0/2324, 5-9=0/616, 5-8=-307/0 IOTES 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 9-4 2x4 - 1 row at 0-6-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) Provide adequate drainage to prevent water ponding. ROFESS/0 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a 3-6-0 tall by 1-0-0 SOO CC rectangle wide will fit between the bottom chord and any other members. © 0 2� 8) A plate rating reduction of 20% has been applied for the green lumber members. 1 9) Refer to girder(s) for truss to truss connections. �,v �rn LU C m truss This ss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the tY .074486 Bottom Chord, nonconcurrent with any other live loads. P 12 31-13 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. �¢ 12) Use USP HJC26 nth 16d nails into Girder & 10d nails into Truss) or equivalent spaced at 4-11-4 oc max. starting at 8-0-6 from the left end to 12-11-10 to connect truss(es) J8D (1 ply 2x4 DF), CJBA (1 ply 2x4 DF), J8D (1 ply 2x4 DF), CJBA (1 ply 2x4 DF) to front face + �Q �%9J of bottom chord.. 13) Use USP JL26 nth 10d nails into Girder & NA9D nails into Truss) or equivalent spaced at 0-10-8 oc max. starting at 10-0-12 from FQ F C. the left end to 10-11-4 to connect truss(es) J8D (1 ply 2x4 DF) to front face of bottom chord. 141 Fill all nail hnles where hanner is in —t -t with Imhnr G `ol�tiiiW4IP"' tes 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. JUIy I V,ZL �i!>G - Ycri�y d�sigst gaararrrz�rns mxr3 iiIutD !4<f1?YnS C}N Yi7I,S J�NiA t�e;i;twra! ltflF23fS F.'P.RB£ f*Air� Iii7-74T3 fiF�`<iI2Ei LtSE. �� Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the ■ '{ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M! ek fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality CrBeda, DSB-89 and BCSI Bundtng Component Suite 109 7777 Greenback Lane, Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA; Lane, Su 1€Sautietn Pine Isplium er: is sgffle-4, thadesign:vstluPs aTE shwa effe,tive 06/011212131sVALSC 10 Job Truss Truss Type Qty Ply 341e-A R40055157 3418_A TBA Hip Girder 1 Job Reference (optional) tsmu' In010, UA - 1i22u3 7.420 s May 10 2013 MTek Industries, Inc, Tue Jul 09 18:33:34 2013 Page 2 ID:KpEP9WCJUDSASPiSgblct¢Ksev-74Ei0LkZQfWab8glB7MSbGoZnXSX3fuLf nsBky2j41 NOTES 16) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 45 lb down and 24 lb up at 13-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-68, 3-4=-68, 4-7=-68, 1-6=-20 Concentrated Loads (lb) Vert:3=3(F) 4=-5(F) 9=-775(F) 10=-775(F) 12=3(F) 13=3(F) 16=-244(F) 18=-244(F) WAR)UNG - Vellfy & ,fr9m parramez,. axzd FtW NQT S ON TRIS AM INCLUDF3I?.IrTtTRK FZF'i3iiMZ PAW Affi-7473 SE%MW WE. Design valid for use only with MTek connectors. This design B based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respomibillity of the A ; �!= R j erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Informaiton available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 3£Sar.t:»m vne;)sv) 3urc:bez is;pes>fis3<e; Gesiynvaiugs arethas.ac+ttive R53iFP%2f#I.3 by ASi Citrus Heights CA, 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-1nt' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. `Plate location details available In MITek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPII : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing 8. Bracing of Metal Plate Connected Wood Trusses. 6-4-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Southern Pine lumber designations are as follows: SYP represents values as published by AWC in the 2005/2012 NDS SP represents ALSC approved/new values with effective date of June 1, 2013 © 2012 MiTekO All Rights Reserved MiT ko igineering Reference Sheet: MII-7473 rev. 02/26/2G Failure to Follow Could Cause Property Damage or Personal Injury I. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or puriins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. Roof Layout n O E O z 320- 2c4 Std BIL Q- D. 26 002) QE -71Ja26 (x07) QQ - Hh,u262 (.02) 610/702 @4/12 N16) n ®ul 0. 3 in Z Ulm c��:. U) ER On aU)�j Wz VA � 'LX 5 0 ;C) <Q 5 �� _LL,a �'mr rz rx (n � i= z V iW Z Z�Z Z�k a ® a SL R to j ME PA CrF � 4s r La W 2 ® z; zw zr A Ow EtiII ® N _ :� -'• 9 W Ln m ! c6 d' Co M yr C U) E M z M O CL C 4) U 4- 0 F10 'his is a truss placement diagram only. 'hese trusses are designed as individual building components to be incorporated into the building design at the specification of the building designer. See individual design sheets for each truss design identified on the placement drawing. 'he building designer is responsible for temporary and permanent bracing of the roof and floor system and for the overall structure. The design of the truss support structure including headers, beams, walls, and columns is the responsibility f the building designer. For general guidance regarding bracing, consult "Bracing of Wood Trusses" available from the Truss Plate Institute: 83 D'Onifrio Drive 2adison, WI 53179 MM M11a MiTek' Re: 3418 B MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by BMC-Indio, CA. Pages or sheets covered by this seal: R40055158 thru R40055207 My license renewal date for the state of California is December 31, 2013. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. Q?,pF ESS/pN SOON IF2 U C 074486 m *\ EXP. 12-31-13 J* `-� July 10,2013 Ong, Choo Soon The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. Job Truss Truss Type Qty Ply R40055158 3418 B CJ1A Diagonal Hip Girder 2 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:34:05 2013 Page 1 ID:JEIFAewaPpRQ16UXtXmRfEzKo7A-j1 bQuy6?6AQBpvhGV8PkLoagLl2igeDvnio?nRyzj4G -1-7-13 5.7.5 8-5-5 11-3-0 1-7-13 5-7.5 2-10-0 2•S-11 Scale = 1:22.6 WWII Gn 4x6 = 2x4 11 6x8 = 6x8 = 7 Special Special - Special 4x4 = Special Special Special 3.3.6 I 5.7.5 8-5-5 11-1-6 11 R0 3-3-62-315 2-10-0 2-8-3 0-1-8 Plate Offsets MY): 12:0-4-3,Edgel, 19:0-3-9,0-3-01, 110:0-3-9.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) -0.14 10-11 >954 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -0.21 10-11 >614 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.53 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code IBC2009fTP12007 (Matrix) Weight: 50 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-1-9 oc purlins. BOT CHORD 2x4 OF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Stud G MiTek recommends that Stabilizers and required cross bracing [Inglablign be installed during truss erection, in accordance with Stabilizer guide. REACTIONS (lb/size) 6=76/Mechanical, 2=705/0-7-6 (min. 0-1-8), 8=659/Mechanical Max Horz 2=84(LC 3) Max Uplift6=-11(LC 3), 2=-18(LC 3) Max GFav 6=76(LC 1), 2=1388(LC 12), 8=1363(LC 11) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-3959/0, 3-12=-3949/0, 3-4=-3269/0, 4-5=-1734/0 BOT CHORD 2-13=0/3800, 13-14=0/3800, 11-14=0/3800, 11-15=0/3800, 10-15=0/3800, 10-16=0/3185, 9-16=0/3185, 9-17=0/1682, 8-17=0/1682 /EBS 4-10=0/983, 4-9=-1753/0, 59=0/1481, 5-8=-2105/0, 3-11=-12/650, 3-10=-865/1 .OTES 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 2. ��t` O SOON Dj�� 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. ,r �1' G7 10) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. U Cs) 2 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 249 It,down and 2 lb up at 2-9-8, C744$grn 249 lb down and 2 lb up at 2-9-8, 267 lb down at 5-7-7, 267 lb down at 5-7-7, and 287 lb down at 8-5-6, and 287 lb down at 8-5-6 on IX bottom chord. The design/selection of such connection device(s) is the responsibility of others. EV. 12-31-13 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard,T �P 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 qj . FOF lidv 1n 7Mi Continued on Daae 2 ® WARN 1Ci - Verf/f+ de-nion p¢rum,:te" xmziREAD AR) W ON ?NIS AND lAi l3Di D.4'Fd RK P YEREWS PAGE Mid-74ri 913MRE W& Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown �! is for lateral support of individual web members only. Additionol temporary bracing to insure stability during construction Is the responsibillity of thege erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardi' ng 1 k fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPil Quality Criteria, DSB-BP and BCSI Building Component 7777 Greenback Lane, Suite 109 Salety Intoanatlon available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, Lane, Su 1fSas.7?narin Pine tSv) l'UMbez is 7M ;fed, dli-n design Values are thaw eft zco re OSf08MI-3 by1515.C' Job Truss Truss Type Qty Ply R40055158 Lb 3418 B CJ1A Diagonal Hip Girder 2 1 Reference (optional) umc, maio, GA - 9zzu3 1.42U S May lU ZU13 MI I ex Inauslnes, Inc, rue Jui u9 18:34:u5 Zo13 Page 2 ID:JEIFAewaPpRQ16UXtXmRfEzKo7A-j1 bQuy6%AQBpvhGVBPkLoagLl2igeDvnlo?nRyzj4G LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-6=-68, 2-7=-20 Concentrated Loads (lb) Vert: 4=-76(F=-38, 13=38) 10=-34(F=-17, B=-17) 9=-74(F=-37, B=-37) 5=-225(F=-113, B=-113) 12=62(F=31, B=31) 14=2(F=1, B=1) ®1t1pFiP.Rt NQ - Verify eeasign ,p izramct rss szau t'7BAD NOT ON 7NI6 AND INCL, UDEt7.#2 THK P.F,I.E.S,'i?M'E PA09 M11-7473.BE ORE MZ Design valid for use only with Mifek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the k �� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, comvh ANSlfrPlt Quality Criteria, DSB-89 and BCSI Bullding Component Suite 109 S 7777 Greenback Lane, Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, Lane, 1f Sourh,am:3Pi-tse ¢SpJ iaanlae-is se e: ., tlxa.desigs�-"Eves are thosa of —trve 46/01120/3 L-,YA'.LSC95610 Job Truss Truss Type Qty Ply R40055159 �Jgl 3418_B CJ2A Diagonal Hip Girder 1 1 Refere ce (optional) BMC, Indio, CA - 92203 7.420 is May 10 2013 M7ek Industries, Inc. Toe Jul 09 18:34:05 2013 Page 1 ID:JEIFAewaPpRQ16UXtXmRfEzKo7A-j1 bQuy6?6AQBpvhGVBPkLoapjl 1 sgaUvnlo?nRy744G 1-7-13 33.6 F 5-7-4 11-5-3 12-1-9 1-1.13 33.6 2-3-14 2-"5 3-8-6 Scale = 1:24.8 NAILED NAILED 3x10 = 2x4 II 6x8 = 6x8 = 44 =8 7 Special Special Special Special Special Special Special 31-10 S B-5-3 A 2 12 •9 31-16 2.5-10 2-9-15 37-9 0• 3 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.39 TCDL 14.0 Lumber Increase 1.25 BC 0.90 BCLL 0.0 ' Rep Stress Incr NO WB 0.83 BCDL 10.0 Code IBC2009ITP12007 (Matrix) LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G REACTIONS (Ib/size) 6=80/Mechanical, 2=720/0-7-6 (min. 0-1-9), 8=720/Mechanical Max Horz 2=89(LC 3) Max Uplift6=15(1-C 3) Max Grav 6=80(LC 1), 2=1482(LC 12), 8=1595(LC 11) DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL)-0.1610-11 >879 240 MT20 220/195 Vert(TL)-0.2510-11 >570 180 Horz(TL) 0.06 8 n/a n/a Weight: 53 Ito FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 2-11-7 oc purtins. BOT CHORD Rigid ceiling directly applied or 1 G-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer installation FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4302/0, 3-4=-3614/0, 4-5=-2204/0 BOT CHORD 2-13=0/4129, 13-14=0/4129, 11-14=0/4129, 11-15=0/4129, 10-15=0/4129, 10-16=0/3522, 9-16=013522, 9-17=0/2140, 17-18=0/2140, 8-18=0/2140 /EBS 4-10=0/939, 4-9=-1644/0, 5-9=0/1595, 5-8=-2447/0, 3-11=-5/655, 3-10=-877/0 rrOTES 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 249 lb down and 2 lb up at 2-9-8, 249 lb down and 2 lb up at 2-9-8, 267 lb down at 5-7-7, 267 lb down at 5-7-7, 287 lb down at 8-5-6, and 287 lb down at 8-5-6, and 397 lb down at 11-3-5 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-68, 2-7=-20 Continued on Dade 2 �9gOFESS/p�9 ��oo SQpN pG)F Z �c LIJ Dr-C 074486 M * E 12-�31-13 sT�r 1V OF FO .hilv WARNING - Verify d sirfn parumr>tzrss and READ N07W ON 41I1S AND 1WLTMED.Af TSK PEFEREf61L`E PAW MI-7473 BMf O F idSP Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. �� Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary brocing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure 4 the responsibility ity of the building designer. For general guidance regarding 1 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteda, DSB-89 and BCSI BuOding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Sheet, Suite 312. Alexandria, VA 22314. Citrus Heights, , Satrtts_m Pi> fSP) 1umba 1s sgfEcW-ed-.the design C.aes sue`dia ¢1.¢�twe 0610 f2%f33 byAI.SC CA, 95610 Job Truss Truss Type Qty Ply R40055159 34188 CJ2A Diagonal Hip Girder 1 1 Job Reference optional) umu. Inalo, GA - 922u3 IAZ0 s may I 2U13 mrleK Industries, Inc. Tue Jul 09 10:34:05 2013 Page 2 ID:JEIFAewaPpRQ16UXtXmRfEzKo7Aj1 bQuy6%AQBpvhGVBPkLoapj 11 sgaUvnlo7nRyzj4G LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 10=-34(F=-17, B=-17) 9=-74(F=-37, B=-37) 12=33(F=12, B=20) 14=2(F=1, B=1) 18=-274(B) A i AWING - Veri$g design naranneta^ and READ MM S ON THIS AND IMLODED ARTEK PEFEREPME PAW I4II.7473 .BEFOM WE, Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Wit is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi lr e fabrication, quality control, storage, delivery. erection and bracing. consult ANSI/TPII Quality Cfffeda, DSB-89 and BCSI BuOding Component 77.77 Greenback Lane, Suite 109 Safety Informalion available from Truss Plate Institute, 781 N. Lee Sheet. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 115aut4ern FinetSPI lumbr fs sgmis ed, tfsaaecign va€ues we thaw e1e=true 06101/2013 byT+lsc � Job Truss Truss Type Qty Ply R40055180 3418 B CJ3A Diagonal Hip Girder 1 1 Job Reference (optional) omc, rna o, cX - azzua 7,420 s May 10 2013 Mi7ek Industries, Inc. Tue Jul 09 18:34:D6 2013 Page 1 ID:JEIFAewaPpRQ16UXtXmRfEZK07A-BE9p617dtUY2R3GS3rwzu?6?1 QOtZ5F3?yXYJtyzj4F -1-7-13 5-7-5 B-5-5 11-3-2 1-7-13 57.5 2-10-0 2-311 Scale = 1:22.6 NAILED 3x10 = 2x4 II 6xB = 6x8 = 8 7 Special Special Special 3x4 = Special Special Special 3-3-6 11 0 3-3-62315 2-10-0 2-fi15 2 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code IBC2009/rPI2007 LUMBER TOP CHORD 2x4 DF No.18BV G BOT CHORD 2x4 DF No.18Btr G WEBS 2x4 DF Stud G CSI DEFL in (loc) I/deft Ud TC 0.36 Vert(LL)-0.1410-11 >951 240 BC 0.85 Vert(TL)-0.2110-11 >610 180 WB 0.54 Horz(TL) 0.05 8 n/a n/a (Matrix) REACTIONS (lb/size) 6=76/Mechanical, 2=709/0-7-6 (min. 0-1-8), 8=656/Mechanical Max Harz 2=84(LC 3) Max Uplift6=11(1_C 3), 2=-18(LC 3) Max Grav 6=76(LC 1), 2=1395(LC 12), 8=1356(LC 11) PLATES GRIP MT20 220/195 Weight: 50 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 3-1-7 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer a ioguide. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=3982/0, 3-12=-3972/0, 3-4=-3297/0, 4-5=-1763/0 BOT CHORD 2-13=0/3822, 13-14=0/3822, 11-14=0/3822, 11-15=0/3822, 10-15=0/3822, 10-16=0/3213, 9-16=0/3213, 9-17=0/1710, 8-17=0/1710 /EBS 4-10=0/981, 4-9=-1754/0, 5-9=0/1482, 5-8=-2123/0, 3-11=-13/650, 3-10=-860/3 ..OTES 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 2. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 249 lb down and 2 lb up at 2-9-8, 249 lb down and 2 lb up at 2-9-8, 267 lb down at 5-7-7, 267 lb down at 5-7-7, and 287 lb down at 8-5-6, and 287 lb down at 8-5-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-68, 2-7=-20 Continued on Daae 2 �, ()FESs/�,� so Cr X * E 12-31-13 s� 1V OF Alliv 1r) 9013 WARNiM - VeriA dtsi . cmramrter, s'=d READ d1iZrM ON TWIS AND NCLUDM.fl TUT P_EFFP_8 IE PAW f ff-747J .SEMRB (ME Design valid for use only with Mi(ek connectors. This design B based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown �f is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibill'uy, of the E� erector. Additional permanent brocing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi 1T eR fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, Lane, Su 'fSeos.t§ ra. Dine (5#j lasrrJ .:: is sgrrns e:S,:t1'ee design vafsre,xare: those rsft. -twe 0£{4&€f2AT%.3 i:�A Sc Job Truss Truss Type City Ply R40055160 3418 B CJ3A Diagonal Hip Girder 1 1 Job Reference (optional) emc, inwo, uA - azzus 7,420 s May 10 2013 MITek Industries, Inc. Tue Jul 09 18:34:06 2013 Page 2 ID:JEIFAewaPpRQ16UXtXmRfEzK07A-BE9p617dtUY2R3GS3rwzu?6?1 QOt75F3?yXYJtyzj4F LOAD CASE(S) Standard Concentrated Loads (Ib) Vert:4=-76(F=-38, B=38) 10=-34(F=-17, B=-17) 9=-74(F=-37, B=-37) 5=-225(F=-113, B=-113) 12=62(F=31, B=31) 14=2(F=1, B=1) ® i:P NQ - Verify design pararmcttrs ar.d READ hTY"M ON MS AND PAS `LtIMM l IRK i4P.FEY—MCE PR ?ff1-7473.B6MRE UM Design valid for use only with Mgek connectors. This design is based only upon parameters shown, and'¢ for an individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during constriction 6 the responsibill'ity, of the �{ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi yT ek- fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 1fSaurh m..Pine tSPI lumbe., ks�esified�, tlm 4ei;ign valu,es are-thosafTr e_tisre MfM/2.083 byA2SG Job Truss Truss Type Qty Ply R40055161 3418 8 CJ3B DIAGONAL HIP GIRDER 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:34:07 2013 Page 1 ID:JEIFAewaPpRQ16UXtXmRfEzKo7A-fQjBJe7Fengv3DredZSCRDfEygt1 tf3CEcH5sJyzj4E 1z 3-0.0 4-1a10 a -s 12 2-11 4 1.10-10 12 o as f, o 11 12 6 13 5 8 3x4 = 7 Special 3x4 = 4 2x4 II Scale = 1:18.0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.09 Vert(LL) -0.02 6-7 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.28 Vert(TL) -0.03 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.12 HOrz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix-M) Weight: 29 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.t&Bfr G TOP CHORD Structural wood sheathing directly applied or 4-11-6 oc purlins, except BOT CHORD 2x4 OF No.t&Bfr G end verticals. WEBS 2x4 OF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Ingt@11ation ouide, REACTIONS All bearings Mechanical. (lb) - Max Horz 7=29(LC 3) Max Uplift All uplift 100 lb or less at joint(s) 3 Max Grav A0. reactions 250 lb or less at joint(s) 3 except 7=329(LC 7), 5=533(LC 10). 1=312(LC 13) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-10=359/0, 2-10=-335/0 BOT CHORD 6-13=6/342, 5-13=-6/342 VEBS 1-6=0/392, 2-6=-19/398, 2-5=-556/9 TOTES Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide metal plate or equivalent at bearing(s) 1 to support reaction shown. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 10) "NAILED" indicates 3-1 Old (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 287 lb down at 2-6-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1). Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-9=-68, 4-8=-20 ® WAJZW1 G - Vcr%yy design varametem =d R€^:Ea1 NO SS ON TH76 AM IML LWED.NITSK d'.PYEP- E RAGE f47d-747J .F3&M11 (iSP Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability, of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/711 Quality Criteria, DSB-89 and BCSI Building Component Safety InformaDon available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria. VA 22314. PfSavrz mPine ('S1sj turrib,es is slxesified, r. seav nvaluas are l:hasa zPe-mer.063tl;fznz3 iak Ja'.iSC ©4ROFESS/pN� �ti o Sooty Gam© D,y6) m C 074486 rn *, .1� 1 i3 J \\F6F July 10,2013 IS MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply R40055161 3418 B CJ3B DIAGONAL HIP GIRDER 1 1 ob Reference o iona BMC, Indio, CA-92203 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 10=-113(B) 12=-37(B) 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:34:07 2013 Page 2 ID:JEIFAewaPpRQ16UXtXmRfEzKo7A-fQjBJe7Fengv3DredZSCRDfEygt1 tf3CEcH5sJyzj4E %\ WSWSM - Vef i design garumekzrs aszd PRAD fRi'a W ON IMS AND 1NCU iE13 M f € K P. R,RB£1 E PAGE W11-7473.13EMM ( . Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and'a for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MR, p ��T�3 �(__ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding IYB 1 fobrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. ffSauT.kemPinetSR)fsumbet isspec:ne4. t1,des3p wtv am those-eft:tive D610112t343 byA SC Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply R40055162 3418 B CJ7A Diagonal Hip Girder 2 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 Mirek Industries, Inc. Toe Jul 09 18:34:08 2013 Page 1 I D: J EI FAewaPpRQ16UXtXmRfEzKo7A-7cHZXz8uP5omgN QrBGzRzQCLcE4N 1 ?zMTGOf01yzj4D -1-7-13 1 1-11 5-7-6 8-5-2 11-3-0 1-7-13 31-11 2-511 2-9-12 2-'14 Scale = 1:21.9 4x6 = 2x4 11 6x8 = 6x8 = 8 7 Special Special Special 3x4 = Special Special Special 31-11 5,7-6 &S 1- -3 1 0 ',1'2-511 2-9.1 0. 3 Plate Offsets MY): f2:0-4-3.Edael. 18:0-0-13.0-1-81, f9:0-3-9.0-3-01. 110:0-3-9.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) -0.14 10-11 >952 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -0.21 10-11 >623 180 BCLL 0.0 Rep Stress Incr NO WB 0.53 Horz(rL) 0.05 8 n/a n/a BCDL 10.0 Code IBC2009lrP12007 (Matrix) Weight: 50 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-1-8 oc purlins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [installation auide. REACTIONS (Ib/size) 6=76/Mechanical, 2=691/0-7-6 (min. 0-1-8), 8=551/Mechanical Max Horz 2=84(LC 3) Max Uplift6=-11(LC 3), 2=12(LC 3) Max Grav 6=76(LC 1), 2=1388(LC 12), 8=1314(LC 11) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3951/0, 3-4=-3217/0, 4-5=-1715/0 BOT CHORD 2-12=0/3792, 12-13=0/3792, 11-13=0/3792, 11-14=0/3792, 10-14=0/3792, 10-15=0/3135, 9-15=0/3135, 9-16=0/1663, 8-16=0/1663 VEBS 3-11=12/650, 3-10=-911/0, 4-10=0/998, 4-9=-1722/0, 5-9=b/1475, 5-8=-2060/0 ,DOTES 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 2. gOFESS/p 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Q Bottom Chord, nonconcurrent with any other live loads. A' 8) "NAILED" indicates 3-1 0d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. ��4 O� S��f y D`�� 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 249 lb down and 2 lb up at 2-9-8, 2 249 lb down and 2 lb up at 2-9-8, 268 lb down at 5-7-7, 267 lb down at 5-7-7, and 288 lb down at 8-5-6, and 287 lb down at 8-5-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LU C 074486 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard * P 12 1-13 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert:1-6=-68, 2-7=-20 FOFC July 10,2013 (j, fA.&MNG - Verify d mii9n arume ers =d READ Na= ON 7FIS AM 1NC1 i3DPD.irflMK P.EFER_SWE PAW WT 7478 .BF MPX US& Design valid for use only with M1ek connectors. This design'¢ based only upon parameters shown, and is for on indvidual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown t' is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure a the responsibility of the building designer. For general guidance regarding MiEgek.. fabrication, qualify control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 Y 3our�m PimafSP}lumber, is spetified,:tt-design oalste•.s aae,'tho.se eft=t-r 06fillM13 bv4 LSG Job Truss Truss Type Qty Ply R40055162 Lb 3418_8 CJ7A Diagonal Hip Girder 2 1 Reference (optional) 7.420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:34:08 2013 Page 2 ID: J EI FAewaPpRQ16UXtXmRfEzKo7A-7cHZXzauP5omgNQrBGzRzQC LcE4N 1'?zWGOfOy44D LOAD CASE(S) Standard Concentrated Loads (lb) Vert: IO=35(F=-17, B=-18) 9=-75(F=-37, B=-38) 5=-113(F) 13=2(F=1, B=1) WAf3IYf - Verify desit{sr arzv?rr& °� =d PEAD KMW ON IRIS BPitfF INM UDiM MTEK PEFFREWS PAW I fl-7473.€tBFORE (W- Design valid for use only with MDek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction isthe resporuibillity of the iNi Wit erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consuff ANSI/TPI1 Quattly Criteria, DSB•89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 1fsaurn- m Fine tSP) l=bar is speciTi-f;.rdis Cesig rnzh save thaw eft:6ma 05}011201a byA.I.SC Job Truss Truss Type Qty Ply R40055163 Lb 3418_B G1 Jack -Open Truss 1 1 Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:34:08 2013 Page 1 ID:JEIFAewaPpR016UXtXmRfFzKo7A-7cHZXz8uP5omgNQrBGzRzQCMDE9h15 MTGOtOlyzj4D i 51.2 8-0-0 5-1-2 2-10-14 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. N 2x4 I Scale = 1:19.9 3 3x4 = LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009frPI2007 CSI TC 0.26 BC 0.51 WB 0.14 (Matrix) DEFL in Vert(LL) -0.07 Vert(TL) -0.11 Horz(TL) 0.01 (loc) I/deft Ud 1-5 >999 240 1-5 >839 180 4 n/a n/a PLATES GRIP MT20 220/195 Weight: 32 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-6-7 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals. WEBS 2x4 OF Stud G BOT CHORD Rigid ceiling directly applied or 5-10-1 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS (lb/size) 1=339/D-3-8 (min. 0-1-8), 4=339/Mechanical Max Harz 1=61(LC 12) Max Uplift 1 =-487(LC 12). 4=-13(LC 13) Max lgray 1-839(LC 11), 4=435(LC 28) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-193211363, 2-3=-619/558 -SOT CHORD 1-6=-1337/1791, 5-6=-617/1431, 5-7=-527/981, 4-7=-255/673 VEBS 2-5=0/342, 2-4=-594/46 ,DOTES 1) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=6.Opsf; h=12ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 1=487. SS`0 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. O��QF rJQ�/1/ l�� 8) This truss has been designed for a total drag load of 1500 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 8-0-0 for 187.5 plf.UJ C 0744$6 LOADCASE(S) Standard X * 12731-13 �rFOF C July 10,2013 i9.ffi!YR'i"i - Vcrtfy d—,io.. p. amra'em crud it'MD h()' W ®ii MIS AM IACLt1IMPD 07 Ei/f PRFF. aZ£fi E PAGE MI-74n .B&FOPF, VWS Design valid for use only with MTek connectors. This design is based only upon parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the BL �y erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M1Te!' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIt Quality Criteria, DSB-89 and BCSI Bundling Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. 7777 Heights, CA, Lane, Su tf SautnOm Line(SP) lumbaa is ag s."'i €,t-1,1! 2:i-an ua4uss xsa those cfe_five 06i0112tk13 byXsc Job Truss Truss Type Qty Ply R40055184 3418 B G2 A MONOPITCH GIRDER 1 Job Reference o tonal SMc, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:34:09 2013 Page 1 ID:JEIFAewaPpRQ16UXtXmRfEzKo7A-bprxkJ9WAPwdIX?1k UgWekWjeQ3mS_YlwmCwCyzj4C 4-7-5 4-0-11 Scale = 1:20.4 2x4 11 oxw ii 4x4 qx6 1 0-&0 47-5 1 &IB-0M l 0.8-0 311-5 4 'late Offsets MY): 11:0-2-0,0-2-31 LOADING (psf) SPACING 2-1-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code IBC2009/TP12007 CSI DEFL in (loc) I/deft Ud TC 0.33 Vert(LL) -0.06 4-5 >999 240 BC 0.82 Vert(TL) -0.14 4-5 >699 180 WB 0.48 Horc(TL) 0.02 4 n/a n/a (Matrix) LUMBER BRACING TOP CHORD 2x4 OF No. 1&Btr G TOP CHORD BOT CHORD 2x6 OF SS WEBS 2x4 DF Stud G BOT CHORD REACTIONS (lb/size) 4=271O/Mechanical, 1=1219/0-5-8 (min. 0-1-8) Max Harz 1=89(LC 4) Max Grav 4=3366(LC 11), 1=1750(LC 9) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-4543/0 BOT CHORD 1-6=0/4286, 6-7=0/4286, 7-8=0/4286, 5-8=0/4286, 5-9=0/4286, 9-10=0/4286, 10-11=0/4286, 4-11=0/4286 WEBS 2-5=0/2969, 2-4=-4582/0 PLATES GRIP MT20 2201195 Weight: 83 lb FT = 20% 2-0-0 oc purlins (6-0-0 max.), except end verticals (Switched from sheeted: Spacing > 2-0-0). Rigid ceiling directly applied or 10-0-0 oc bracing. IOTES 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-3-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20 % has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Use USP JL24 (With 10d nails into Girder & NA9D nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 4-0-12 to connect truss(es) J7BX (1 ply 2x4 DF), J7CX (1 ply 2x4 DF) to front face of bottom chord. 11) Use USP THD26-2 (With 16d nails into Girder & 1Od nails into Truss) or equivalent at 6-1-8 from the left end to connect truss(es) T7A (2 ply 2x6 DF) to front face of bottom chord, skewed 0.0 deg.to the right, sloping 0.0 deg. down. 12) Use USP JL26 (With 16d nails into Girder & NA9D nails into Truss) or equivalent at 8-0-12 from the left end to connect truss(es) T713 (1 ply 2x4 DF) to front face of bottom chord, skewed 0.0 deg.to the right, sloping 0.0 deg. down. 13) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard Continued on oaae 2 �,�flFESS/o w oo soot, LU C 074486 *, 32-31-13 T�TFOF JUIV 10 2013 ® WAf MPM - Verify cle:us}ze gsr mmek efrzd s' FAD NOT&S ON TRI& AM MVIAMED.E TEN P"ERE,WE PAGE K1I-7473.BEI ORE i!AM Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an indvidual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the � eft= erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Duality Criteria. DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95810 if Southern Rine fS'pJ ;varl3e,-: 8s spesigad'4 the desl uatu Sara tho-ra el`e�-ui O'Sf0Y,j2e013 byALSC Job Truss Truss Type Qty Ply R40055164 Lb 3418 B G2 A MONOPITCH GIRDER 1 Reference (optional) umu, Inmo, cA- 92203 LOAD CASES) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-71,1-4=-21 Concentrated Loads (lb) Vert:6=-148(F) 8=-236(F) 9=-1899(F) 11=-886(F) 7.420 5 May 10 2013 MiTek Intlustrie5, Inc. Tue Jul 09 15:34:09 2013 Page 2 ID:JEIFAewaPpRQ16UXtXmRfEzKo7A-bprxkJ9WAPwdIX?1k UgWekWjeQ3mS ViwmCwCyzj4C A WPM Ver!A cPesieon Paramcfm and PFAD l 07M ON TRIS AND INCL 3VE0.FkL{s^t3fS Ai3f'E'r2i5WE PAGR W1747U II `C'!fi'ix tTSE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for on individual building component. �� Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Brocing shown a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respom billity of the !X!w Nil' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding i4 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criferia, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Mai available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. aat ffsoi lhr,e jA lumber: i=. sTxec: ed,:t'sw Azfign eaLuer, are:;has:s 2rz::t-, W,01/2423 by A1Citrus Heights, CA, 95610 9 5C Job Truss Truss Type Oty Ply R40055165 Lb 3418_B J2E Jack -Open 1 1 Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Toe Jul 09 18:34:09 2013 Page 1 ID:JEIFAewaPpRG16UXtXmRfEzKo7A-bprxkJ9WAPwdIX?tk UgWekYUeUfmWHViwmCwCyzj4C 9 1-2-0 5-2-10 3-5-6 Scale = 1:19.9 2x4 = 5 3x4 = LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1,25 TC 0.22 TCDL 14.0 Lumber Increase 1.25 BC 0.53 BCLL 0.0 Rep Stress Incr NO WB 0.20 BCDL 10.0 Code IBC2009ITP12007 (Matrix) LUMBER TOP CHORD 2x4 OF No.18Btr G BOT CHORD 2x4 DF No.18Btr G WEBS 2x4 OF Stud G WEDGE Left: 2x4 OF Stud REACTIONS (lb/size) 4=85/Mechanical, 2=477/0-5-8 (min. 0-1-8), 5=275/Mechanical Max Horz 2=90(LC 3) Max Upfift4=15(LC 3), 2=-12(LC 3) Max Grav 4=85(LC Yr, 2=496(LC 9), 5=412(LC 11) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-635/0 QOT CHORD 2-7=0/578, 6-7=0/578, 6-8=0/578, 5-8=0/578 /EBS 3-6=0/348, 3-5=-640/0 DEFL in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.08 2-6 >999 240 MT20 220/195 Vert(TL) -0.12 2-6 >861 180 Horz(TL) 0.01 5 n/a n/a Weight: 35 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer installation ui OTES 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II;.Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2. 8) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard �4�Soo pFESSIp,�� 2 LU C 074486 � .� EVL 12 31-13 \\F July 10,2013 IffA rrWG - Verify design parameters =d R&W NOTES Ord THIS AM MCLUD.WA1iMIC PZFEREt1i'" E RAW Mr- 7473 fii'F`t)Rs (&a Design valid for use only with MTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsib0ity, of building designer- not truss designer. Bracing shown Dot is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resporuibillity, of the '�e�� erector. Additional permanent brocing of the overall structure is the responsibility of the building designer. For general guidance regarding M fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quagly Criteria, DSO.89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312 Alexandria, VA 22314. Citrus ' i#5aut mFine ii krrnbasi<spesified:r:r=.damgn. vatuesare:those efP rt:rve 091011201.3 isy:ALSC Heights, CA, 95610 Job Truss Truss Type Qty Ply R40055166 �JobReference 3418_B JB Jack -Open 7 1 o Tonal BMC, Indio, CA - g2203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:34:09 2013 Page 1 ID:JEIFAewaPpRQ16UXtXmRfE7Ko7A-bprxkJ9WAPwdIX?1k UgWekZneWOmZTVIwmCwCyzj4C -1-2-0 3.11-11 1-2-0 3.11-11 �I0 2x4 = Scale = 1:11.2 LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TP12007 CSI TC 0.13 BC 0.42 WB 0.00 (Matrix) DEFL in Vert(LL) -0.05 Vert(TL) -0.06 Horz(TL) -0.00 (Ioc) I/deft L/d 2-4 >949 240 2-4 >693 180 3 n/a n/a PLATES GRIP MT20 220/195 Weight: 13 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 3=106/Mechanical, 2=279/0-5-8 (min. 0-1-8), 4=37/Mechanical Max Horz 2=50(LC 3) Max Upfdt3=-15(LC 3), 2=-30(LC 3) Max Grav 3=106(LC 1), 2=387(LC 8), 4=287(LC 9) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the. bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 7) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard ,oFESS)Soo p�� ti LU v C 074486 M *� E*37 1 2 31-13 l* July 10,2013 ® WARNING m 3 RrA N07 SS cif INNS AM LNCLLDIV d1?77sK P�FFFt la f di7f%T?LP-f �Td .BPFC3f�$3 i ASE', Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. �� Applicability of design parameters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the �y Nil' erector. Additional permanent bracing of the overall stwciure is the responsibility of the building designer. For general guidance regarding 1Yi fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Qualfty Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Infonnaiton available from Truss Plate Institute, 781 N. Lee Streei, Suite 312, Alexandria, VA 22314. Citrus ffSout9s�xm. fpl etSpllumbe:: issisa�ai, ME desfgr-tee: an thasa efert'rue 06/0^_(2013 by A'LSC Heights, CA, 95610 Job Truss Truss Type Qty Ply R40055167 3418_B T1A Half Hip Truss 1 Job Reference o do al .,,. ... .. . .......... ,ar , rage r ID:JEIFAewaPpRQ16UXtXmRfEzKo7A-?OX4MLBOTKIB9 kcQ61N8GM wrQgzoAxOu sXXyzj49 SS6 147-2 158-15 + 20.10-11 26.0•B 29.7-7 34-118 3S2-B, SS-6 S1.13 51-13 51-13 51-13 3-315 4-51 1-2-0 Scale c 1:60.7 NAILED NAILED 445 NAILED 3x4 =NAILED NAILED NAILED NAILED NAILED NAILED Special NAILED 3x4 = NAILED 5x6 = NAILED 4x6 = NAILED 4x6 — 4.00 12 15 28 2930 15 31 32 14 33 34 35 13 36 12 37 38 39 11 40 41 10 42 3x4 = 4x4 II JL261*15 = JL26 7x10 = JL26 4x6 = JL26 4x4 = JL26 JL26 7x10 = KJC26 3x4 = 3x4 = JL26 JL26 JL26 JL26 JL26 JL26 JL26 l 18-0.8 i LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.52 Vert(LL) -0.10 10-11 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.17 10-11 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.51 Horz(TL) 0.02 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 360 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 OF No.2 G end verticals, and 2-D-0 oc purlins (6-0-0 max.): 1-6. WEBS 2x4 OF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 12-13,11-12. REACTIONS (lb/size) 16=1675/0-5-8 (min. 0-1-8), 12=4808/0-5-8 (min. 0-3-6), 8=852/0-5-8 (min. 0-1-8) Max Horz 16=-84(LC 6) Max Grav 16=2150(LC 16), 12=6288(LC 20), 8=1148(LC 23) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-16=-1604/33, l=17=-2829/0, 17-18=-2829/0, 18-19=-2829/0, 2-19=-2829/0 2-20=-3060/15, 20-21=-3060/15, 3-21=-3060/15, 3-22=-652/101, 22-23=-652/101. 4-23=-652/101, 4-24=0/4201, 24-25=0/4201, 5-25=0/4201, 5-26=-1078/0, 26-27=-1076/0, 6-27=1075/0, 6-7=-2966/0, 7-8=2984/0 a0T CHORD 15-31=0/2907, 31-32=0/2907, 14-32=0/2907, 14-33=-30/2455, 33-34=-30/2455, 34-35=-30/2455,13-35=-30/2455,13-36=-1515/0,12-36=-1515/0,12-37=-1432/0, 37-38=-1432/0,38-39=-1432/0,11-39=1432/0,11-40=0/1708,40-41=0/1708, 10-41=0/1708, 10-42=0/2795, B-42=0/2795 WEBS 1-15=0/3017, 2-15=-748/121, 2-14=-42/271, 3-14=0/1295, 3-13=-2445/0, 4-13=0/3152, 4-12=-4009/0, 5-12=4039/0, 5-11=0/3344, 6-11=-1079/1, 6-10=0/1752 NOTES 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply �,�OFESS/0 connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced live loads have been for S� Vq� roof considered this design. 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS Lumber DOL=1.00 Q- [<` O 0 4- (low-rise); plate grip DOL=1.00 i 5) Provide adequate drainage to prevent water ponding. W V �` p m 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. U7��F U D 7) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will 12 31 13 fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. T9r(J� 10) Graphical representation does depict purlin not the size or the orientation of the purtin along the top and/or bottom chord. 11) Use USP JL26 (With 1Od nails into Girder & NA91D nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-14 from the left end to 23-11-12 to connect truss(es) JD (1 ply 2x4 DF) to back face of bottom chord. Ir rlv 1!1 7l112 Continued on pape 2 WARMS. - Vex fg de&iJn paramat em mxd F.EAD ti 0 iYsS ON T id8 AM INVI UDED, N 7VK REFER £'WE PA .R I2tP-7%73 BEFORi i rM. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 6 the responsibility of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI BuOding Component 7777 Greenback Lane, Suite 109 Safely Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 if south�emMi: '[SPI lure bar ic: �secified, the design vefues amtbom effe fi a 0510£12013 by AL5C - Job Truss Truss Type Qty ply 34188 T1A Half Hip Truss 1 R40055167 Job Reference (optional) —^ •••� ^ - ..�.... r.ccu s may ru zu'Is mi I ex Inauslnes• Inc. I ue Jul os 16:34:13 2013 Page 2 NOTES ID: J EI FAewaPpRO16UXtXmRfEzKo7A-Ua4SahCOEdQ2nBJozpZcgUv9fFmviFQScYkQ3zyzj48 12) Use USP HJC26 (With 16d nails into Girder & 10d nails into Truss) or equivalent at 26-0-2 from the left end to connect truss(es) JD (1 ply 2x4 DF), CJ1A (1 ply 2x4 DF) to back face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. 14) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 145 lb down and 44 lb up at 26-0-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-6=-68, 6-9=-68, 12-16=-50(F=-30), 8-12=-20 Concentrated Loads (lb) Vert: 4=137(B) 6=-145(B) 14=-83(B) 3=-137(B) 13=-83(B) 12=-83(B) 17=-137(B) 18=-137(B) 19=-1137(B) 20=-137(B) 21=-137(B) 22=-137(B) 23=-137(8) 24=-137(B) 25=-137(B) 26=-137(B) 27=-137(B) 28=83(B) 30=-83(B) 31=-83(B) 32=-83(B) 33=-83(B) 35=-83(B) 36=-83(B) 37=-83(B) 39=-83(B) 40=-83(B) 41=-722(B) ® WARMMG - Verify dcur,/se param &em and PM !a{77'SS QM TRIG AND M1,L,WED.i9it K P.iJ^EMEW— m PAGR M71-74733.8EkY RS i SR Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsbility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stab) iry during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consull ANSI/TPII Qualify Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. 'f5.uthem Par1e(5P� lumber 1x �esifiaai', tse^adeaill vaF✓es arr:,zhos� eEe:cas+e 0�9d3? f2<313 tsuATSC' W9!' MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply R40055168 3418 B T18 HALF HIP TRUSS 1 1 Job Reference (optional) sivic, iniu, CA - nccuo 7.420 S May 10 2013 MTek Industries, Inc. Tue Jul 09 18:34:13 2013 Page 1 ID:JEIFAewaPPRQ16UXtXmRfEzKo7A-Ua4SahCOEdQ2n8JozpZogUv87FIO AZSCYkQ3zyzj48 491 13-8-12 I 18-33 24-0-S 27-11-5 34-0-8 8, 52- 49-5 8-11-7 4-&8 114 3-10-13 6-1-3 1.21.2 Scale = 1:60.7 2x4 11 3x10 = 6x8 = 4x4 = 4x4 = 4.00 LV 14 18 13 19 12 20 ll 21 10 22 9 23 24 4x6 — 2x4 11 - 7x10 = 3x4 = Sx8 = 2x4 11 3x4 = 49.5 1 9-30 18-3.4 240-8 27-11-5 '�-0-8 4-9-54511 9-D-4 514 F 3-10-13 6-1-3 Plate Offsets (X,Y): 13:0-4-0,0-3-81, T7:0-2-O.Edoel 110:0-2-8.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.62 Vert(LL) -0.30 11-12 >721 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.99 Vert(TL) -0.72 11-12 >304 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.89 Horz(TL) 0.03 11 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix-M) Weight: 158 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.t&Btr G BOT CHORD 2x4 DF No.t&Btr G WEBS 2x4 OF Stud G `Except' W1: 2x4 OF No. 1&Btr G BRACING TOP CHORD BOTCHORD REACTIONS (lb/size) 14=892/0-5-8 (min. 0-1-8), 11=2125/0-5-8 (min. 0-2-4), 7=591/0-5-8 (min. 0-1-8) Max Horz 14=-100(LC 6) Max Uplift7=-20(LC 6) Max Grav 14=917(LC 7), 11=2125(LC 1). 7=591(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - AB forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1057/0, 3-4=0/862, 4-5=294/56, 5-6=-323/53, 6-7=-1071/15 -OT CHORD 14-1 8=0/1 046,13-18=011 046, 13-19=0/1046, 12-19=0/1046, 12-20=-6/524, 11-20=-6/524, 11-21=-862/18, 10-21=-862/18,10-22=0/711, 9-22=0l7ll,9-23=01711,7-23=0f7ll, 7-24=0/1138 14EBS _ 3-12=0f729, 3-11 =-I 57510, 4-11=-873/23, 4-10=0/1167, 5-10=-287/33, 6-10=-623/0, 6-9=0/355, 2-13=01364, 2-14=-1236/11 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (5-2-11 max.): 1-5. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint($) 7. 8) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-68, 5-8=-68, 11-14=-50(F=30), 11-15=-20 JJ WARA t O - Vcrifg de&ip parameters =d RMD Ait)TES ON THIS AM lNCLIRDE 3.ANTSK iP'.i:FE2d3)S E PAW M71.747d BEMIM i T sE Design valid for use only with Wek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Quality Criteria, DSB-89 and BCSI BuBdng Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. tf Sourhsim PinetSP) lum'bea isispecifled,'t -cUPs tha.:e eft-ttrue OG?05/201.3 b1A1.SC �Q�pFESStp�� CID U� q p 2� C 074486 M t *� EYE` 12-31-13 f �F July 10,2013 Iff MiTerkt 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Truss Truss Type Oty Ply kJob R40055169 Lbefere 18_B TIC Half Hip Truss 1 1 Reference(optional) eMC, Indio, CA - 92203 T420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:34:14 2013 Page 1 ID:JEIFAewaPpRO16UXtXmRfEzKo7A-ymegn1 De?xYvOtt_XX4rDhSlefBDRgCErCTzbPyzj47 110-7 9-0-11 152-15 22-0-8 27-7-2 I 340.8 352-8, 22-10.7 C>2-4 62.4 69-9 5-610 65.6 1.2-0 Scale = 1:60.7 2x4 I 3x4 = 3x4 = Sx8 = 6x8 = 1 2 3 4 5 4.0o Lv- 14 -- -- -- - 11 '- 10 '- � 9 -- 3x4 = 4x6 = 5x8 = 3x4 = 3x4 = 5x8 = - 2x4 II 511.9 12-1-13 18-34 22-0-8 27.7-2 34-0.8 511-9 624 6-1-7 39.4 56.10 6-56 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code IBC2009/TPI2007 LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 OF Stud G CSI DEFL in (loc) I/deft Ud TC 0.70 Vert(LL) -0.12 7-9 >999 240 BC 0.63 Vert(TL) -0.23 7-9 >826 180 WB 0.67 Horz(TL) 0.03 7 n/a n/a (Matrix) BRACING TOP CHORD BOT CHORD REACTIONS (lb/size) 14=858/0-5-8 (min. 0-1-8), 11=2206/0-5.8 (min. 0-2-6), 7=540/0-5-8 (min. 0-1-8) Max Harz 14=-117(LC 6) Max Upltft7=-32(LC 6) Max Grav 14=907(LC 7), 11=2206(LC 1). 7=540(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-845/0, 3.4=-631/26, 4-5=0/982, 5-6=-30/254, 6-7=-680/23 —OT CHORD 14-15=0/538, 13-15=0/538, 13-16=0/904, 12-16=0/904, 10-19=0/616, 9-19=0/616, 9-20=0/616, 7-20=0/616 VEBS 2-14=-892/28, 2-13=0/494, 3-12=-506/8, 4-12=0/906, 4-11=-1461/0, 5-1 1=-1 153/0, 5-10=0/476, 6-10=-821/0, 6-9=0/388 PLATES GRIP MT20 220/195 Weight: 163 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 1-5. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20 % has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Graphical puriin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-68, 5-8=-68, 11-14=-50(F=-30), 7-11=-20 ,R,OF ESSIO �4ti o� SOON o�FZ C 074486 rn t *� EX�i2-3 1 13 /* July 10,2013 ® G9 3VFNG - Vurify t2enigrl gzurumr rs K =d PEAD ItiCY#W ON 7T1i8 AFM MUL[WE ? M i FK PURFERSWF, PAW Pf r-747ZI.St:Fti)rM (ME, Design valid for use only with MTek connectors. This design B based only upon parameters shown, and is for an individual building component. �R Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resporsibillity, of the IKI� i erector. Addpermanent Additional peanent bracing of the overall structure is the responsiblity, of the bulding designer. For general guidance regarding j fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality CrBeda, DSB-89 and BCSI Bundling Component 7777 Greenback La Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suitene, Suite 109 e 312, Alexandria, VA 22314. If Sosrz'aam Pins, jA IvmbeT h SSasifad, M-- 4lza519n res arethase ebpcarve Obfdt /200 by Al. St Citrus Heights, CA, Lane, 95610 Job Truss Truss Type Qty Ply R40055170 3418 B T1D Hip Truss 1 1 Job Reference (optional) I D: J EIFAewaPpRQ16UXtXmRfEzKo7A-QZCC?NEHm FgmOSS BSEb4111_Wn3T WA3CO4sD WBsyzj46 14-3-10 20.0.8 F 26-9-2 34-0-8 32-8 1-48 5612 7-8-6 5-8-14 6-8-10 7-3-6 1-2-0 Scale = 1:62.9 4.00 12 4x6 = 2x4 11 5x8 — 3x4 = 6x8 = 14 ... ... ._ ... ..,..��.. ,. „ .,. .,. 10 34 3x4 = 6x8 = NAILED 3x4 = NAILED NAILED 5x8 = 3x4 = Special NAILED NAILED NAILED NAILED �2-9-1 10.57 i 18-3.4 2SL11 28-7-0 34.118 2-9-1 7-8.6 7-9-13 1 7-1-7 32-5 SS8 Plate Offsets (X.Y): f2:0-2-4.0.0.121, f3:0-4-0,0.3-01. f7:0-1-1.Edael, f10:0-4-0,0-3.41, f12:0-1-12.0.3-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.29 7-9 >650 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.88 Vert(TL) -0.55 7-9 >339 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.94 Horz(TL) 0.01 10 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix) Weight: 166 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. I&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No. I&Btr G end verticals, and 2-0-0 oc pudins (6-0-0 max.): 2-5. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 10=2311/0-5-8 (min. 0-2-7), 14=849/0-5-8 (min. 0-1-8), 7=525/0-5-8 (min. 0-1-8) Max Horz 14=-131(LC 6) Max Uplift7=-34(LC 6) Max Grav 10=2311(LC 1), 14=912(LC 7), 7=525(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-450/0, 3-4=-707/14, 4-5=0/860, 5-6=360/74, 6-7=-538/56 SOT CHORD 12-13=0l785, 12-16=0/785, 11-16=0/785, 11-17=-109/260, 17-18=-109/260, 18-19=-109/260, 10-19=-109/260, 10-20=-499/37, 20-21=-499/37, 21-22=-499/37, 9-22=-499/37, 9-23=0/445, 7-23=0/445 WEBS 2-13=07746, 3-13=-523/60,4-11=0/780,4-10=-1399/0,5-10=-10D4/13, 5-9=0/911, 6-9=-496177. 2-14=-960/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7. 8) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Graphical purlin representation does not depict the size or the orientation of the purin along the top and/or bottom chord. 10) "NAILED indicates 3-1 Od (0.148"0") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 11) Special hanger(s) or other connection device(s) shall be provided at 0-2-7 from the left end sufficient to connect truss(es) (1 ply 2x4 DF) to front face of bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on Daae 2 4R,OFESS/p Sao, i LU C 074486 * E 12-31-13 IV�4 FOF �0 JUN 10.2013 ® WAta NDI - Verify d mis;n garmzmet r..s xrndREAD h>zB W ON YNJS AND f%(;!,(713Pd3.=TSK P. EP—EME PACE Iffl-7473 II 'E. `01M 111q. ��.. Design valid for use only with M7ek connectors. This design is based onty upon parameters shown, and is for an individual building component. - Applicability of design parameters and proper incorporation of componentis responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the ■ erector. Additional permanent bracing of the overall structure is the responsibility M� iof the building designer. For general guidance regarding e'k fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quallly Criteria, DSB-89 and BCSI BuBding Component 7777 Greenback Lane, Suite 109 Safety Informa8on available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 .fS�L r Fin�;sp)tumr. ;> dsEd.c de zm aw ar�zno� eosftrsfzn=_acyAtsc Job Truss Truss Type Qty Ply R40055170 Lb 3418 B T1D Hip Truss 1 1 Reference (optional) /.4Lu s May lu 2u13 MI ieK inaustnes, im. Tue JUI u9 18:34:15 2013 Page 2 I D:JEIFAewaPpRQ16UXtXm RfEzKo7A-QzCC?NE Hm FgmOSS B5Eb4lv_Wn3T WA3CO4sD WBsy446 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-68, 2-5=68, 5-8=-68, 14-17=-50(F=30), 17-19=-90(F=30), 10-19=-50(F=-30), 10-20=-20, 20-21=-60, 7-21=-20 ® w RNTN,. - Verify clr;^sfgse garam&r . ad READ mr, w ON Tuils AND rNmulm t117't K PEFEREM& PAW MI-747d B13MRE IZE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. �s Applicability of design parameters and proper incorporation of component is responsibility of building designer - not true designer. Bracing shown is for lateral support of individual web members any. Additional temporary bracing to insure stability during construction's the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Milk fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPI7 Quality Cdledo, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Solely Information ovoiloble from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 7f SasrE?terA.Pine(SP)lumbzr: isspecffiwd'lr!,B_ 4eiiipr.vaks art'.hasa eife.¢Cnre �{£#s'f2,9_.3 byAJ-SC Job Truss Truss Type Qty Ply R40055171 LbRefeimnoe(ootionall 341 B_13 T1 E Hip Truss 1 1 amc, mmo, s A - eaua 7.420 s May 10 2013 M7ek Industries, Inc. Tue Jul 09 18:34:16 2013 Page 1 ID:JEIFAewaPpRQ16UXtXmRfEzKo7A-u9mbCjEvXYodebl Nfy6J 16XegSp1 vWDXJ Wy4glyzj45 3-0-8 638 14-3-8 I 18-0-8 26-2-5 34-0-8 3S2-d 3-0-8 39A 7$0 39-0 8-1-13 7-10-3 1-2-01 4.00 12 4x4 = 3x4 = 3x, 3x4 = 4x12 MT20H = Scale = 1:61.5 13 .. 12 ._..__ ._ .- .. .. ._..___ ._ ._ _.. 10 9 cc 4x4= 2x4 II 7x10 —_ NAILED NAILED 3x4 = NAILED NAILED 7x10 = 2x4 II Special NAILED NAILED - NAILED 3-0-B 10-68 18-0- 1 6 -5 0-6 30-8 7$0 7-6-0 0- - 2 7-11-1 7-10-3 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code IBC2009/rP12007 LUMBER TOP CHORD 2x4 DF No.18Btr G BOT CHORD 2x4 DF No.18Btr G WEBS 2x4 OF Stud G CSI DEFL in (loc) I/deft Ud TC 0.66 Vert(LL) -0.27 9-10 >714 240 BC 0.80 Vert(TL) -0.43 7-9 >442 180 WB 0.96 HOrc(TL) 0.02 7 n/a n/a (Matrix) BRACING TOP CHORD BOT CHORD WEBS REACTIONS (lb/size) 13=874/0-5-8 (min. 0-1-8), 10=2347/0-5-8 (min. 0-2-8), 7=52110-5-8 (min. 0-1-8) Max Horz 13=-138(LC 6) Max Uplift7=-33(LC 6) Max Grav 13=949(LC 7), 10=2347(LC 1), 7=523(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 'OP CHORD 1-2=-520/10, 2-3=-470/14, 3-4=-639/35, 4-5=0/738, 5-6=0/851, 6-7=-520/38, 1-13=-948/0 IOT CHORD 12-15=0/718, 15-16=0/718, 16-17=0/718, 11-17=O/718, 10-21=0/426, 9-21=0/426, 9-22=01442, 7-22=0/442 WEBS 3-12=430/56, 4-11=0/830, 4-10=-1268/0, 5-10=-639/30, 6-10=-1206/0, 6-9=0/418, 1-12=0/836 PLATES GRIP MT20 220/195 MT20H 165/146 Weight: 172 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-5. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 6-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 12) Special hanger(s) or other connection device(s) shall be provided at 0-2-7 from the left end sufficient to connect truss(es) (1 ply 2x4 DF) to front face of bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard �,,.0FESS10 Soo CO LU C 074486 M * 12731-13 FOFC. II du 1 f1 7f11 i Continued on page 2 iFAW'NG - V-i/fg desi n paramele,r an i RUD NOT&S ON IRIS ##s't LSllik al.dd# [TS piiF:E'd2€:lgtts Z'ACW fl,91-7477.SEi f Pafi iT£E. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and B for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the MiTek' �$ j{_<. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTP11 Quality Criteria, DSB-89 and BCSI Butiding Component 7777 Greenback LaSuite 109 Safety Information availablene, able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 1fSau112MP!ne:{SPy IuMbe-, is v7tec#iad, naxt¢stg —hies asa tha eeft :tive 0&V1,12€13 try ALSO Citrus Heights. CA, Lane, 95610 suite Job Truss Truss Type Qty Ply - R40055171 LbRefrence 341 B_B T1 E Hip Truss 1 1 (optional) 1AZA a May lu Zu13 Mi1ek Inouslnes, Inc. Tue Jul 09 18:34:19 2013 Page 2 I D:J EIFAewaPpRQ16UXtXmRfEzKo7A-IkSj qkH npTACV3myK4f0M994grk6tyz?UBkHdyzj42 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-68, 2-5=-68, 5-8=-68, 13-15=-50(1`=30), 15-17=-90(F=-30), 17-18=-50(F=-30), 18-20=-90(F=-30), 10-20=-50(F=-30), 7-10=-20 ® WAIi8br1'NG - Ycrzfg d ssir eur zzrr eh,, and RMAD NOTES ON INIu AFM I L IEMBI).M i K fP"ERE E: PAW Dif7-747E .III F (�Ra CISE. Design valid for use only with Mifek connectors. This design B based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component ¢ responsibility of building designer- not truss designer. Bracing shown ` is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi e ' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Crlteda, DSB-89 and SCSI Building Component Suite 109 Su 7777 Greenback Lane, Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria. VA 22314. Citrus Heights, CA, Lane, 95610 Su NSouthem, Pne$SV} tvmba:. issci5ied,i'.»Gesign.val-,I;ec sae.;bmse cf.:tive Q&ra8 f241:3 >rV A1S Job Truss Truss Type Oty Ply R40055172 LbReferenge 3418 S T1F HIPTRUSS 1 1 (optional) 13mc, InaiO, CA - 922D3 7.420 s May 10 2013 MTek Industries, Inc Tue Jul 09 18:34:20 2013 Page 1 I D:J EIFAewaPpRO16UXtXmRfEzKo7A-mw?5241 Pan I36DL8unBFSyiLi49ZrR27D8wHp3yzj41 5.0.8 7-7-0 1 16-0-8 22-5-4 27-7-7 34-0.8 352-$ SAB 2.6.8 8-" 6.412 52-3 6S1 1-2-0 Scale = 1:61.5 4.00 12 4x4 = 3x4 = 6x10 MT20H = 2x4 II 7x10 = NAILED NAILED 4x4 = NAILED NAILED 6x8 = 3x4 = 44 = Special NAILED NAILED NAILED 1 2-10- 11-8-8 I 18-3.4 26•PB 34-0.8 1 2-10-10 8.9.14 6-6-12 1 7-9-4 8-0-0 Plate Offsets (X.Y): f4:0-5-4.Ednel, f5:0-2-12,0-3-01, f7:0-5-5.Edael, f10:0-4-0.0-3-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.60 Vert(LL) -0.28 11-12 >787 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.63 11-12 >343 180 MT20H 165/146 BCLL 0.0 ' Rep Stress Incr NO WB 0.46 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 Code IBC2009lrP12007 (Matrix-M) Weight: 174 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-8-7 oc purlins, except BOT CHORD 2x4 DF No. 1&Btr G end verticals, and 2-0-0 oc puffins (6-0-0 max.): 2-4. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 13=962/0-5-8 (min. 0-1-8), 10=2267/0-5-8 (min. 0-2-7), 7=581/0-5-8 (min. 0-1-8) Max Harz 13=144(LC 6) Max Uplift7=-19(LC 6) Max Grav13=1022(LC 7), 10=2267(LC 1), 7=581(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. -OP CHORD 1-2=567/10, 2-3=-487/25, 3-4=-603/40, 4-5=0/739, 5-6=-457/37, 6-7=-1267/29, 1-13=1086/0 OT CHORD 12-18=0/733, 18-19=0/733, 19-20=0/733, 11-20=0/733, 9-25=0/576, 7-25=0/576, 7-26=0/1359 WEBS 3-12=-402/61, 3-11=287/29, 4-11=0/936, 4-10=-1610/0, 5-10=-755/45, 5-9=0/705, 6-9=-378/60, 1-12=01896 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding.�� 4) All plates are MT20 plates unless otherwise indicated. Q. 0 5) The Fabrication Tolerance at joint 4 = 8% ��. S�� 7� 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will �� 0 G� fit between the bottom chord and any other members, with BCDL = 10.Opsf. G) y 8) A plate rating reduction of 20% has been applied for the green lumber members. C 074486 A 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7. IX 10) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the E 12-31-13 Bottom Chord, nonconcurrent with any other live loads. 71r 11) Graphical purlin representation does not depict the size or the orientation of the purin along the top and/or bottom chord. 12) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 13) Special hanger(s) or other connection device(s) shall be provided at 0-2-7 from the left end sufficient to connect truss(es) (1 ply 2x4 DF) to front face of bottom chord. The design/selection of such special connection device(s) is the responsibility of others. O C 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). July 102013 ¢IllM&GAIS1EtME[Mandard WAWNG - Verify dm&gst €a ,Wn tem mad READ N07-M ON IRIS AND DVVLtXE7.AUTfiN PEFERENU PAGE A111-747d BEMR13V&V- Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the ` =� R erector. Additional permanent bracing of the overall structure is the responsibility of the buildbuilding designer. For general guidance regarding ,�J� j fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Qualify Criteria, DSB-89 and BCS] Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. ff-sas'them pine$Saar lumber is specified: t4—,,iergnv2ls aretbt el=active 06108/2013 byAL5CCitrus Heights, CA, 95610 Job Truss Truss Type Qty Ply R40055172 3418 B T1F HIP TRUSS 1 1 Job Reference (optional) r,-u s may la Cul3 m, I es InausLnes, Inc. i ue Jul U8 1a:34:2U Zul3 Page 2 1 D: J EIFAewaPpRQI6UXtXmRfEzKo7A-mw?5241 Panl36DL6unBFSyiLi49ZrR27DBwHp3yzj41 LOAD CASES) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-68, 2-4=-68, 4-8=-68, 13-18=-50(F=-30), 18-20=-90(F=-30), 20-21=-50(F=-30), 21-23=-90(F=-30), 10-23=-50(F=-30), 10-14=-20 ® WARMM - Vlif'g cdc_+ rrprr. ga¢a amt rrn trail READ AdLT7W ON TRIS AM II M:Xii M) AUTTIN Fa"ER W d9 PAW r 147*3 �3EaT`(il F M& Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component a responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the IYipE Nil' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality CrIteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. HSaudt=_rn: Pine:.jSPj lumber r?se design vatues am-thosa ei a tisre 06/01/2£11.3 by ALSC Citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply Ply R40055173 LbRef.rence 3418 B T1G Hip Truss 1 (optional) Inuumneb, " 1 ue jul ue I";d ;"'vl4 rage l ID:JEIFAewaPpRO16UXtXmRfEzKo7AiJ7sTmJg6OZmMVVVX?C DjYNnaGtpkJDDPhSPOuyyzj4? 140.8 20.12 1 2Cr8-12 { 34.0-B �52-8, 7-0-8 7-0-0 6.4.10 6A-10 7-2-12 1-2-0 Scale = 1:61.7 4.00 12 6x8 = 4x8 = 12 .� 11 „ 'V 10 9 „ 8 4x5 = 5x6 II 5x8 = 3x10 = 5x8 = 2x4 II l 7-0-8 140.8 20-52 26-312 340.8 7-68 7-0.0 6-4120 1 6-0-10 7-2-12 Plate Offsets (X,Y)i 14:0-4-0,0-3-01, f6:0-2-9.Edael, f9:0-4-0.0-3-01, f11:0-4-0.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.98 Vert(LL) -0.20 10-11 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.98 Vert(TL) -0.58 8-9 >702 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.99 Horz(TL) 0.15 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 173 lb FT = 20 % LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-8-10 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals, and 2-0-0 oc pudins (4-5-13 max.): 2-3. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 12=1570/0-5-8 (min. 0-1-11), 6=1611/0-5-8 (min. 0-1-11) Max Horz 12=-150(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1502/0, 2-3=-1971/0, 3-4=-2140/0, 4-5=-2966/0, 5-6=-3849/0, 1-12=-1511/0 BOT CHORD 11-14=0/1379, 14-15=0/1379, 10-15=0/1379, 10-16=0/2737, 9-16=0/2737, 9-17=0/3566, B-17=0/3566, B-18=0/3566, 6-18=013566 "JEBS 2-11=-606/54, 2-10=0/872, 3-10=0/285, 4-10=-952/11, 4-9=0/537, 5-9=-883/0, 5-8=0/393, 1-11=0/1565 ,DOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. �4�ESS/� 9 7) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the (> Bottom Chord, nonconcurrent with any other live loads. 'O� 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. J� �OO y 02�Z LOADCASE(S) Standard � G ^ 0744$6 rn * E 12-31-133 sT�rFC t aF July 10,2013 ® WAWI alG - Verify de%i parumtters and ii AD fti) a'W ON THIS AArD 1=LIiDP_n ltfiMK P.>I.'F i ''S PAGE f?Ff-747J .I3i3I'`S)f{i Lfsa -- Design valid for use only with MiTek connectors. This design 6 based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 4 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding �(L�� IMB' fe'k' fabrication, quality control, storage, defvery, erection and bracing, consult ANSI/TPII Quality Crfferia, OSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria. VA 22314. If5as,^t=a=m. pine QSD)Imnbe=is spes�ffiled, Ene drik iim uaWw"is thoseamine 0610212013 bV A L Si: Citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply R40055174 �J.bRfrence 3418 B T1H HIP TRUSS 1 1 (optional) BMC, Indio, CA - 92203 4-6-1 4-4-8 3-0.0 7-0-10 4.o0 12 4x4 = 6x8 = 4x4 7.420 s May 10 2013 M7ek Industries, Inc. Tue Jul 09 18:3423 2013 7-0-10 7-10-12 c Ii w V 6x10 MT20H = 7x10 = 3x4 = 5x8 = 2x4 I I 4x6 9-0.8 12-0.8 19-1-2 } 26.1-12 34-0.8 9 30.0 7-410 7-0.10 7-10-12 Scale: 3/16"=l' LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.54 Vert(LL) -0.26 12-13 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.93 Vert(TL) -0.64 9-10 >631 180 MT20H 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.89 Horz(TL) 0.15 7 n/a n/a BCDL 10.0 Code IBC2009frP12007 (Matrix-M) Weight: 184 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. t&Btr G TOP CHORD Structural wood sheathing directly applied or 3-0-7 oc purlins, except BOT CHORD 2x4 DF No. 1&Btr G end verticals, and 2-0-0 oc puriins (5-2-11 max.): 3-4. WEBS 2x4 OF Stud G *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W1: 2x4 DF No.1&Btr G WEBS 1 Row at midpt 5-11, 2-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation side. REACTIONS (lb/size) 13=1642/0-5-8 (min. 0-1-12), 7=1660/0-5-8 (min. 0-1-12) Max Harz 13=-157(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1613/0, 3-4=-1489/0, 4-5=-1916/0, 5-6=-2920/0, 6-7=-3800/0 BOT CHORD 13-17=0/1070, 17-18=0/1070, 18-19=0/1070, 12-19=0/1070, 12-20=0/1733, 11-20=0/1733, 11 -21 =0/2695, 21-22=0/2695, 10-22=0/2695, 10-23=0/3531, 9-23=0/3531, 9-24=0/3531, 7-24=013531, 7-25=0/2706 VEBS 2-12=0/725, 3-12=0/315, 4-12=-699/28, 4-11=01787, 5-11 =-1 178/0, 5-10=0/571, 6-10=-892/7, 6-9=0/375, 2-13=-1651/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. It; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASES) Standard 4��FESSIpN 1�c�w oil Soo �jFZ v�C .074486rn 12-31=13 r/* July 10,2013 jk kFsr& - Ve€ if'rq d-%fgsa par-zam&eyw marl kraD Ard8 W ON 771IS BiYsk !%i Lt3LiF t) liii7lsfC RPFER E PAW Af71-14'73 t§P.Mfa'is WE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. �F Applicability of design parameters and proper incorporation of component B responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the �{ /� {� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Md tT er�- fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available able from TruPlate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. PfSaifle-pine$ lsrmbes is saesifi im. e.design,Vakres xaeShare efiessroe DG/W/201.3 tgAISC Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply R40055175 3418 B T11 Hip Truss 1 1 �J,bRiaferarice(optioruili BMC, Indio, CA-92203 7,420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:34:24 2013 Page 1 I D: J EI FAewaPpRQ 16UXtXmRfEzKo7A-fhFctSLweOpUbgev7dFBdosxjh Wpn7ei8luVxgyzj 3z 23-6-0 7-3-15 13-9-12 21.6.0 23-4-0 5 6-0 33-2� 39 8,1 47-0-0 4 -2 7-315 6-5-13 7-8-4 1-10-0 1-10-0 7-BA 6-513 7-3-15 -2-0 0-4-0 Scale = 1:84.5 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 4.00 12 5x8 = 5x8 % 3x6 4X6 = 19 18 2u 17 To 21 15 2"2 23 24 14 25 13 Zu 12 27 4X8 2x4 11 6x8 WB = 5x6 = 5X8 = 5x8 = 2x4 11 n M 6 -- 10.113 9-2$113 27 3B1 70. r �2 111 S137515 I 7 Plate Offsets (X,Y): 13:0-4-0,0-3-41, 14:0-4-0.0-1-121. I5:0-4-0,0-2-01. 18:0-4-0,0-3-41. 113:0-4-0,0.3-01, f14:0-4-0,0-3-01. 116:0-1-12.0-3-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.92 Vert(LL) -0.23 12-13 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.94 Vert(TL) -0.56 12-13 >712 180 BCLL 0.0 Rep Stress Incr NO WB 0.99 Horz(TL) 0.10 10 n/a n/a BCDL 10.0 Code IBC2009rrP12007 (Matrix) Weight: 228 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied, except BOT CHORD 2x4 OF No.1&Btr G 2-0-0 oc purlins (10-0-0 max.): 5-6. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 5-1-11 oc bracing. WEBS 1 Row at midpt 4-15, 8-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 1=125/0-5-8 (min. 0-1-8), 17=2801/0-3-8 (min. 0-3-3), 10=1387/0-5-8 (min. 0-2-1) Max Horz 1=-89(L,C 15) Max Uplift 1 =-446(LC 20), 17=-B(LC 9), 10=-546(LC 12) Max Grav 1=631(LC 21), 17=2976(LC 8), 10=1943(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. OP CHORD 1-2=-121311696, 2-3=-590/2006, 3-4=-948/462, 4-5=-173/357, 5-6=-83/320, 6-7=-210/392,7-8=-21781790,8-9=-3497/1170,9-10=-4841/1544 30T CHORD 1-19=-1622/1182,18-19=-1440/956,18-20=-1214/729,17-20=-841/522,16-17=-1518/240, 16-21 =-1 506/228, 1521=-1420/143, 15-22=0/678, 22-23=-71/795, 23-24=-75/818, 14-24=-293/1036, 14-25=-246/2472, 13-25=-608/2833, 13-26=-602/3830, 12-26=-975/4049, 12-27=-1020/4275, 10-27=-1428/4457 WEBS 2-18=0/406, 2-17=-1032/19, 3-17=-2517/90, 3-15=-31/2310, 4-15=-1198/101, 8-14=-1070/21, 8-13=0/542, 9-13=-930/30, 9-12=01398, 4-7=-1642/235, 4-14=-54/1128 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 17 except Qt=lb) 1=446,10=546. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) This truss has been designed for a total drag load of 3000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 47-0-0 for 63.8 plf. 10) Graphical purfin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard 4?,OFESS/0 CID SQO�j LU v C 074486 rn * EX 12 31 13 OFC.A� � July 10,2013 ®WARM.W-Yerifyd>sigxnpm-axmet:zrsY=dREAD dvrfrMON7WISAMiKLUDM' AUTEK?EFERE CEFAGEIPa3-747J.BBi' REiaSP Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mw Qk.. fabrication, quality control, storage. delivery, erection and bracing, consuh ANSI/TPI1 QuaBty Criteria, DSB-89 and BCSI Building Component T777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 '.f5auiesem.Fine $SF) fumie*is $msif�eti€.t1xn alecigas xraiues xsn:xinasa;ef'�-tive 06f11§ f2.�J13 t y.AIS Job Truss Truss Type Qty Ply R40055176 3418 B T1J SPECIAL TRUSS 2 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc Tue Jul 09 18:34:25 2013 Page 1 ID:JEIFAewaPpRQ16UXtXmRfEzKo7A-7up SnLYPJXLD_DGgLmQ90PBF5sFWnpsNPe2TGyzj3y 8-4-12 13-9-12 16.35 23-Cr0 28-6-0 33,15 39.1-11 47-0.D 2 8412 SSO 2-59 7-2-11 5-0.0 4-9-5 510-6 7-10.5 -2-0 Scale = 1:81.4 4.00 12 5x6 = la 17 16 -- - -- -- -- - 13 -- 12 -- 4x6 = 2x4 II 7x10 = 7x10 = 4x4 = 44 =4x4 = 6x8 = 2x4 11 4x6 4x4 = — _ 8-4-12 1 13.9.12 F 23�r0 33-3.5 39-1-11 47-0.0 B-4-12 SSO 38� 9.9.5 S10$ 7-145 Plate Offsets (X,Y): f3:0-3-0.0-3-01 110:0-2-5.Edoel fl3:0-3-12 0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.61 Vert(LL) -0.37 16-17 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.92 Vert(TL) -0.66 16-17 >603 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.55 Horc(TL) 0.07 10 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix-M) Weight: 234 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-3-14 oc puffins. BOT CHORD 2x4 DF No. 1&Btr G 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. B4: 2x6 OF No.2 G WEBS 1 Row at midpt 4-17, 6-16 WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer I stallation guide. REACTIONS (lb/size) 1=165/0-5-8 (min. 0-1-8), 17=2946/0-3-8 (min. 0-3-2), 10=1500/0-5-8 (min. 0-1-10) Max Horz 1=-91(LC 6) Max Uplift 1=-58(LC 8) Max Grav 1=338(LC 17), 17=2946(LC 1), 10=1500(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1276/857, 2-3=0/1475, 3-4=0/1482, 4-5=-1085/0, 5-6=-1052/0, 6-7=-2552/0, 7-8=-2498/0, 8-9=-2565/0, 9-110=3290/0 OT CHORD 1-25=-80/1452, 1-26=-778/4, 18-26=-778/4, 18-27=-778/4, 17-27=-778/4, 17-28=-379/49, 28-29=-379/49, 29-30=-379/49, 16-30=-379/49, 15-16=0/1609, 15-31 =0/1 609, 31-32=0/1609, 32-33=0/1609, 33-34=0/1609, 14-34=0/1609, 13-14=0/1609, 13-35=0/3047, 12-35=0/3047, 12-36=013047, 10-36=0/3047, 10-37=0/2543 WEBS 2-18=0/381, 2-17=-835/15, 4-17=-2383/0, 4-16=0/1673, 5-16=01290, 6-16=-1069/0, 6-13=0/1246, 7-13=-359/61, 9-13=-748/39, 9-12=0/344 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. ill; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=.1.00 plate grip DOL=1.00 t�FEsf 3) 180.O1b AC unit load placed on the bottom chord, 28-6-0 from left end, supported at two points, 5-0-0 apart. Q� 0 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �l 5) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will �� 0� y 0. �iji fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. C3 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1. r C 074486 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. * E . 12-31-13 LOAD CASE(S) Standard July 10,2013 €9 - Verify &-nign raaranz&ery andR&W hV fS Off 77118 AM jrMULVDED MISK fr.FF'Fa'Lsr" WE PAGE bfff-7473 19 'EfY,rW IhER Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is esponsibilrty of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsiUllity of the IMF I M{ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mr%k- fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Crffeda, DSB-89 and BCSI Bonding Component 7777 Greenback Lane, Suite 109 Safety Intormanon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Pf 5oL7?t=m.Dane D)Iumbec is 3sec, fied., t4ades-::-;n.vaJ;res ase those, ef<e.twe 06101/243.3 byALSi' Citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply R40055177 �Job 3418_8 TiK SPECIAL TRUSS 5 1 Reference (optional) 8-4-12 5-5-0 ' 2-59 ' 7-2-11 4.00 12 6x6 = 6 1.4eu 5 may ru cut o Mi i eK inousnes, inc. i ue uor ue ra:m:zr zu1J 5-0-0 4-9-5 510-6 7-10-5 Scale = 1:83.0 ro 10 11 4X4 = 4X4 =4X4 = 14 -- 13 aXs = 2x4 II 7x10 = 7x10 = 6X8 = 2x4 II 416 — axa = 8-4-12 139-12 i 23-6-0 3335 39-1-11 47-40 8412 S .0 9-8-4 9.9-5 510 6 7-10.5 t LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.61 Vert(LL) -0.37 17-18 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.92 Vert(TL) -0.66 17-18 >603 180 BCLL 0.0 Rep Stress Incr NO WB 0.55 Horz(TL) 0.07 11 n/a n/a BCDL 10.0 Code IBC2009/1-P12007 (Matrix-M) Weight: 236 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-3-14 oc purfins. BOT CHORD 2x4 DF No. 1&Btr G *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. B4: 2x6 OF No.2 G WEBS 1 Row at midpt 5-18, 7-17 WEBS 2x4 OF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS (lb/size) 11=1500/0-5-8 (min. 0-1-10), 18=2943/0-3-8 (min. 0-3-2), 2=250/0-5-8 (min. 0-1-8) Max Horz 2=-87(LC 6) Max Uplift2=67(1-C 5) Max Grav 11=1500(LC 1), 18=2943(LC 1), 2=375(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1316/860, 3-4=0/1473, 4-5=0/1479, 5-6=-1086/0, 6-7=-1053/0, 7-8=-2553/0, 8-9=-2499/0, 9-10=-2566/0, 10-11=-3290/0 OT CHORD 2-26=-22/1471, 2-27=-780/3, 19-27=-780/3, 19-28=-780/3, 18-28=-780/3, 18-29=-377/49, 29-30=-377/49, 30.31=-377/49, 17-31=-377/49, 16.17=0/1609, 16-32=0/1609, 32-33=0/1609, 33-34=0/1609, 34-35=0/1609, 1535=0/1609, 14-1 5=0/1 609, 14-36=0/3048, 13-36=0/3048, 13-37=0/3048, 11-37=0/3048, 11-38=0/2543 WEBS 3-19=0/379, 3-18=-826/14, 5-18=-2381/0, 5-17=0/1672, 7-17=-1069/0, 6-17=0/290, 7-14=0/1246, 8-14=359/61, 10-14=-748/39, 10-13=0/344 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 QI.S$j 3) 180.01b AC unit load placed on the bottom chord, 28-6-0 from left end, supported at two points, 5-0-0 apart. �e� ii)ij9 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q rJ��/�/ 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will O� Q fit between the bottom chord and any other members, with BCDL = 10.Opsf. 2 - 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. C 074486 � 8) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. *EX. 12-31-13 LOAD CASES) Standard OFC July 10,2013 I&fi • V-ifg dmkjn narmnetem =d REO N07W ON 7 IS gRiit PAW 1597-7473 II ' `GRE VSR5 Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown I for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the msponsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Welk' fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/1PIl Quality Criteria, DSB-89 and BCSI Bunding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 372, Alexandria, VA 22314. Citrus Heights, CA, Lane, S if fxeuti--Pine(Sp}:!—bo is sp Wffied,-t?�design. ualuem ara.tj gef ,-t'r 06f-D1f2013 LyA SC Job Truss Truss Type Oty Ply R4005517e 3418 B T1L Hip Truss 1 1 Job Reference o tional r.ccu s may ru cuia mi i ex rnausnes, mc. i ue dim ua sssa:zs zoia rage 1 ID:JEIFAewaPpR016UXtXmRfEzKo7A-YTU7jpORiEJw4RyhMTK7ne1 ialthjyl 13Nsj4byzj3v 1-2- 7-315 139-12 17.10.14 22-0.0 250.0 2B.1-2 332-4 3948-1 47- 10 2- -2- 7-315 SS13 41-2 41-2 30.0 41.2 41-2 6-513 7-315 -2-0 Scale = 1:86.1 4.00 F12 6x8 = 5x6 = r 7 8 46 = 20 19 21 18 22 23 24 17 25 16 26 27 28 15 29 14 30 4x6 _ 2x4 17x10 = 4x6 = 7x10 = 7x10 = 2x4 II 7-315 139-12 1 22-0-0 F 25.0.0 4 39-8-1 47-0-0 7-315 1113 124 30.0 132 8.2.4 6513 7.315 i Plate Offsets (X.Y): 14:0-3-0.0.3-11. 110:0-3-0.0-3-01, f15:0-4-0.0-3-81 116:0-4-8.0-3-81 118:0-4-0.0.3-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.61 Vert(LL) -0.26 15-16 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.94 Vert(TL) -0.65 15-16 >609 180 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(TL) 0.09 12 n/a n/a BCDL 10.0 Code IBC2009/fP12007 (Matrix) Weight: 241 lb FT = 20% LUMBER TOP CHORD 2x4 DF N0.18Btr G BOT CHORD 2x4 DF No.18Btr G WEBS 2x4 DF Stud G BRACING TOPCHORD BOTCHORD WEBS REACTIONS (lb/size) 2=196/0-5-8 (min. 0-1-8), 18=2945/0-3-8 (min. 0-3-2), 12=142010-5-8 (min. 0-1-8) Max Horz 2=-8i(LC 6) Max Uplift2=-56(LC 8) Max Grav2=357(LC 16), 18=2945(LC 1), 12=1420(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. -DP CHORD 2-3=13/768, 3-4=0/1536, 4-5=0/1543, 5-6=0/1515, 6-7=-758/64, 7-8=-1047/53, 8-9=-1142/48, 9-10=-2343/9, 10-11=-2372/0, 11-12=3256/0 OT CHORD 2-20=-689/85,19-20=-689/85,19-21=-689/85,18-21=-689/85,17-25=0/699, 16-25=0/699, 16-26=0/1568, 26-27=0/1568, 27-28=0/1568, 15-28=0/1568, 15-29=0/3007, 14-29=0/3007,14-30=0/3007,12-30=0/3007 WEBS 3-19=0/394, 3-18=-987/0, 5-18=-368/65, 6-18=-2438/0, 6-17=0/1291, 7-17=-870/0, 7-16=0/936, 9-16=-925/25, 9-15=0/1077, 10-15=-356/64, 11-15=-886/5, 11-14=0/387 Structural wood sheathing directly applied or 3-1-4 oc purtins, except 2-0-0 oc purlins (6-0-0 max.): 7-8. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 6-18 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20 % has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASES) Standard g?,oFESSlp So©n, L U C 074486 rn July 10,2013 ® WAR .fi a -Verify cd_ i9n Taaran wt s =d READ li nISS ON THIS AND I=j-r II ED ANT SK REFEREMZ PAGE US& -- Design valid for use only with MiTek connectors. This design's based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardiMw e .. ng fabrication, quality control, storage, delivery, erection and bracing. consult AN51/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. ?fsoutSe_m Dina ;vmb+ 5ssAacdilud. th.Q:s#Spgn>v luwarethose -.tine 06PI/.2013 isyALSC Citrus Heights, CA, 95610 Job Truss Truss Type Oily Ply R40055179 Lb 341 B_B T1 M Hip Truss 1 1 Reference (optional) V.6' m0l0, l:A - azzu3 /.4zu s May lU zulj MI I ex Inamines, inc. rue Jul Ua 1a:34:2a Zu13 I -age 1 ID:JEIFAewaPpRO16UXtXmRtEzKo7A-=Vx9P3TYRnibXtvArMKsZt8iDxSODRl1 cGc2yzj3u 139.12 2ID 0- 0 27-0.0 332-4 39-8-1 47-0.0 2 -2 7-315 SS13 S2� 7-0.0 6.2-4 SS73 7-315 -2-0 Scale = 1:86.1 4.00 12 6x8 = 5x6 = 4x6 = zu 19 - n 18 17 12 23 1b 24 20 It, 26 27 14 28 13 29 44. — i 13-94 II 7x1q WB = 5x6 = 5x8 = , 5x8 = 2x4 II 7-315 13r 912 I 20.7-0 1 2Cr5-0 i 332-0 3n$l 47-0.0 l 7-315 6513 S9-0 510.0 6-9-4 6-513 7-315 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.62 Vert(LL) -0.19 11-13 >999 240 MT20 2201195 TCDL 14.0 Lumber Increase 1.25 BC 0.94 Vert(TL) -0.51 14-15 >773 180 BCLL 0.0 Rep Stress Incr NO WB 0.91 Horz(TL) 0.09 11 n/a n/a BCDL 10.0 Code IBC2009/7PI2007 (Matrix) Weight: 224 lb FT = 20% LUMBER' TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G BRACING TOP CHORD BOT CHORD WEBS REACTIONS (lb/size) 2=248/0-5-8 (min. 0-1-8). 18=2799/0-3-8 (min. 0-3-0), 11 = 1410/0-5-8 (min. 0-1-8) Max Harz 2=-74(LC 6) Max Uplift2=-56(LC 5) Max Grav2=376(LC 16), 18=2799(LC 1), 11=1414(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. -OP CHORD 2-3=75/646, 3-4=0/1269, 4-5=0/1394, 5-6=-672/76, 6-7=-1259/50, 7-8=1391/47, B-9=-2267/0, 9-10=-2340/0, 10-11=-3244/0 OT CHORD 2-20=-574/76,19-20=-574/76,19-21=-574/76,18-21=-574/76, 17-18=-1261/0, 17-22=-1261/0, 22-23=-1261/0, 16-23=1261/0, 16-24=0/490, 24-25=0/490, 15-25=0/490, 15-26=0/2150, 26.27=0/2150, 14-27=0/2150, 14-28=0/2995, 13-28=0/2995, 13-29=0/2995, 11-29=0/2995 WEBS 3-19=0/399, 3-18=-998/0, 5-18=-2276/0, 5-16=0/2227, 6-16=-1065/0, 6-15=011113, 8-15=-1072/0, 8-14=0/556, 10-14=-904/0, 10-13=0/394 Structural wood sheathing directly applied or 3-1-1 oc puffins, except 2-0-0 oc purlins (5-6-2 max.): 6-7. Rigid ceiling directly applied or 5-11-5 oc bracing. 1 Row at midpt 8-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. It; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, noncencurrent with any other live loads. 9) Graphical purlin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. LOAD CASE(S) Standard QROF ESS/pN ��ctti o� SODN 0, - ti LU C.074486 rn , *\ �2731-13 1* , July 10,2013 ®1diAP ING - VeriA design pw-anzeters =d PEAD 3s1t7' rZ ON 7VIS AM O £;UUBO 7dt't W fiUf3S2S E PAW Iffl-7 n rJ E3F.MIM, (&SE: Design valid for use only with Wek connectors. This design is based only upon parameters shown, and is for on incividual building component. Applicobirity of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the IYI�i �. _ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexondda, VA 22314. Citrus He' tf-Satrrt rem: Dine fSPI lumbes ig; yuetified: ti:=-.Qes gn values ale :haste eFa:;tius PSff!_ fZ323 bvA15C Heights, CA. 95610 Job Truss Truss Type Qty Ply R40055180 34 18B T1N HIP TRUSS 1 1 Job Reference (optional) 6-6-12 5-8-10 58-10 5-6-0 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. ""u s may is zula MI i ex inaussnes, Inc. I ue Jul us 1B:34:31 zo13 Page 1 ID:JEIFAewaPpRQ16UXtXmRfEzKo7A-y2AFLrQJ79hVxvhF1 btgPHfFzVyBwK6klL5Nh 5-6-0 58-10 58-10 6-6-12 4.00 12 6x8 = 3x6 = 6x8 = 5 6 7 Scale = 1:86.1 -- co ro c/ 17 1- co Ga -ice- 01 u 33 14 J4 3, 3a 13 3/ 1z 35 316 = 6x8 = 5x8 = 5x6 = 6x8 = 3x6 = 4x8 = 4x8 = 13-8.0 ,i N 1 � M 396 7.313 3-8.0 1 20.33 258-13 332-8 39-8-3 47.0.0 7313 6-4-3 0. -8 6-511 6-511 SS11 SS11 7-313 Plate Offsets (X,Y): f4:0-4-0.0-3-01, f8:0-4-0,0-3-01. 115:0-3-4.0-3-01. 116:0-2-8 0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.23 12-13 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.76 Vert(TL) -0.55 12-13 >721 180 BCLL 0.0 Rep Stress Incr NO WB 0.82 Horz(TL) 0.08 10 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix-M) Weight: 224 lb FT = 20 % LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G BRACING TOP CHORD BOT CHORD WEBS REACTIONS (lb/size) 2=198/0-5-8 (min. 0-1-8), 17=2937/0-3-8 (min. 0-3-5), 10=1420/0-5-8 (min. 0-2-1) Max Harz 2=68(LC 13) Max Uplift2=-438(LC 20), 17=-12(LC 9), 10=-507(LC 12) Max Grav 2=665(LC 21), 17=3090(LC 8), 10=1953(LC 20) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1042/1834, 3-4=-650/1542, 4-5=-185/1844, 56=-796/319, 6-7=-1912/484, 7-8=-3104/781, 8-9=-4214/1030, 9-10=-4727/1418 10T CHORD 2-25=-371/1100, 2-26=-1745/1069, 18-26=-1580/844, 18-27=-1883/620, 17-27=-1511/413, 16-17=-318/411,16-28=-305/397,15-31=0/1145,31-32=-69/1290,32-33=-72/1290, 14-33=-279/1497, 14-34=-166/1913, 34-35=-332/2067, 3536=-337/2079, 13-36=-538/2285, 13-37=-566/3211, 12-37=-937/3376, 12-38=-935/4141, 10-38=-1266/4420, 10-39=-479/2837 WEBS 3-18=-405/73, 4-18=0/839, 4-17=-689/64, 5-17=-2806/76, 5-15=-63/1507, 6-15=-1354/157. 6-14=-105/917, 7-14=-613/180, 7-13=0/918, B-13=-624/80, 8-12=-24/763,0-12=365/83 Structural wood sheathing directly applied or 2-10-2 oc puffins, except 2-0-0 oc puffins (4-8-15 max.): 5-7. Rigid ceiling directly applied or 4-9-13 oc bracing. 1 Row at midpt 5-17, 6-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Ezp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 17 except Qt=lb) 2=438,10=507. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) This truss has been designed for a total drag load of 3000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from D-0-0 to 47-0-0 for 63.8 plf. 10) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 0q, ,OFESSI. S00 � v C 074486 rn * EX 12-31-13 OFr Inly 1f1 7/11A Continued on Dage 2 WlIWANG - Verify cfe_arsga paramez ern and READ h rTES ON TVIS AND LW[,UDR0.N, 'P.EFF-REMBPAC-Elffl-7473.BEF'OIWME. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. �f Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Applicability for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the ■ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding j fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Ysar.K?tam Pine(Sm. P1Iuba- is3,esfied: 1; .designvalues am thaaeeree-tine 05f-03f2g32.3 bVALSC' Job Truss Truss Type Qty Ply R40055180 3418 B T1N HIP TRUSS 1 1 Job Reference (optional) r.azu s may lU zul s mi I el(maustnes, Inc. rue JUI 09 18:34:31 2013 Page 2 ID:JEIFAewaPpRO16UXtXmRfEzKo7A-y?AFLrQJ?9hVxvhF1 btgPHfFzVyBwK6kIL5Nhwyzj3s LOAD CASE(S) Standard ® WARNING - Verify Glee ign parametey s anal RFA€i NOTES ON 2711E AAM fA'i;6,UDED 112TEK R.Ef£rUME PACE P91.747a EiFY RV JJR& Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardMwe,. ing fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI BuBding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. ifsaLrtmzm PEr ¢5fij;tvrobe?: isr'Pecified, tie design values are those afe:t-We offZ2,j20? 3 byA1.5C Citrus Heights, CA, 95610 Job Truss Truss Type PlyR40055181341 T kB - T10 Hip Truss 1 Job Reference tional rnm0, s.v. - wzzw 7,420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:34:33 2013 Page 1 ID:JEIFAewaPpRQ16UXtXmRfEzKo7A-uQIOmXSZWnxDADge80vlUikZHJbVOBx1 DfaTtpy2;N 51i0 10.1-14 16-0-0 23-Cr0 31-0-0 36-10.2 41-Cr0 47-0-0 8-2- 51i0 4-7-14 512 7$0 71i0 5-10-2 4-7-14 5�r0 -2-0 Scale = 1:82.9 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 6x10 MT20H = 4.00 12 3x6 = 12x18 4x6 = r� io ca 17 ci cc io Zszgzo 10 Zo z/ 14 ZO 13 29 46 = 3x6 = 8x12 MT20H = 5x6 = 5x6 = 3x6 = 5x8 = 7-4-Z 13.10.12 20.39 26.8.7 33-114 39-7-9 47 0.0 1-17 6.6-5 6413 6413 6-413 6 6.5 7-4-7 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code IBC2009/TPI2007 LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&BtrG WEBS 2x4 DF Stud G CSI DEFL in (loc) I/deft Ud TC 0.61 Vert(LL)-0.1811-13 >999 240 BC 0.90 Vert(TL)-0.4813-14 >819 180 WB 0.99 Horz(TL) 0.07 11 n/a n/a (Matrix) BRACING TOP CHORD BOT CHORD WEBS REACTIONS (lb/size) 1=-9/0-5-8 (min. 0-1-8), 17=3040/0-5-8 (min. 0-3-5), 11=1347/0-5-8 (min. 0-1-12) Max Horz 1=-69(LC 6) Max Uplift 1 =-397(LC 20), 11=-243(LC 12) Max Grav 1=269(LC 21), 17=3104(LC8), 11=1615(LC 20) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 'OP CHORD 1-2=-546/1488, 2-3=-358/1482, 3-4=104/2046, 4-5=-494/198, 5-6=-1631/240, 6-8=-1529/258,8-9=-2546/392,9-10=-3481/470,10-11=-3917/634 OT CHORD 1-19=-1429/571,18-19=-1315/457,18-20=-1607/311,17-20=-1420/205,17-21=-962/139, 21-22=-873/38, 16.22=-936/114, 16-23=0/1123, 23-24=-2/1147, 24-25=-3/1147, 15.25=-105/1249, 15-26=-64/1898, 26-27=-65/1911, 14-27=-165/1999, 14-28=-175/2726, 13-28=-362/2913, 13-29=-456/3527, 11-29=-570/3619 WEBS 2-18=-433/67, 3-18=0/668, 3-17=-736/42, 4-17=-2635/0, 4-16=-3/1824, 5-16=-1449/93, 5-15=-20/813,8-15=-636/117,8-14=0/652,9-14=-641/50,9-13=0/608, 10-13=-332/69 PLATES GRIP MT20 220/195 MT20H 1651146 Weight: 217 lb FT = 20% 19 2 t2 I� 0 Structural wood sheathing directly applied or 3-1-5 oc purlins, except 2-0-0 oc purlins (4-8-0 max.): 4-8. Rigid ceiling directly applied or 5-2-11 oc bracing. 1 Row at midpt 4-17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) except (jt=lb) 1=397, 11=243. 9) This truss has been designed for a moving concentrated load of 250.011b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 47-0-0 for 31.9 plf. 11) Graphical purlin representation does not depict the size or the orientation of the purin along the top and/or bottom chord. 4�o�Essroti SQ Qtl! 0 �F2 Of C 074486 * E 12-31-13 CS,�r� flF C Inly 1T1 7r111 LOAD CASES Standard idrltRKNG - W ify d saig. pttra.&, s a. d Rr AD KMiaS OIL TRI S AAID lisr%`!';{MEDB t#€ ITW REFER M, E PAGE Iffl-747d ffFFORir iF-& � Design valid for use only with MTek co nnectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, i of the `. __ erector. Additional permanent bracing of the overall structureis the responsibility of the building designer. For general guidance regarding �'zlR ! �( fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Sas.Tham Pine luanbet issppsified, toe-desiPa 1ism those effectme 0£fal/21333 byA15C Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply R40055182 LbRf.ren. 3418 B TIP Hip 1 1 eo i nal 81MC, In01o, CA - 92203 7.420 is May 10 2013 MTek Industries, Inc. Tue Jul 09 18:34:34 2013 Page 1 ID:JEIFAewaPpRO16UXtXmRfEzKo7A-McsO sSBH434oMPgikRXlvHjXjwa7fQBSJJ11Fyzj3p 7-51 1400 20.10.0 27-6-0 2 0 32-4-0 39.2.15 47-0-0 2 7-51 6fr15 6-10-0 610.0 0-6- 4-0-0 6.10.15 7-9-1 -2 Scale = 1:84.5 6x10 MT20H = 4.00 12 6x8 = 5x8 = 6x8 = 5x6 = 416 = 17 t6 18 15 19 14 20 13 21 12 22 11 23 4x6 = 2x4 II 7x1D = 5x6 = 4x6 = 6x12 = 2x4 II 7-51 13.10. 2 14 20. -8-0 32-4-0 39-2-15 47-0-0 7-51 SS11 0. -4 6-t0A 6-10-0 48-0 6-10.15 7-31 Plate Offsets (X.Y): f3:0-5-4.Edgel, f14:0-3-0,0-3-41, f15:0-4-8 0-3-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) -0.22 9-11 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.97 Vert(TL) -0.55 9-11 >710 180 MT20H 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.91 Horz(TL) 0.08 9 n/a n/a BCDL 10.0 Code IBC2009frP12007 (Matrix) Weight: 221 lb FT = 20% LUMBER TOP CHORD 2x4 OF No.1&Btr G BOT CHORD 2x4 OF No.1&Btr G WEBS 2x4 OF Stud G BRACING TOP CHORD BOT CHORD WEBS REACTIONS (lb/size) 1=29/0-5-8 (min.0-1-8), 15=2865/0-5-8 (min. 0-3-1), 9=1300/0-5-8 (min. 0-1-8) Max Horz 1=-62(LC 6) Max Uplift 1 =-1 89(LC 8), 9=-1(LC 4) Max Grav 1=265(LC 16), 15=2865(LC 1). 9=1324(LC 8) -ORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. OP CHORD 1-2=-13/1036, 2-3=0/1794, 3-4=0/1646, 4-5=-1602/30, 56=-1531/13, 6-7=-1793/21, 7-8=-1963/10, 8-9=-2951/0 dOT CHORD 1-17=-944/65, 16-17=-944/65, 16-18=-944/65, 15-18=-944/65, 15-19=0/548, 14-19=0/548,14-20=0/548,13-20=0/548,13-21=0/1619,12-21.=0/1619,12-22=0/2716, 11-22=0/2716, 11-23=0/2716, 9-23=012716 WEBS 2-16=0/407, 2-15=-1067/1, 3-15=-987/18, 4-15=-2467/0, 4-14=0/387, 4-13=0/1325, 5-13=-639/33, 7-12=0/281, 8-12=-990/0, 8-11=0/411, 5-12=-320/47, 6-12=-27/608 Structural wood sheathing directly applied or 3-2-7 oc purlins, except 2-0-0 oc pudins (4-9-11 max.): 3-5, 6-7. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 1-16,15-16. 1 Row at midpt 4-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9 except Qt=1b) 1=189. 9) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) Graphical purlin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. LOAD CASE(S) Standard �Q'g'OFESSIO SQo/`/ 2 L U C 07448 * EX 12 31 13 'OFGA July 10,2013 ® WP.W,NG - Verify d,%ijn par=zsteY-s =d RrAD %Ci?y.,5 ON IRIS BftrSv INrL rdilM rfflT€3h. ,f".> rFR-r PXE PAGE 1877-7473 BE OR6 [W£ -- Design valid for we only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction a the responsibility of the MR erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTekE fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Bullding Component 7777 Greenback Lane, Suite 109 Safety Informaitoll available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. -1f Sou�rn. Dina be —is specified,rlSe Uesia vsilx -are 2ho;aefacerve O6102/2013 byA SC Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply R40055183 3418 B T10 Hip 1 1 Job Reference (optional) .,,.... ,,, .. �..�,.,. may , rage ID:JEIFAewaPpRQ16UXtXmRfEzKo7A-gpPmBCTg2OBwOW 1GRymZ7puO7HZs9MKgz3aghy43o SS1 12-0-0 1&10.0 258-0 30.512 34-4-0 40.2-15 47-0-0 2 6-51 56.15 6140 6-10-0 0-8- 41.12 M3 110.15 6-31 -2- Scale = 1:84.5 N O 6x10 MT20H = 4.00 F12 6x8 = 5x8 = 6x8 = 3x6 = 5x6 46 = 20 19 21 18 22 17 23 16 24 15 14 25 26 13 27 12 28 4x6 = 2x4 II 5x6 _ 46 _ 5x6 = 46 = 7x10 = 20 II 3x10 = LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/rP12007 CSI TC 0.70 BC 0.86 WB 0.74 (Matrix) DEFL in (loc) I/deft Ud Vert(LL) -0.21 13-14 >999 240 Vert(TL) -0.61 13-14 >648 180 Horz(rL) 0.08 10 n/a n/a PLATES GRIP MT20 220/195 MT20H 165/146 Weight: 225 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3-4-13 oc puffins, except BOT CHORD 2x4 DF No.1 &Btr G 2-0-0 oc puffins (4-6-9 max.): 3-5, 6-8. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 5-6-11 oc bracing. WEBS 1 Row at midpt 4-17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=21/0-5-8 (min. 0-1-8), 17=2868/0-5-8 (min. 0-3-1), 10=1305/0-5-8 (min. 0-1-8) Max Horz 1=-55(LC 6) Max Upliftl=-199(LC 8) Max Grav 1=261(LC 18), 17=2868(LC 1), 10=1325(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. `7P CHORD 1-2=-29/1002, 2-3=0/1517, 3-4=0/2009, 4-5=-1578/24, 5-6=-1716/15, 6-7=-1647/14, 7-8=-2062/0, 8-9=-2230/0, 9-10=-3013/0 )T CHORD 1-20=-917/75, 19-20=-917/75, 19-21=-917/75, 18-21=-917/75, 18-22=-1403/0, 17-22=-1403/0, 17-23=-3/342, 16-23=-3/342, 16-24=-2/343, 15-24=-2/343, 1525=0/1606, 14-25=0/1606, 14-26=0/1997, 13-26=0/1997.13-27=0/2781, 12-27=0/2781, 12-28=0/2781, 10-28=012781 WEBS 2-19=01394, 2-18=876/0, 3-18=0/496, 3-17=-1400/0, 4-17=-2654/0, 4-16=0/362, 4-15=0/1531, 5-15=-872/0, 6-14=0/362, 8-13=0/386, 9-13=-776/12, 9-12=0/372, 7-14=-533/6, 514=-155/436 NOTES 1) Unbalanced roof live loads have been considered for this design. pFESS!Q�j 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 DOL=1.00 Q plate grip 3) Provide drainage to adequate prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 000 5) This truss has ,r� been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 6-0 tall by 1-0.0 wide will 86 WC� C 74�rri fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. E 12-31-13 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 1=199. * 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. ci1N 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 41F OF C. LOAD CASE(S) Standard July 10,2013 Yerif'ti design {sararrmtera and PEAD ffnW ON 7WIS AN,O 1NrL rMFD W 7SK P.P.Frvt 'S PAW, f l-747i3.15010 E US . �� Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component a responsibility of building designer not truss designer. Bracing shown 6 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the NA{A erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Welk' fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPI7 Quality Crfferla, DSB-89 and But Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, Lane, S If Savrb ern Vme j ivmt,P:r is ap�affied:'th=-.Cie�sigri ualsr�s ate thane �eftMrve 06)*1120 3 by A St Job Truss Truss Type city Ply R40055184 3418 B T1R Hip 1 1 Job Reference (optional) ...... r.c<v s may ry —v - i ex rnuumnes, mci ue dui ua 1e:sa:ar zui s rage i I D: J EI FAewaPpR O16UXtXmRfEzK07A-nBXXcuV4a?Sefg8P Ns_EeYvG3w?gK17d8HYhuayzj3m SS1 10.0-0 142.5 18.9.E 238-0 2 0 30.512 36-4-0 41-2-15 47-0.0 2- SS1 4-8-15 42-5 "_1 410.10 ".,2 510-3 4-10-15 59.1 -2- Scale = 1:84.5 4.00 12 6x8 = 6x8 = 5x8 = 4x6 = 6x8 = 3x10 = 5x6 = 7 A 4x6= 22 21 23 20 24 19 25 18 26 17 16 27 28 15 29 14 30 13 31 4x6 = 2x4 11 34 = 5x8 = 5x8 = 7x10 = 2x4 11 7x10 = 2x4 11 1:_A-n I US = SS1 10-0.0 1310.1 111,:M 23-8-10 0.S1 0 41-2-15 47- SS1 4.6.15 31412 410.10 410.10 0. 61-12 10 510.3 410.15 59-1 Plate Offsets (X,Y): f4:0.39.0-2-81, f14:0-48,0-3-81, fl7:0-".0-3-81, f18:0-3-9.0-2-81 fl9:0-4-0 0-3-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deg Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.49 Vert(LL) -0.15 15 >999 240 MT20 2201195 TCDL 14.0 Lumber Increase 1.25 BC 0.75 Vert(TL) -0.51 14-15 >764 180 BCLL 0.0 Rep Stress Incr NO WB 0.85 Horz(fL) 0.08 11 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 224 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No. t&Btr G TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins, except BOT CHORD 2x4 OF No. t&Btr G 2-0-0 oc pudins (4-2-13 max.): 3-6, 7-9. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 4-4-6 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer installation uide. REACTIONS (lb/size) 1=55/0-5-8 (min. 0-1-8), 19=2832/0-5-8 (min. 0-3-0), 11=1307/0-5-8 (min. D-1-8) Max Horz 1=-49(LC 6) Max Upliftl=-166(LC 8) Max Gram 1=280(LC 19), 19=2832(LC 1), 11=1320(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-180/816, 2-3=0/1235, 3-4=0/2290, 5-6=-1455/20, 6-7=-1480/20, 7-8=-1572/16, 8-9=-2306/0, 9-10=-2467/0, 10-11=-3046/0 i0T CHORD 1-22=-742/155, 21-22=-742/155, 21-23=-742/155, 20-23=-742/155, 20-24=-1170/26, 19-24=-1170/26, 19-25=-2288/0, 18-25=-2288/0, 17-27=0/1545, 16-27=0/1545, 16-28=0/2431, 15-28=0/2431, 15-29=0/2431, 14-29=0/2431, 14-30=0/2816, 13-30=0/2816, 13-31 =0/2816,11-31=0/2816 WEBS 2-20=-769/0, 3.20=0/470, 3-19=-1552/0, 4-19=-1730/0, 5-17=0/1834, 6-17=-463/13, 7-17=-606/0, 7-16=0/774, 8-16=-1021/0, 8-15=0/369, 8-14=-297/122, 9-14=0/425, 10-14=-640/12, 10-13=0/349, 2-21=0/364, 5-18=-136417, 4-18=0/2564 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except ()t=lb) 1=166. 8) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Graphical purlin representation does not depict the size or the orientation of the purin along the top and/or bottom chord. LOAD CASE(S) Standard OQ\�,pFESSIp,� �ti a Soo>�, f� © 0 i LU C 074486 r * E 12-31-13 IV �OF �0 July 10,2013 ® iAARATHO - Yarifg deiign pizramc$zrs aidRLAD ATnTS CAN 7711E AND MCLtWRD.WTVK1UYRRE ;PA P91-7+Sid SF"rW I S& -- Design valid for use only an MRek connectors. This design is based only upon parameters shown, and is for an indvidual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the DOI" erector. Additional permanent bracing of the overall structureis the responsibility of the buildng designer. For general guidance regardng fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria. VA 22314. - Citrus Heights, CA, Lane, S ff Snut4>rn. Dine $Spj lumber. is.;secfied, t^t=_.Ges9 : vai;ra, arsthas� efL�_trvc 06f02/2013 byALSC Job Truss Truss Type pry Ply R40055185 3418 B T1S HIP GIRDER 1 3 Job Reference (optional) mey 1u N1 MI I ex inuumnes, Inc. 1 ue Jul uv 111:D :4Z dui'3 rage 1 I D: JEIFAewaPpRQ16UXtXmRfEZKo7A-79LQfbZDPY4xIbONAPaPLbc7Yxg2?N iMHZFSanm3h 10. 4S1 8-0-0 11.6 131412 17-9� 21-8-0 0 26•SS 30$11 34-8.0 42-315 448-7.0.0 2 4S1 36.15 2-11.6 2-11.6 310.10 310.10 0. 41-5 41.5 4-1-51-5 1-10.D 59-15 1 -2-0 Scale = 1:83.7 NAILED _ 4.00 12 5x6 = NAILED 6x6 = 5x5 NAILED 4X6 = 2x4 II 4x6 = 6x8 = NAILED 3x10 = 3x6 = Sx6 — 12 4x6 = 30 26 31 25 3233 34 24 35 36 23 37 22 21 38 3940 20 4142 19 43 18 44 17 45 16 46 4x6 = 2x4 II 7x10 = JL26 JL26 5x8 7x10 —_ 4x4 = JL26 3x10 II 7x10 = 5x8= 4x4 — 2x4 II WC26 JL26 8x12 = Special — L 13-8-0 Special 4-51 E-0.0 1310.1 17-9-6 -8.0 0 26-5-5 3D•S11 348-0 38-515 4 -3-15 47-- 4S1 3515 510.12 310.10 310.10 41-5 41.5 41-5 39-15 39-15 4-8-1 Plate Offsets (X,Y): f7:0-2-4,0.3-81, f19:0-5-0,0-4-81. f21:0-3-9.0.5-01 f23:0-5-0 0-4-81, f25:0-5-0 0-4-121 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1,25 TC 0.51 Vert(LL) -0.19 2D-21 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.87 Vert(TL) -0.54 19 >732 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.57 Horz(TL) 0.07 14 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 784 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x5 DF No.2 G 2-0-0 oc purlins (6-0-0 max.): 3-7, 8-11. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 1=-398/0-5-8 (min. 0-1-8), 24=7701/0-5-8 (min. 0-3-5), 14=2176/0-5-8 (min. 0-1-8) Max Horz 1=-52(LC 6) Max Uplift 1 =-476(LC 16) Max Grav 24=9344(LC 13), 14=2176(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=0/1694, 2-3=0/2374, 3-27=0/2173, 4-27=0/2167, 4-28=0/9101, 5-28=0/9101, 5-6=0/9101, 6-7=0/1687, 7-8=-6410/0, 8-29=-7242/0, 9-29=-7243/0, 9-10=-9221/0, 10-11=-7214/0, 11-12=-7505/0, 12-13=-5705/0, 13-14=-5810/0 ROT CHORD 1-30=-1584/0, 26-30=-1584/0, 26-31=-1584/0, 25-31=-1584/0, 25-32=-5533/0, 32-33=-5533/0, 33-34=-5533/0, 34-35=-5533/0, 24-35=5533/0, 24-36=-1686/0, 23-36=-1686/0, 23-37=0/6222, 22-37=0/6222, 22-38=0/6959, 21-38=0/6959, 21-39=0/10823, 39-40=0/10823, 40-41 =0/1 0823, 20-41 =0/1 0823, 20-42=0/10823, 19-42=0/10823. 1.9-43=0/9221, 18-43=0/9221, 18-44=0/5186, 17-44=0/5186, 17-45=0/5484, 16-45=0/5484, 16-46=0/5484, 14-46=0/5484 WEBS 2-26=0/305, 2-25=-750/0, 3-25=-1110/0, 4-25=0/4785, 4-24=-4812/0, 5-24=-380/16, 6-24=-8975/0, 6-23=0/4800, 7-23=9264/0, 7-22=0/2894, 8-22=-3384/0, 8-21=0/5386, 9-2f= 4493/0, 9-20=0/3489, 9-19=-2149/0, 10-19=0/1092, 10-18=-2565/0, 11-18=-2393/0, 12-18=0/4315, 12-17=0/524, 13-17=-354/78 NOTES 1) Special connection required to distribute bottom chord loads equally between all plies. jg,0FESS/0 2) 3-ply truss to be connected together with 10d (0.1311"xW) nails as follows: O �� l Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc. s.� 0 0 tiC Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 25-3 2x4 - 2 rows staggered at 0-4-0 oc, member 24-5 2x4 - 1 row at D-6-0 oc, member 21-8 2x4 - 2 rows staggered at 0-4-0 oc. ! �F {� C 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to ply UU LU f M connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. E 12 31-13 4) Unbalanced roof live loads have been considered for this design. 5) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 C IV \4 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. T�TFOFC. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. L.I. n •1n iRi�@ �i g gcjilction of 20%has been applied for the green lumber members. Duly Iv,c.1 ®I ARNIM - Yerifg ct_sirp 7 param&em and READ m ISE ON TFIIS liter INCLMM iI1 TEK PF.F'ER_P E PACE 114S1-7473.BEFVR6 i FS& Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. �f Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the pp� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi 1T e'k• fabrication, quality control. storage, delivery, erection and bracing, consult ANSIMI Quality CrBeria, DSB.89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Pfy�us .ern �i11e SP);umbe-issp.ec>rireJ. m=desiyn v Iuwerrs thr;a of zct- e06f, i?J2013 byA'LSC Citrus Heights, CA, 95610 13 Job Truss Truss Type Qty Ply R40055185 �J.b 3418 B T1S HIP GIRDER 1 Reference (optional aMl., nlaio, GX • tiz- /.42u s May lu 2u13 MI I eK Inoustnes, Inc. i ue Jul 09 18:34:42 2013 Page 2 I D:J EIFAewaPpRQ16UXtXmRfEzKo7A-79LMZDPY4xlbONAPaPLbc7Yxg2?N iM HZFSanyzj3h NOTES 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=476. 11) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 12) Graphical purlin representation does not depict the size or the orientation of the purin along the top and/or bottom chord. 13) Use USP HJC26 (With 16d nails into Girder & 1 Od nails into Truss) or equivalent at 8-0-6 from the left end to connect truss(es) JD (1 ply 2x4 DF), CJ1A (1 ply 2x4 DF) to front face of bottom chord. 14) Use USP JL26 (Wdh 10d nails into Girder & NA9D nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 10-0-12 from the left end to 13-6-4 to connect truss(es) JD (1 ply 2x4 DF), G1 (1 ply 2x4 DF) to front face of bottom chord. 15) Use USP JL26 (With 10d nails into Girder & NA9D nails into Truss) or equivalent at 23-8-12 from the left end to connect truss(es) J2E (1 ply 2x4 DF) to front face of bottom chord, skewed 0.0 deg.to the left, sloping 0.0 deg. down. 16) Fill all nail holes where hanger is in contact with lumber. 17) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 18) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 1575 lb down at 22-4-0, and 3346 lb down at 25-10-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-68, 3-7=-68, 7-8=-68, 8-11=-68, 11-12=-68, 12-15=68, 1-14=-20 Concentrated Loads (lb) Vert: 3=-1 37(F) 25=-722(F) 21=-700(F) 27=137(F) 28=-137(F) 29=-17(F) 32=-83(F) 34=-83(F) 35=324(F) 39=-255(F) 41=-2690(F) A WARA6'PPIG - Verify A4,mign Parameters =d READ ]Vt) W ON IRIS AND INC r,MID dt TSK PXIFE2E,'WE P'.?GE A21I-741"J .€3E3F ORS USE Design valid for use only with Wek connectors. This design's based only upon parameters shown, and is for an individual building component. Wit Applicability of design parameters and proper incorporation of component is responsibility of building designer- not tans designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the {� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi dT eR,- fabrication, quality control, storage, delivery, erection and bracing, consuh ANSI/1P11 quality Criferia, DSB-89 and BCSI Building Component itrus 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. ?fsoul—sern PinetSP);umbe- h specifie3„.1� dzaigr value: aretmose eFs-_tive 06faEfM1.3 byAl.SC' CHeights, CA, 95610 Job Truss - Truss Type Oty Ply R40055186 3418 B T3A Hatt Hip Truss 1 2 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:34:44 2013 Page 1 I D:JEIFAewaPpRO16UXtXm RfEzKo7A-4YSA4H aTx9Kf?vAl IgctROhU41 Nf TEXftkZegyzj 3f -1-2-0 4-s1 8-0-0 11-10-10 15-7-7 19.6-0 z3a- 1-2-0 4-11 31i15 3-10-10 3-8-13 310.10 M02 Scale = 1:43.1 5x6 = NAILED NAILED NAILED NAILED 3x10 = NAILED 3x4 = NAILED 4.00 12 4 u 5 1A 6 17 NAILED 44 = 3x10 = 1l lu 9 2x4 11 6xB = JL26 7x10 = JL26 3x4 = JL26 7x10 = 4x4 HJC26 JL26 JL26 Special i 45.1_ 8.0.0 11-10-10 15-7-7 19.8.0 23-4-0 i 45-1 3.8.15 310.10 3.8-13 3 0-10 310-0 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code IBC2009/fP12007 CSI DEFL in (loc) I/deft Ud TC 0.44 Vert(LL) -0.19 12-13 >999 240 BC 0.80 Vert(TL) -0.44 12-13 >623 180 WB 0.71 Horz(TL) 0.10 9 n/a n/a (Matrix) LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD BOT CHORD 2x6 DF No.2 G WEBS 2x4 DF Stud G BOT CHORD REACTIONS (lb/size) 2=2208/0-5-8 (min. 0-1-9), 9=2338/0-3-8 (min. 0-1-12) Max Harz 2=41(LC 4) Max Grant 2=2952(LC 15), 9=3308(LC 21) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-8199/0, 3-4=-8486/0, 4-15=-7951/0, 5-15=-7953/0, 5-16=-7535/0, 6-16=-7535/0, 6-17=-4426/0, 7-17=-4424/0, 7-8=-4743/0, 8-9=-3170/0 BOT CHORD 2-18=0/7742, 14-18=0/7742, 14-19=0/7742, 13-19=0/7742, 13-20=0/8654, 12-20=0/8654, 12-21 =0/8654,11-21=0/8654, 11-22=0/7535, 10-22=0/7535, 10-23=-6/257, 9-23=-6/257 WEBS 3-13=2/520, 4-13=0/2422, 5-13=-978/116, 5-12=0/969, 5-11 =-1 498/0, 6-11=0/1625, 6-1 0=-3724/0, 7-1 0=0/1 316, 8-1 0=0/4605 PLATES GRIP MT20 220/195 Weight: 254 lb FT = 20% Structural wood sheathing directly applied or 4-9-5 oc purlins, except end verticals, and 2-0-0 oc puriins (4-11-12 max.): 4-7. Rigid ceiling directly applied or 1 D-0-0 oc bracing. IOTES 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at G-9-0 oc, Except member 13-4 2x4 - 1 row at 0-6-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) Graphical purtin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 11) Use USP HJC26 (With 16d nails into Girder & 10d nails into Truss) or equivalent at 8-0-6 from the left end to connect truss(es) JD (1 ply 2x4 DF), CJ3A (1 ply 2x4 DF) to front face of bottom chord. 12) Use USP JL26 (With 10d nails into Girder & NA9D nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 10-D-12 from the left end to 17-5-4 to connect truss(es) JD (1 ply 2x4 DF) to front face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. 14) "NAILED" indicates 3-10d (0.148"xW) or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. O SOONCO CGS #gpC2� Z C 0?44GtU * E 12-31-13 sT�TFaFc t h dt, 1 t1 ')r11 4 Continued on page 2 ' -- Design valid for use only with Mgek connectors. This design is based only upon parameters shown, and is for an indvidual building component. �f Applicability, of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiliity, of the ` i�e! _.. erector. Additional permanent bracing of the overall structure is the responsibility of the building(}/� designer. For general guidance regarding j( fabrication, quality control, storage, delivery, erection and bracing, consuB ANSI/TPIT Quality CrBerla, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. 5o rnre wire %P1 ivmisw is spes;fie L th- ae:lgn vac: - asp ho,;a, a eve DGIZ-1 /z�s? 3 by AtCitrus Heights, st 9 CA, 95610 Job Truss Truss Type Qty Ply R40055166 �jgb 3418 B T3A Half Hip Truss 1 Reference (optional) BMC, Marc, CA - 9ZZ03 7,420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:34:44 2013 Page 2 I D:J EIFAewaPpRQ 16UXtXmRfE2Ko7A-4YSA4HaTx9Kf?vAl IgctROhU41 NfTE3FltkZegy43f NOTES 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 837 lb down at 19-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 14=-68, 4-7=-68, 7-8=-68, 2-9=-20 Concentrated Loads (lb) Vert:4=-137(F) 7=-137(F) 13=-719(F) 12=-83(F) 11=-83(F) 5=-137(F) 6=-137(F) 10=-334(F) 15=-137(F) 16=-137(F) 17=-137(F) 20=-83(F) 21=-83(F) 22=-83(F) l AR)IIIINt& - Verify do 4m, naarametens a d PMAD N77W Off MIS AND INCLUIDW W iEK I+.tE.FERSWE PAW W17473.IIEFCN1W M&:. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the WK, erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek` fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/Tli Quailly Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Sasfety Informa8on available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. 7777 Heights, CA, Lane, Su .f 5au4 am Piave(SP)humbe<is sTr¢afed, tyee devgr ualucs am' those eIft, rae Lra&101,1201:3 byAt.Sc Job Truss Truss Type Qty Ply R4005 5187 3418 8 T38 Half Hip Truss 1 1 �J.bRgference (optional) amc, maio, cA- v2203 7.420 s May 10 2013 Mrrek Industries, Inc. Tue Jul 09 18:34:44 2013 Page 1 ID:J EI FAewaPpRQ16UXtXm RfEzKo7A-4YSA4HaTx9Kf?vAllgctROhQ I IMxTJgfltk7egyzj3f -1-2-0 5-s=1 10-0.0 17. 23.4-0 1-2-0 5-5-14 s1s 7-6-0 M11 Scale = 1:43.0 6x8 = 4xB = 214 II 7x10 = 5x8 = 5x6 II 5-5-1 10-0-0 17-60 3-4-0 &5-1 4-6-15 7-6-0 5.10-0 r1late Offsets (X.Y): f2:0-3-5,Edgel, T7:Edae 0-3-91 f9:0-4-8 0-3-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.69 Vert(LL) -0.22 8-9 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.84 Vert(TL) -0.48 8-9 >580 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.40 Horz(TL) 0.07 7 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 104 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.t&Btr G TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except BOT CHORD 2x4 OF No.t&Btr G end verticals, and 2-0-0 oc pudins (5-1-2 max.): 4-5. WEBS 2x4 OF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=1111/0-5-8 (min. 0-1-8), 7=1007/0-3-8 (min. 0-1-8) Max Horz 2=43(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2426/0, 3-4=-1932/0, 4-5=-1400/0, 5-6=-1521/0, 6-7=-952/0 BOT CHORD 2-11=0/2231, 10-11=0/2231, 10-12=0/2231, 9-12=0/2231, 9-13=011806, B-13=0/1806 WEBS 3-10=0/331, 3-9=-584/19, 4-9=0/469, 4-8=-533/0, 6-8=0/1311 OTES i Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Q�ES/ Bottom Chord, nonconcurrent with any other live loads. (� 0 8) Graphical purlin representation does not depict the size or the orientation of the purin along the top and/or bottom chord. �f`� S00A, LOAD CASEti S) Standard �1� ©� V O � c LU v C 074486 mn * 12731-13 IV OF G July 10,2013 A idTAM.NG - Verify 4tsi9n c; araamtey c mad READ At0't-M ON 7WIS AM ?P.EFEt WF— PAW A3a1-747J Ba''ME t Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component 6 responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M'Wit j fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 ff 5ousnmm. Mn,* lfumb,eT is �cifMd„ tSe design values anii thO ef=ie,tivE DVDZ121013 try ALSt Job uss Truss Type Qry Ply k R40055188 34188 C Hall Hip Truss 1 1 Jo Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:34:45 2013 Page 1 ID:JEIFAewaPpRQ16UXtXmRfEzKo7A-YkOYHdb5i fSWc3lyrX76zEEe19jJCkBozXU6B6yzj3e -1-2-0 1 SS1 12-0-0 15.6.0 23-4-0 1-2-0 6-5-1 5-6-15 3.6-0 7-10-0 Scale = 1:44.4 4x6 = 5x6 = H 2x4 11 7x10 = 3x10 = 6x10 MT20H 11 6•S1 12-M 15-6-0 234-0 6-5-1 5.6.15 { 7-10-0 Plate Offsets (X.Y): 12:0-3-5,Edoel, r4:0-2-8,0-0-121, r6:Edge.0-1-81, r7:0-3.9,Edael. 19:0-3-12.0-3-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.16 7-8 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.77 Vert(TL) - -0.31 2-10 >896 180 MT20H 165/146 BCLL 0.0 ' Rep Stress Incr NO WB 0.46 Horz(TL) 0.07 7 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Weight: 107 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF N0.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-11-14 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals, and 2-0-0 oc purlins (5-4-8 max.): 4-5. WEBS 2x4 DF Stud G *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W6: 2x4 DF No.1 &Btr G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation guide. REACTIONS. (lb/size) 2=1111/0-5-8 (min. 0-1-8), 7=1007/0-3-8 (min. 0-1-8) Max Horz 2=50(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2401/0, 3-4=-1636/0, 4-5=-1361/0, 5-6=-1518/0, 6-7=-918/0 BOT CHORD 2-11=012206, 10-11=0/2206, 10-12=0/2206, 9-12=0/2206, 9-13=0/1482, 8-13=0/1482, 8-14=-7/350, 7-14=-7/350 VEBS 3-10=0/376, 3-9=-764/0, 4-9=0/477, 4-8=-309/24, 6-8=0/1047 DOTES T) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. If; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. �OFESSIO 8) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. �!`4 .S�{}/1/�� 9) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. .�OO V Oy LOADCASE(S) Standard CO C C 74$$6 G) * E 1231-13 OFr July 10,2013 ® WARAlM - V0,ify a r_aitgmparamd— and PMD ML) UM TRIS AM) INCL Lfi3DM USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. ANil' Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the pg� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding IVIiT W fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI/TPI7 Quality Crffeda, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandra. VA 22314. - Citrus Heights, CA, 95610 If Si gfxa Pere l'S1sl lumtaer.;s ape-cified: the zfselg,.v; Wethors est._c;Ve 06/01/20-13 taw Atsc Job Truss Truss Type Qty, Ply R40055189. Lb 3418 B T3D Special Truss 3 1 Reference (optional BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:34:46 2013 Page 1 I D: J EI FAewaPpRQ16UXtXm RfEzKo7A-DwawVzcjSmaNECKBPFeL W RmptY2gx6lyCADFZyzj3d -1-2-0 7-3-9 13-9-0 20-2-7 234-0 1-2, 7-3-9 6-5-7 6-5.7 31-9 Scale = 1:41.1 4x6 = 4x4 = - 7 2x4 I I 5x8 = 4x4 = 3x4 II 739 13-9.0 90-2-7 23-4-0 7-3-9 6-5-7 6-5-7 31-9 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code IBC2009/TP12007 LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 OF Stud G CSI DEFL in (loc) I/deft L/d TC 0.50 Vert(LL) -0.19 2-10 >999 240 BC 0.88 Vert(TL) -0.43 2-10 >646 180 WB 0.79 Horz(TL) 0.07 7 n/a n/a (Matrix) REACTIONS (lb/size) 2=1111/0-5-8 (min. 0-1-8), 7=1007/0-3-8 (min. 0-1-8) Max Horz 2=56(LC 5) PLATES GRIP MT20 220/195 Weight: 104 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 3-9-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 7-8. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2330/0, 3-4=-1420/0, 4-5=-1415/0, 5-6=-1223/0, 6-7=-980/0 BOT CHORD 2-11=0/2132, 10-11=012132, 10-12=012132, 9-12=0/2132, 9.13=0/1144, 8-13=0/1144 'VEBS 3-10=0/395, 3-9=-944/2, 4-9=0/481, 5-8=-454/34, 6-8=0/1241 TOTES .) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05' 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf,bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard 4Ro��ssra�v act op so 0�F� C 074486 it 1 ETi;-31-13 l*, �F July 10,2013 ]KAWING - i e if y e ignn porr mr ,. and r?UD Ki7T S ON THIS AND INCLUD10.0719K PEFF-R-EM TAGE.Wl-747 3 i3d%fY;rw I&& -- f Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. � Applicability of design parameters and proper incorporation of component a responsibIlity, of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the p #w��i k( erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding BYi fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Informatioyn��yaavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 7777 Heights, CA, Lane, S t'---Pin ISP)llsteb8 is Sp1RT-a4MB dilelign VaUes am.hone ef,-�-t_me M/0/2,0L. bvALSC re Job Truss Truss Type Oty, Ply R40055190 3418_B T3E Special Truss 6 1 Jo eference (optional) BMC, Indio, CA - 92.203 7.420 s May 10 2013 Mrrek Industries, Inc. Tue Jul 09 18:34:46 2013 Page 1 ID:JEIFAewaPpRO16UXtXmRfEzKo7A-OwawVzcjSmaNECKBPFeLWRmp1 Y2Ox6FyCADrjZyzj3d -1-2-0I 739 13-9.0 f 20-2-7 233-4 i 271r0 �28.8-0 1-2-0 7-3-9 6-5-7 6-5-7 30.13 42-12 1-2-0 Scale = 1:49.3 4x6 = 4x4 = 12 11 _ lu ._ 9 .. 3x4 = 2.4 II 5x8 = 4x6 = 2x4 I I 739 I 13-9-0 242-7 2334 27-6-0 7.3-9 6-5-7 6-,7 3413 4-2.12 late Offsets MY): It 1:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.19 2-12 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.87 Vert(TL) -0.42 2-12 >659 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.79 HOrt(fL) 0.06 9 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 117 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-11-6 oc purfins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud G MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation pu' REACTIONS (lb/size) 2=1063/0-5-8 (min. 0-1-8), 9=158010-5-8 (min. 0-1-11), 7=57/0-3-8 (min. 0-1-8) Max Horz 2=-55(LC 6) Max Upj'Ift7=-66(LC 6) Max Grav 2=1063(LC 1), 9=1580(LC 1), 7=264(LC 19) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2185/0, 3-4=-1272/0, 4-5=-1267/0, 5-6=-815/0, 6-7=0l786 BOT CHORD 2-13=0/1995, 12-13=0/1995, 12-14=0/1995, 11-14=0/1995, 11-15=0/747, 10-15=0l747, 10-16=-694/0, 9-16=-694/0, 9-17=-694/0, 7-17=-694/0 FEES 3-12=0/395, 3-11=-948/2, 4-11=0/416, 5-11=0/473, 5-10=-608/6, 6-10=0/1591, 6-9=-1402/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; M WFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7. 7) This truss has been designed for a moving concentrated load of 250.O1b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=-68, 4-8=-68, 2-9=20, 7-9=-50(F=-30) � ,;XOFESSIp�� OO soa/� 0��:`� CO C 074486 rn *� E2-31-13 �* S'�-�'SOF July 10,2013 ® WARK i Ycr#f dv.si n garamd-ers =d RPs>tiD AKY= ON THIS AM MCLUDED llfeMK P.s PRRE E PAW Wf-74TJ .B&xVRF iiSE? Design valid for use only with M7ek connectors. This design's based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown t is for lateral support of individual web members only. Additional temporary bracing to insure stability during constructionis the responsibillity of the �{ g erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding IY: ek' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 <f Sas.�em:Fine(So))lvmbar is=ec"fned, the desiym:ussfsres srethas.e qft tive 06fZI.12013 by X'SC 9 Job Truss Truss Type Qty Ply R40055191 LbReference(optional) 3418_B T3F Special Truss 1 1 BMC, Indio, CA - 92203 7.420 s May 102013 MTek Industries, Inc. Tue Jul 09 18:34:47 2013 Page 1 ID:JEIFAewaPpRQ16UXtXmRfEzKo7A-U7BJiJcLD4iDsMvKzyAa2fJ nyOFgZV5RgzDF?yzj3c -1-2-0 - 7-3-9 13.9-0 20-2-7 233-0 27ii-0 1-2-0 7-3.9 6-5-7 6-5.7 3.413 4-2-12 Scale: 1/4"=1' 4x6 = 4x4 = II iu to 8 3x4 2.4 I I 5x8 = 4x6 = 2x4 11 7-3-9 1 20-2-7 27-G-0 7-3-9 12-10-14 30-13 4 12 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.19 2-11 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.87 Vert(TL) -0.42 2-11 >659 180 BCLL 0.0 Rep Stress Incr NO WB 0.79 Horz(TL) 0.06 8 n/a n/a BCDL 10.0 Code IBC2009/fP12007 (Matrix) Weight: 116 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc puffins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer I s de REACTIONS (lb/size) 7=-54/D-3-8 (min. 0-1-8), 2=1063/0-5-8 (min. 0-1-8), 8=1599/0-5-8 (min. 0-1-11) Max Horz 2=59(LC 5) Max Upl'Ift7=-81(LC 7) Max Grav 7=218(LC 19), 2=1063(LC 1), 8=1599(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2183/0, 3-4=-1271/0, 4-5=-1265/0, 5-6=-810/0, 6-7=0/785 BOT CHORD 2-12=0/1 993,11-12=0/1993, 11-13=011993, 10-13=0/1993, 10-14=0/742, 9-14=0/742, 9-15=-691/0, 8-15=-691/0, 8-16=-691/0, 7-16=-691/0 /EBS 3-11=0/395, 3-10=-947/2, 5-10=0/475, 4-10=0/415, 5-9=-608/8, 6-9=0/1581, 6-8=-1407/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-68, 4-7=-68, 2-8=-20, 7-8=-50(F=-30) I I4'A{fiV NG - Verify cT.&Kipa param&ers amd PRAD N(n'M ON THIS AND IML iIDBD.MT9K PZF E PAGE MT{-74n 08MIM, LOSE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability, of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Addtional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing. consult AN51/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Intormaiton available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria. VA 22314. EfSaur?w_sn pinej5pj,°vm�,:is;gszzifiad,: r::adesign. waku�s aaehtrsae6e.:tiue 05fiiEf2*.FY3 b1p41SC Soo , �l 2 V� 2� 2 LU C 07448 rn # 12-31-13 IV July 10,2013 19i, MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply - R40055192 LID 3418 B T3G Special Truss 1 1 Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 Mrrek Industries, Inc. Tue Jul 09 18:34:48 2013 Page 1 I D:J EIFAewaPpRQ 16UXtXm RfEzKo7A-yJ ihwfdz_Og4T WUXXghpbss3zMj IPOAEgU imnRyzj3b -1-2-0 7-3-9 13-9-0 20-2-7 233-4 2 0 1-2-0 7-3-9 6-5-7 6-5-73-0-13 12 Scale = 1:41.1 �1 0 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE 46 = SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 4x8 = _ -- - - 7 2x4 II 5x8 = 3x10 = 3x6 II 739 20- -7 3.3.4 0 739 12-10-14 3-0-13 0- 12 Plate Offsets (X,Y): 18:0-3-9.0-1-81. f9:0-4-0.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.83 Vert(LL) -0.19 2-10 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.88 Vert(TL) -0.43 2-10 >646 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.83 HOrz(TL) 0.10 7 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 104 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 4-4-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation REACTIONS (lb/size) 7=1007/0-3-8 (min. D-1-12), 2=1111/0-5-8 (min. 0-2-2) Max Horz 2=83(LC 13) Max Uplift7=-569(LC 12), 2=-860(LC 9) Max Grav 7=1638(LC 7), 2=1986(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4978/2499, 3-4=-2859/1356, 4-5=-2249/756, 5-6=-2032/734, 6-7=-1605/570 BOT CHORD 2-11=-2404/4514, 10-1 1=-1340/4041,10-12=-1222/3451, 9-12=-252/2911, 9-13=-738/1955,8-13=-195/1412,8-14=-472/504 IEBS 3-10=0/395, 3-9=-995/53, 5-9=581/807, 4-9=-109/591, 5-8=-823/400, 6-8=-749/2066 r.OTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 DO lb uplift at joint(s) except (jt=lb) 7=569, 2=860. � Ens/ 04y 7) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the DES¢ O SOON Bottom Chord, nonconcurrent with an other live loads. 8) This truss has been designed for a total drag load of 3900 lb. Lumber DOL=(1.33) Plate DOL=(1.33) Connect �d4�, 0 grip truss to resist drag �© V y loads along bottom chord from 0-0-0 to 23-4-0 for 167.1 ptf. �� LOADCASE(S) Standard � %O E 12-31-13 * �T9T'fi0F July 10,2013 i4'dlLia'iNG v<:,-fgy ciersFr}n par-arnt'Rrm m,ef a`ftn/1n 141()aY.s 4?� aY�'Is �Nr� f#r;Lrsral3Lr.&P3'fifs' dA.Ei�u€31�'E Parx#.s �nr 747<2.E3rf`<aP,?I r%�. -- Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the A� //�� ee,, erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding iY1 eR fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality CrIteda, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. CiUus Heights, CA, 95610 Y Sour:reras Dine $SP1 lumber is-,pec4Fed, t�e£es gn vakses amthase-�P.ct.,E oGfO1 f2913 by AL SC Job Truss Truss Type Oty Ply R40055193 3418 B T3H Special Truss 4 1 Job Reference(optional) amc, maio, cA - azzua 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:34:48 2013 Page 1 I D:JEIFAewaPpRO16UXtXmRffzKo7A-yJihwfdz_Og4TVWXXghpbss9FMj IPOoEgU imnRyzj3b -1-2-0 7-3-9 13-9.0 2D-2-7 233.4 2 0 1-2, 7-3-9 6-5.7 15-5-7 3.0713 12 Scale = 1:41.1 44 = 4x4 = - 7 2x4 II 5x8 = 4x4 = 3x4 II 7.39 20-2-17 23 2 0 7-3-912-10-14 3.0.13 0- 12 Plate Offsets (X,Y): 19:0-4-0.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.19 2-10 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.88 Vert(TL) -0.43 2-10 >646 180 BCLL 0.0 Rep Stress Incr NO WB 0.79 Horz(TL) 0.07 7 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix) Weight: 104 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-9-10 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 7-8. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 7=1007/0-3-8 (min. 0-1-8), 2=1111/0-5-8 (min. 0-1-8) Max Horz 2=83(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2330/0, 3-4=-1420/0, 4-5=-1415/0, 5-6=-1223/0, 6-7=-980/0 BOT CHORD 2-11=0/2132, 10-11=0/2132, 1D-12=0/2132, 9-12=0/2132, 9-13=0/1144, 8-13=0/1144 WEBS 3-10=0/395, 3-9=-944/2, 4-9=0/481, 5-8=-454/31, 6-8=0/1241 TOTES .) Unbalanced roof live loads have been considered for this design. 2) Wind, ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. �,�pFESSjp/ LOAD CASE(S) Standard soot 4- �G) Z LU C 074486 rn *. E 12-31-13 OF July 10,2013 WAWING - Verify design rat rametzrs and PMD NOTES ON TRIS AND 1XVL IW Ed).114:TSK lrOVERE E i'AGR PP{-74n .BP,M, RE 1i+5E , Design valid for use only with MTek connectors. This design B based only upon parameters shown, and is for an individual building component. f Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the f} ��= erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding i VI fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI BuOding Component Suite 109 S 7777 Greenback Lane, Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, Lane, if Sout}rem Pin i[SP)lvmT,c-.z xes3ficd;-the aieaiars vaIcrFs M tha eft -time M101/203-3 tyAlLSC95610 Job Truss Truss Type Ply �Qty R40055194 3418 B T3J SPECIAL TRUSS 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 M7ek Industries, Inc. Tue Jul 09 18:34:49 2013 Page 1 ID: J EIFAewaPpRQ16UXtXmRfEzKo7A-QVG37?eclhyx5g3j4N C28401Xm3w8XXOu8SKKtyzj3a I -1-2-0 I 7-3.9 + 13-9-0 2D-2-7 23-3-4 23 0 1-2-0 7-3-9 6-5-7 6r5-7 3D-13 0.0.12 Scale = 1:41.1 �1 0 4x8 = 14 _ 7 4x8 = 2x4 II 5x8 = 4x5 = 3x4 II 7-39 20.2-7 1 -4 2 0 7-3-9 12-10.14 30.13 12 Plate Offsets (X.Y): I9:0-3-12,0-3-01 LOADING (psf) SPACING 3-0-0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) -0.16 9-10 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -0.44 9-10 >630 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.57 Horz(TL) 0.10 7 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix-M) Weight: 104 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD 2-0-0 oc purlins (3-1-10 max.), except end verticals BOT CHORD 2x4 DF No.1&BtrG (Switched from sheeted: Spacing > 2-0-0). WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 7-8. WEBS 1 Row at midpt 3-9 REACTIONS (lb/size) 7=1501/0-3-8 (min. 0-1-10), 2=1683/0-5-8 (min. 0-1-13) Max Horz 2=125(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3355/0, 3-4=-2114/0, 4-5=-2110/0, 5-6=-1819/0, 6-7=-1459/0 BOT CHORD 2-14=0/2767, 2-15=0/3085, 10-15=0/3085, 10-16=0/3085, 9-16=0/3085, 9-17=0/1701, 8-17=0/1701 WEBS 3-10=0/432, 3-9=-1313/15, 5-9=-51/375, 4-9=0/694, 5-8=-677/47, 6-8=0/1840 OTES I Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. LOAD CASE(S) Standard ZGr��QTO Soo LU C 074486 m *. E 12-31-13 FOFIC - July 10,2013 A 19ARKNG - Verify d,%ign parameite-rs and I?RAD NOTM ON 7NIS AND N%-1,ifDED 213tnK Ta3�.d^'Fue£:NiF FA GE f?fi1-7473.SFFfRF i E& Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the MR, erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 3 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safely Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 15auth:arriFi.n,tM Asmber is sgxecYlsed', na lealcn.m Ices are these effercrve 06falf201.3 LryAtSC Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply R40055195 LbReferenoe 3418_B T3K SPECIAL TRUSS 1 1 (optional) maro, LA - etzu-s 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:34:50 2013 Page 1 I D: J EIFAewaPpRQ16UXtXmRfEzKo7A-uhpRLLfE W 74ojgeve5j HgHxS7AP9tzsX7oBts Kyzj3Z -1-2-0 7.3.9 13.9.0 20-2-7 23-4-0 -2-0 7-3-9 6-5-7 - 6-5-7 3-1-9 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 4x8 = Scale = 1:41.1 14 - 7 3x10 = 2x4 II 5x8 = 3x10 = 3x4 II 739 I 13-9-0 20-2-7 23-4-0 7-3-9 6-5-7 6-5-7 31-9 LOADING (psf) SPACING 3-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code IBC2009/TPI2007 CSI DEFL in (loc) I/deft Ud TC 0.66 Vert(LL) -0.16 9-10 >999 240 BC 0.86 Vert(TL) -0.44 9-10 >630 180 WE 0.62 Horz(TL) 0.11 7 n/a n/a (Matrix-M) LUMBER BRACING TOP CHORD 2x4 OF No. 1&Btr G TOP CHORD BOT CHORD 2x4 OF No. 1&Btr G WEBS 2x4 OF Stud G BOT CHORD WEBS REACTIONS (lb/size) 2=1683/0-5-8 (min. 0-2-2), 7=1501/0-3-8 (min. 0-1-14) Max Horz 2=84(LC 13) Max Uplift2=-303(LC 9), 7=-151(LC 12) Max Grav 2=2018(LC 8), 7=1744(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4325/772, 3-4=-2668/435, 4-5=-2429/209, 5-6=-2130/189, 6-7=-1699/160 BOT CHORD 2-14=-211/3116, 2-15=-754/4004, 10-15=-437/3789, 10-16=339/3589, 9-16=0/3382, 9-17=-223/2012, 8-17=-14/1804 WEBS 3-10=0/432, 3-9=-1338/40, 4-9=0/694, 5-9=-243/589, 5-8=-819/192, 6-8=-211/2158 PLATES GRIP MT20 220/195 Weight: 104 lb FT = 20% 2-0-0 oc purlins (2-8-5 max.), except end verticals (Switched from sheeted: Spacing > 2-0-0). Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 3-9 IOTES ) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=303, 7=151. 7) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 23-4-0 for 64.3 plf. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard �,,?,OFESS/o SOON 0��t� LU C 074486 *� �W. 1 -31-13 J* July 10,2013 G94RIdiNG - Venfy design param&rya =d PEAD NOTM Off 7WJS AM INCLfd ED rfi lVK P...PFP-RP.zWE PAGE Mr- 7470.13M)I'M [W -- Design valid for use only with Mifek connectors. This design is based only upon parameters shown, and is for an individual building component. �f Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent brocing of the overall structure is the responsibility of the buBd��{(ng designer. For general guidance regarding 61 iTek- fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 quality Criteria, DSB-89 and Ill Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus rei 'f5auti:tm. FluefSirj asxmbes s. s:etYR8,3, theslcsiyn ua(u&a ors those ege:_tfue 06foll013 byA SC Ohts, CA, 95610 Job Truss Truss Type Qty Ply R40055196 341 B_B T4A Special Truss 1 1 Job Reference (optional) amc, rnaio, OA - anus 7.420 s May 10 2013 MTek Industries. Ina Tue Jul 09 18:34:50 2013 Page 1 ID: J EIFAewaPpRQ16UXtXmRfEzKo7A-uhpRLLfE W 74ojgeve5jH gHxN3AQHtz7X7oBtsKyzj 3Z -1-2-0 6-9-1 12-7-15 20-0-0 1-2-0 6-9-1 5-10-15 - 7-4-1 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 4x6 = Scale = 1:35.7 34 2x4 I I 5x8 = 6x10 MT20H 11 6.9-1 12-7-15 1 20-0-0 6-9-1 5.10.15 7-4-1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft. Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.99 Vert(LL) -0.15 6-7 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.78 Vert(TL) -0.32 2-8 >725 180 MT20H 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.62 Horz(TL) 0.06 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 87 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc purlins, except BOT CHORD 2x4 OF No. 1&Btr G end verticals. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=965/0-5-8 (min. 0-1-8), 6=860/0-5-8 (min. 0-1-8) Max Harz 2=51(LC 13) Max Uplift2=-367(LC 9), 6=-178(LC 12) Max Grav 2=1336(LC 8), 6=1093(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3044/998, 3-4=-1730/562, 4-5=-1537/350, 5-6=-1010/217 CHORD 2-9=-962/2759, 8-9=-663/2564, 8-10=-472/2319, 7-10=-73/1920, 7-11=539/737, 6-11=-269/362 VEBS 3-8=0/380, 3-7=-880/30, 4-7=-31/356, 5-7=-330/1208 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other.members. 6) A plate rating reduction of 20 % has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint($) except Qt=lb) 2=367 6=178. 8) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 20-0-0 for 75.0 ptf. LOAD CASE(S) Standard �9ROFESS/0 SOON 0lF ti LU e 074486 rn *, EXP? 12-31-13 J* July 10,2013 ® f>fAMNG - Yeriif_4 design parzzm&ers a=d RLsAD Nf)M ON TRIS AM iNCIAI 21)112TEK P"ERMCE PAW X71- 747J.BETGRE US& Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. ApplicobTity of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the OYFI fEE_�R, erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding j fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. if Sauf-rr=m pine iSP) lumbar is specified„ t?t=-design uatuex are.. those eFecave 06102/2,31.3 by.AtSC Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply R40055197- Lb 3418 B US Special Truss 10 1 Reference (optional) amu, ineio, uA- tizzw 7.420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:34:51 2013 Page 1 I D:J EIFAewaPpRQ16UXtXm RfEzKo7A-MuNpYggsHJCfK_C5CoE WDVUZGZmrcLShMSxQOmyzj3Y -1-2-0 5-5.12 12-7-15 20-0.0 21-2-0 1-2-0 55.12 7-24 7-4.1 1-2-0 Scale = 1:37.0 54 = 4 4x4 = 2x4 I 5x8 = 4x12 MT20H 11 I 5-5-12 12-7-15 20-0.0 55-12 7-2-4 7-4-1 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code IBC2009/TPI2007 LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G CSI DEFL in (loc) I/deft Ud TC 0.96 Vert(LL) -0.20 8-9 >999 240 BC 0.83 Vert(TL) -0.40 8-9 >587 180 WB 0.92 Horz(TL) 0.05 7 n/a n/a (Matrix) REACTIONS (lb/size) 2=962/0-5-8 (min. 0-1-8), 7=95610-5-8 (min. 0-1-8) Max Harz 2=81(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2054/0, 3-4=-1134/0, 4-5=-1136/0, 5-7=-883/17 BOT CHORD 2-10=0/1889, 9-10=0/1889, 9-11=011889, 8-11=0/1889 WEBS 3-9=0/372, 3-8=-951/2, 4-8=0/335, 5-8=0/885 PLATES GRIP MT20 220/195 MT20H 165/146 Weight: 90 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 4-6-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, OTES Unbalanced roof live loads have been considered for this design. �1 Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20 % has been applied for the green lumber members. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard 9?,OFESS/ j "Sooty 0IF� Lij U C 074486 m E�"�-31-13 �F July 10,2013 ® ftTfiWtP.3 - Verify d fmign pa rlam&erls maa PXAD ,NO-YrZ ON THIS AM tNrf,iAd M WTS K pEFpRSWE pArrR?W[f 74"dJ BM)T{ , EM -- Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary brocing to insure stability during construction is the responsibillity, of the �L erector. Addtional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95810 ifsouthem Fine $SP1lumber is Macifie-d,'t-,- deslrn vafues wt those eFe _-tixse 06/Olf201:3 byAtSC 9 Job Truss Truss Type Qty Ply 3418 B T4C GABLE 1 1 �J.bRgfrence(optionallR40055198 in o, s,M - accua 7,420 S May 10 2013 M7ek Industries, Inc. Tue Jul 09 18:34:52 2013 Page 1 I D: J EIFAewaPpRQ 16UXtXmRfEzKo7A-r4xCmOgU2cL Wy7nl m WI II iOrtz6B Ln4ga6g_yvCyzj3X -1-2-0 SS12 12-7-15 19-8-7 25-4-0 1.2-0 5-5-12 7-2-4 7-0-8 57-9 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 5x6 = 2x4 11 5x8 = 9 18 8 19 7 20 Scale = 1:442 SS12 19-8-7 2S4-g 1172 14-2-11 57-9 Plate Offsets (X.Y): 15:0-2-12 0-3-01. 110:0-3-12.0-3-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.46 Vert(LL) -0.20 10-11 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.40 10-11 >587 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.96 Horz(TL) 0.06 8 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix) Weight: 110 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G `Except' TOP CHORD Structural wood sheathing directly applied or 3-8-9 oc purlins. T3: 2x6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 5-6-3 oc bracing. BOT CHORD 2x4 OF No.1&Btr G MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 OF Stud G be installed during truss erection, in accordance with Stabilizer OTHERS 2x4 OF Stud G to a 'on jide- REACTIONS All bearings 5-9-8 except Qt=length) 2=0-5-8. (lb) - Max Horz 2=91(LC 14) Max Uplift All uplift 100 lb or less at joint(s) 9 except 2=-359(LC 9). 6=-500(LC 16), 8=-423(LC 25) Max Grav All reactions 250 lb or less at joint(s) 8 except 2=1291(LC 8), 6=601(LC 20), 9=1435(LC 8), 7=331(LC 34) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3032/951, 3-4=-1632/535, 4-5=-1841f741, 5-6=-1518/1671 OT CHORD 2-14=-880/2775, 11-14=-880/2775, 11-15=-880/2775, 10-15=-880/2775, 10-16=-1008/785, 16-17=10081785, 9-17=-960/737, 9-18=-649/489, 8-18=-440/280, 7-19=-584/424, 7-20=-1091/922,6-20=-1496/1438 WEBS 3-11=01373, 3-10=-995/38, 5-10=-143/1401, 4-10=0/303, 5-9=-1238/136 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/rPI 1. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint($) 9 except (jt=lb) 2=359 , 6=500, 8=423. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) This truss has been designed for a total drag load of 2300 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 19-0-0 to 25-4-0 for 363.2 plf. LOAD CASE(S) Standard e,�,OF ESS/p 04 oa Soo, ol�� t✓ LIJ v C 074486 .� Elm-31-13 �* \\ OF July 10,2013 6R',€ WTtrG - Verify dmigp gzurametrrs and R&AD hK??W ON 7NIS AM dNC? tllk'D AUTHR PEFE,a2-EM'E FACE Ml-747,3.BEFOI:B LFSP -- Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilfly of the IYII t� - erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ! fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Qual ly CrIferia, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 4fsmrritem Pine tsp} ivmisr, is3pecihed,. d: -_ des7znvalues am those efttive 051,03 fZ013 tryAI.SC' Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply R40055199 34188 T4D Special Truss 5 1 Jo Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 M7ek Industries, Inc. Tue Jul 09 18:34:53 2013 Page 1 ID:JEIFAewaPpRQ16UXtXmRfEzKo7A-JGVazMh6pwTNaHMUJDG IwZ?GNRV4FyzpmQXTfyz)3W -1-2-0 SS12 12-7-15 19.8-7 2540 1-2-0 SS12 7-2-4 7-D-8 57-9 Scale = 1:44.6 5x6 = US = 3x6 = 2x4 11 5x8 = 2x4 11 1 5It1212 19-8.7 2s-4-o SS14-2-11 57-9 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code IBC2009frP12007 LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF Stud G CSI DEFL in (loc) I/deft Ud TC 0.48 Vert(LL) -0.22 7-8 >999 240 BC 0.88 Vert(TL) -0.54 8-9 >557 180 WB 0.92 Horz(TL) 0.12 6 n/a n/a (Matrix) REACTIONS (lb/size) 6=1092/0-5-8 (min. 0-1-8), 2=1195/0-5-8 (min. 0-1-8) Max Horz 2=56(LC 5) PLATES GRIP MT20 220/195 Weight: 103 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 3-10-1 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer 113�jgljgtion ouide, FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2739/0, 3-4=-1865/0, 4-5=-1865/0, 5-6=-2769/0 BOT CHORD 2-10=0/2534, 9-10=012534, 9-11=0/2534, 8-11=0/2534, 8-12=0/2565, 7-12=0/2565, 7-13=0/2565, 6-13=0/2565 WEBS 3-9-0/367, 3-8=-918/8, 5-8=-951/21, 4-8=0/654, 5-7=0/371 OTES I Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Soo ti CS CD LIJ C 074486 M 12-31-13 l* July 10,2013 WA NG Verify tdcssir,/sc pa-um&rns = d Pffi£f7NOTFZ ON AAV M ,`F;II U).143a'FY3#t F.f: EPXFXE PAGE *ft1-747J.8IIFG1W EtS&,' -- Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component. �� Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the bulking designer. For general guidance regarding MiTek' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPil Quality Criteria, DSO-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Sau1h=_rm. pinejSV}rumba'is:as2cilxe .: Y.�:e exign vaB.Lres are.2has�et°z-trsse D6€03f2A)Z3 bYA'.LSC Job Truss Truss Type Qty Ply R40055200 Lb 3418 B T4E GABLE 1 1 Reference (optional) BMC, Indio, CA - 92203 7.420 is May 10 2013 MTek industries, Inc. Tue Jul 09 18:34:55 2013 Page 1 I D: J EI FAewaPpRQ 16UXtXm RfEzKo7A-FfdKO2jMLXjSpb W tReJS NLeNyB9cYl kGH4veXXyzj 3U -1-2-0 SS12 12-7-15 15315 19.10.3 25-4-0 1-2-0 5-5-12- 7-2-4 -8-0 4.64 5-5-13 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 4x6 = 6x8 Scale = 1:45.4 3x4 = 08 3xB = 27 14 28 13 5x8 = 5-5-12 10-9-11 12-7-15 15:.15 19.10.3 254-0 SS12 54-0 1-104 2-84) 4-64 5-5-13 Plate Offsets (X,Y): f3:0-3-0,Edgel, f7:0-3-12,0-0-01. f11:0.4-0.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) -0.08 10 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.65 Vert(TL) -0.23 10-11 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.33 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code IBC2009/iP12007 (Matrix) Weight: 135 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.t&Btr G *Except* TOP CHORD Structural wood sheathing directly applied or 3-7-6 oc purlins. T432: 2x6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 OF No.1&Btr G JOINTS 1 Brace at Jt(s): 5 WEBS 2x4 OF Stud G MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 OF Stud G be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 5-9-8 except Qt=length) 9=0-5-8. (Ib) - Max Horz 2=53(LC 13) Max Uplift All uplift 100 lb or less at joint(s) except 2=-237(LC 9), 14=-126(LC 25), 9=-203(LC 12) Max Grav All reactions 250 lb or less at joint(s) 14 except 2=600(LC 8), 13=1099(LC 8), 9=1112(LC 7) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-12861704, 3-4=-929/660, 4-6=-1055/453, 6-7=763/283, 5-13=-1101A 5-7=-904/0, 7-8=-1897/363, 8-9=-2955/651 OT CHORD 2-27=-709/1238, 14-27=-615/1073, 14-28=-487/1001, 13-28=-417/922, 13.29=-257/1821, 12-29=-92/1614, 12-30=0/1478, 11-30=0/1515, 11-31=-72/2317, 10-31=-313/2424, 10-32=-339/2607,9-32=-609/2727 WEBS 8-1 1=-770/22,4-13=-596/102, 7-11=0/527, 8-10=0/344, 5-12=0/323, 5-11=-405/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/fPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. {}� S$( O 5) Gable �}(: studs spaced at 1 oc. 6) This truss has been designed d fora 10.0 psf bottom chord live load nonconcument with any other live loads. soot � ,y O � � 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will �� 2 2 fit between the bottom chord and any other members. V G 8) A plate rating reduction of 20% has been applied for the green lumber members. C�� $� 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 237 lb uplift at joint 2, 126 lb uplift at joint 14 It and 203 lb uplift at joint 9. EAR 12-31-13 10) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 15006Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist dragT loads along bottom chord from 0-0-0 to 25-4-0 for 59.2 pff. 9j . �OF 12) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. C. ltdv 1f1 gn13 Continued on Daoe 2 A 17J.v^l:KNG verify e!,w* papa ml&m x =d READ AID TES Off TRIS AND 1XV[, DLD hiET1 VK P.LF'FR_BWS PAGE llfff-7473 73F.F`L1s{Ei tip'. Wit Design valid for use only with Wak connectors. This design is based only upon parameters shown, and Is for an individual building component.Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the �C- erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delvery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Bundling Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 PfSmu^tBrarn Pine(S7jtvmberis_ys�sifia3,:#deci vai;r�s an32ifGiE e#.e:ine#II$f2?J3.3 by,G,15C Job Truss Truss Type Qty Ply R40055200 Lb 3418_B T4E GABLE 1 1 Reference op do al r.420 s May lu zul3 MITeK Inaustnes, Inc Tue Jul 09 18:34:55 2013 Page 2 I D: J EI FAewaPpRO16UXtXmRfEzKo7A-FfdKO2jMLYj5pb W tReJSNLeNyB9cYlkGH4veXXy2j3U NOTES 13) No notches allowed in overhang and 10200 from left end and 0 from right end or 12" along rake from scarf, whichever is larger maximum between the stacking chords. For edge -wise notching, provide at least one be plate between each notch. LOAD CASE(S) Standard Minimum 1.5x4 tie plates required at 2-0-0 o.c. ® W-AR b NG - Vcrifq d- sign P=zzM&ea x'"d READ RUTW ON 7WIS AND IWX Pd 0 921'UK PP,-F'F;UME 1*. GE' f1f1-7 4 a Fi £itW.k"i Mi fm5 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the nn� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M! fs ek fabrication, quality control, storage, delivery, erection and bracing, consuh ANSI/TPII Quality Crfterio, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. lee Street, Suite 312, Alexandria, VA 22314. Citrus Hei hts, CA, 95610 if South ern Pin IS➢}turn bet is q,: hied.- the zh,cignvahr am�tho etle,:V a IISfO.1MI.3 by A15C 9 Job Truss Truss Type Oty Ply R40055201 3418 B T5A FINK 1 1 Jo Reference (optional) BMc, In01o, GA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:34:55 2013 Page 1 I D:JEIFAewaPpRO16UXtXmRfEzKo7A-FfdKO2jM LXjSpbWtReJSNLeN9B79YKj GH4veXXyzj3U -1-2-0 5-5-1 9.11-15 14-6-14 2000 1-2-0 5-5-1 4-6-15 4-6-15 5-5-2 1 Scale = 1:35.5 44 = I� a 3x6 = 5x8 = 3x4 = 3,6 = I 6-11.6 1309 2D-0-0 6-11.6 6-1-4 6-11-7 1 Plate Offsets (X,Y): f2:0-1-5,Edne1 f8:0-4-0 0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.33 Vert(LL) -0.16 6-7 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.80 Vert(TL) -0.35 6-7 >676 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.20 Horz(TL) 0.07 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 77 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&BtrG TOP CHORD Structural wood sheathing directly applied or 4-4-6 oc puffins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [installationguide, REACTIONS (lb/size) 2=963/0-3-8 (min. 0-1-8), 6=864/0-3-8 (min. 0-1-8) Max Horz 2=47(LC 5) FORCES (lb) ,- Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2030/0, 3-4=-1780/0, 4-5=-1797/0, 5-6=-2040/0 BOT CHORD 2-9=0/1867, 8-9=0/1867, 8-10=0/1291, 7-10=0/1291, 7-11=0/1890, 6-11=011890 WEBS 3-8=-353/59, 4-8=0/646, 4-7=0/655, 5-7=-365/63 "OTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Q?,OFESS1 ��ti oo SOON a�Fti CO c COD G C 074486 rn 712 -31-13 1 \\� July 10,2013 ®fs�lrralr-ixcrifytessx�slgaaramx�.Ern;smzs3ftT•'dslSlzRl?�S°JN'?TsrfS�fyfl!%iEilU�Z3A3i�3iL!",EFf�'2l�.NL'�PBC#>xf4i!-"I4TJ.BBf`C'i'l,Ef1S�. �� Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. G Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respomibillity, of the MO fe'k erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSS-891 and BCSI Bu0r8ng Component 7777 Greenback Lane, Suite 109 safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. :f Sauxh,am Dine fm lumae.=ls:;gxec edi, t:ta xieai wLUFs ars zhasa e_lnre 05� °,f2Rki3 tyk,tSC' Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply R40055202 3418_B T5B FINK 2 1 j �JgbReference o tional emu, Inaio, GA - 9z2oa 7.420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 1B:34:56 2013 Page 1 ID:JEIFAewaPpRO16UXtXmRfF_zKo7AjrBibOj?6rryR153?LghwYBZDaTXHn OVkeB3zyzj3T -1-2-0 5-5-1 9-11-15 1a�r14 20-0-0 — 21-2-0 1-2-0 5-5-1 4$15 4 5- 5-5-2 1.2-0 Scale = 1:37.0 4x4 = 3x6 = 5x8 = 3x4 = 3,65 = 611$ 13-0.9 20-0.0 611E 6-1-4 6_11-7 LOADING (psf) SPACING 211 CSI TCLL 20.0 Plates Increase 1.25 TC 0.31 TCDL 14.0 Lumber Increase 1.25 BC 0.79 BCLL 0.0 ' Rep Stress Incr NO WB 0.20 BCDL 10.0 Code IBC2009/TP12007 (Matrix) LUMBER TOP CHORD 2x4 DF No.t&Btr G BOT CHORD 2x4 DF No.t&Btr G WEBS 2x4 DF Stud G REACTIONS (lb/size) 2=960/0-3-8 (min. 0-1-8), 6=960/0-3-8 (min. 0-1-8) Max Horz 2=-43(LC 6) DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.16 6-8 >999 240 MT20 220/195 Vert(TL) -0.34 6-8 >694 , 180 Horz(TL) 0.06 6 n/a n/a Weight: 78 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 4-5-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer installation u' FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2021/0, 34=-1771/0, 4-5=-1772/0, 5-6=-2022/0 BOT CHORD 2-10=0/1858, 9-10=0/1858, 9-11=0/1282, 8-11=0/1282, 8-12=0/1860, 6-12=0/1860 WEBS 3-9=-353/59, 4-9=0/646, 4-8=0/647, 5-8=-354/59 "OTES I Unbalanced roof live loads have been considered for this design. I Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard I� 0 RoFESS/0 SQON o�F W U C 074486 c rn July 10,2013 4IARKNG - Verify dmi" n gsararistferx =d READ 74(#MS ON TRI&.4M INCLrI17c If.6YIF1Btt REFERFI trE PAGE ti17t 747j. B&FOlm USE. -- Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown ` I, for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek- fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. IfS teehnm. iirse4SP)lumbw ix.3xecifie3,-t-ts;.derignualues am thosa eS e..cStve 05/€1 j2c` 13 ovAISC Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply R40055203 Lb 3418 B T5C GABLE 1 t Reference (optional ..,. ... - wr , rage i ID:JEIFAewaPpRQ16UXtXmRfEzKo7A-Xgl6uTVC45ldROil WXOOFdstQjfQ3GQjQ??naOyzTlr -1-2-0 9-11-15 20-M 21-2-0 1-2-0 9-11-15 10-0-1 1-2 0 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 4x4 11 4x6 = 8 9 10 3x4 = 28 27 29 26 30 25 31 24 32 23 33 22 34 21 35 20 36 19 37 18 38 3x4 = 5,6 = Scale = 1:36.2 Ia LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TPI2007 CSI TC 0.22 BC 0.28 WB 0.05 (Matrix) DEFL in Vert(LL) 0.00 Vert(TL) 0.01 Horz(TL) 0.01 (loc) I/defl Ud 16 n/r 120 17 n/r 90 22 n/a n/a PLATES GRIP MT20 220/195 Weight: 100 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.1&Btr G `Except` TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 3-9,9-15: 2x6 OF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 OF No. I&Btr G MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 OF Stud G be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS All bearings 20-0-0. (lb) - Max Horz 2=-40(LC 16) Max Uplift All uplift 100 lb or less at joint(s) 21, 27, 25, 24 except 2=-237(LC 9), 19=-182(LC 33), 26=-180(LC 23),16=-231(LC 12) Max Grav All reactions 250 lb or less at joint(s) 19, 26 except 2=458(LC 8), 23=312(LC 39), 22=312(LC 40), 18=51 O(LC 33), 20=325(LC 42), 21=31 O(LC 41), 27=508(LC 23), 25=325(LC 37), 24=309(LC 38), 16=448(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. iP CHORD 2-3=-834/777,3-4=-683/681,4-5=-517/480,5-6=-400/396, 6-7=-295/297, 11-1 2=-320/316,12-13=424/409, 13-14=-550/499, 14-15=-684/682, 15-16=-850/779 >T CHORD 2-28=-696/770, 27-28=-576/612, 27-29=-426/470, 26-29=-376/420, 26-30=-316/370, 25-30=-276/320, 25-31=-226/270, 20-35=-250/294, 20-36=-300/344, 19-36=-340/384, 19-37=-400/444, 18-37=-450/494, 18-38=-600/644, 16-38=-750/794 WEBS 14-18=-286/.47, 4-27=-279/42 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult building designer ANSI/TPI 1. OFESS! �1U qualified as per 4) All plates are 2x4 MT20 unless otherwise indicated. OQ� 5) Gable requires continuous bottom chord bearing. ��(�, SQt�N 6) Gable studs spaced at 14-0 oc. �.� 0/� C 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide u C 074486 r- will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. E 12-31-13 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 21, 27, 25, 24 * except Qt=lb) 2=237, 19=182, 26=180, 16=231. 11) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. FOFG 12) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 20-0-0 for 75.0 plf. July 10,2013 id ; Vcrifydesigre. d PUD MnM ON7111SAND MCI, =.-t).R1i?'SIiP"ER- 'EPAGEW1-74TJ.SUGPX[EE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. �f Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 1Tek. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For M general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI BuBding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 7777 Heights, CA, Lane, Su Y5=as.srn one@s#}husiber.u.sp�c:fic::rhdesi,. Yarua: axe 1,asssf�:trve 0si&E/2sr?.3 byrt3C Job Truss Truss Type Qty Ply R40055203 3418 B T5C GABLE 1 1 Job Reference (optional) inaio, w1- uzz— /.4Lu s May 10 21113 MI I eK Inaustnes, Inc. Wed Jul 10 D9:59:52 2013 Page 2 ID:JEIFAewaPpRQ16UXtXmRfEzKo7A-Xg16uTVC45ldROi1 WXOOFdstQjfQ3GQjQ??naOyzTlr NOTES 13) No notches allowed in overhang and 20200 from left end and 20200 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 be plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one be plate between each notch. LOAD CASE(S) Standard ,& WARW XG V'e,rifB dts lst tarzeare2 ez ad Rm83 MnW ON7HI61iMINCLiidJED r l' is' RFFFZR s"kV E PAGEMTI-747d.BF.x`L 1U;- sp— Design valid for use only with Wek connectors. This design is based only upon parameters shown, and B for an individual building component. Applicability of design parameters and proper incorporation of component isresponsiblity of building designer- not truss designer. Bracing shown .Applicability lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the Wit g� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding i p iTeR- fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Qualify Criteria, DSB-89 and BCSI BuBding Component 7777 Greenback Lane, Suite 109 Safety Iniormatlon available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria. VA 22314. Citrus He' ;f5muih2€npIne$51sI lumbea is �sified: tiw_'des vak.wwe::hose--rectva M/01f2,0 3hyl.LSC Heights, CA, 95610 Job Truss Truss Type Qry Ply R40055204 3418_B TBA GABLE 1 Job Reference (optional) aMU, Indio, cA - 9ZZa3 7.420 s May 10 2013 MTek Industries, Inc. Wed Jul 10 10:00:28 2013 Page 1 ID:JEIFAewaPpRQ16UXtXmRfEzKo7A-UbCjSnxnb9HXlwSyd51 SiDM?sEvgVKQOibjhsxyzTlH 6-7-1 12-10-0 -1-2-0 11-4-7 1 0 t1-2-o ".0 9-0 0-9-1 4-9i6 0• - 1-2.0 Scale = 1:44.7 4x6 = 3x10 11 4x4 I I 3x10 11 4 5 6 13 12 11 10 4x4 II 4x6 = 4x8 = 4x4 II Plate Offsets (X,Y): I2:0-2-15.0-2-81, I3:0-3-0.Edgel. I5:0-2-0.0-2-01, [7:0-3-0,Edoe], 18:0-2-15.0-2-81, ItO:Edge.0-3-91 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) -0.06 12-13 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.42 Vert(TL) -0.10 12-13 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.94 Horz(TL) 0.00 10 n/a n/a BCDL 15.0 Code IBC2009/TPI2007 (Matrix) Weight: 138 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G 'Except` TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 3-5,5-7: 2x6 DF No.2 G except end verticals. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 6-D-0 oc bracing. WEBS 2x4 DF No. 1&Btr G *Except* MiTek recommends that Stabilizers and required cross bracing 2-12,8-11: 2x4 DF Stud G be installed during truss erection, in accordance with Stabilizer OTHERS 2x4 DF Stud G Installation guide. REACTIONS (lb/size) 13=728/0-3-8 (min.0.1-11), 10=728/0-3-8 (min. 0-1-11) Max Horz 13=118(LC 11) Max Uplift 13=-883(LC 9), 10=-883(LC 12) Max Grav 13=1581(LC,8), 10=1581(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. T^P CHORD 2-3=-1078/726, 3-4=-409/198, 4-5=-533/301, 5-6=-533/300, 6-7=-409/198, 7-8=-1078f726,2-13=1502/944,8-10=-1502/944 T CHORD 13-32=-247/268,32-33=-409/429,12-33=-726/746,12-34=-1241380,11-34=-124/380, 11-35=-675/702,35-36=-358/385 WEBS 2-12=-1078/1454, 8-11=-1079/1454, 4-12=-683/598, 6-11=-683/598 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 15.Opsf. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 13=883, 10=883. 10) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 11-8-0 for128.6 plf. 12) No notches allowed in overhang and 20200 from left end and 20200 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. y?,OFESS/ph, Soo/,/ 0l�Z C 074486 *\ E 12-31-13 /* EOF July 10,2013 iAARA'33?dG -Vern'+! design. ,;adra: &ey , =d .P-FAD NOT M, ON TEX AAM Nrl,i'XY E`D.Eft TWK PU REWE PAGE 7? f-747J IIP.i✓` IZE VS& Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respomibillity, of the /� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPtt Quality CMeda, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 tf southism, Pine tSP) ;umber is �gr�si£ed,: thedesigm values, are tha m �s-:trve OS/M f2£i? 3 by ALSO Job Truss Truss Type Qty Ply R400S5205 34188 T68 Common Truss 4 1 Job Reference o tional amC, ma n - e<cua 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:35:00 2013 Page 1 I D: J EI FAewaPpRQ16UXtXmRfEzKo7AcdQ D RInV94LNwMPgEBud4OMAZCusDby?QMcPD yzj3P -1.2-o 5-10.0 11-8-0 12-10.01 - 1.2.0 5-10-0 5-10-0 - 1-2-0 4x6 = 4.00 12 4x4 II 3x10 = 4x4 II I 5-10-0 11-8.0 5-10-0 Scale = 1:43.4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udeg Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.60 Vert(LL) -0.09 7-8 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.51 Vert(TL) -0.14 7-8 >949 180 BCLL 0.0 Rep Stress Incr NO WB 0.20 Horz(TL) 0.00 6 n/a n/a BCDL 15.0 Code IBC2009/TP12007 (Matrix) Weight: 79 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.18Btr G BOT CHORD 2x4 DF No.18Btr G WEBS 2x4 OF Stud G REACTIONS (lb/size) 8=706/0-3-8 (min. 0-1-8), 6=706/0-3-8 (min. 0-1-8) Max Harz 8=116(LC 4) Max Uplift8=-28(LC 3), 6=-28(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-339/58, 3-4=-339/58, 2-8=-577/55, 4-6=-577/55 WEBS 2-7=0/323, 4-7=0/323 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer installation uide. OTES I Unbalanced roof live loads have been considered for this design. c) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. lk Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 15.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 6. 7) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard �,,?,pF ESS1O,v SOON 0��• 2 U C 074486 L'�7,4-0F . VU�t� July 10,2013 F AWING - Verify demism pararl rila1ys mart R&W NOTES ON 77116 AM iNrt tM20 /12117- i PEFERMCS PAGE IV-d41"iD .SF.a 0RF i3 . -- Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. �� Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibill'ry of the ae� 33'' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding IYE' W fabrication, quality control, storage, defvery, erection and bracing, consult ANSI/TPI7 Quality Criteria, DSB-89 and BCSI Building Component Suite 109 S Greenback Lan e, ne, Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandra, VA 22314. 7777 1f Saux?tem. Fine }!um'bez is �ciftd_- rile eisaian vatues an tha of =ive 06102/WI_3 by A15C Citrus Heights, CA, ne,95610 Job Truss Truss Type pry Ply R40055206 Lb 3418 8 TEA Hip Girder 1 Reference o tional 5Mc, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:35:02 2013 Page 1 I D:J EIFAewaPpRO16UXtXmRfEzKo7A-Y?Yzs Rolhhb59gYDLcx59pRca?U7hThlug5WHdyzj 3N 4S1 I 8-0-0 $ 13-0-0 '1615 21-0.0 22-2-0 i 4S1 31i15 SO-0 36-15 4S1 1-2-0 Scale = 1:37.8 W.F.WlE7 6x8 = NAILED Special NAILED NAILED 5x6 2x4 II 6x8 = JL26 JL26 7x10 = 2x4 II 46 = HJC26 HJC26 4S1 8-0.0 13-M 16{i15 21-0-0 4S1 3615 5-0-0 3.615 4-51 Plate Offsets (X.Y): 11:0-11-7,Edael, f6:0-2-15.0-0-01 f9:0-4-8 04-81 110:0-3-9 0-4-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.25 Vert(LL) -0.21 9-10 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.91 Vert(TL) -0.45 9-10 >555 180 BCLL 0.0 Rep Stress Incr NO WB 0.38 HOrt(fL) 0.10 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 207 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-9-13 oc puriins, except BOT CHORD 2x6 DF No.2 G 2-0-0 oc purlins (5-0-8 max.): 3-4. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=1921/Mechanical, 6=2033/0-5-8 (min. 0-1-8) Max Horz 1=-43(LC 6) Max Grav 1=2810(LC 14), 6=2864(LC 19) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-8134/0, 2-3=-8396/0, 3-12=-7871/0, 12-13=-7871/0, 4-13=-7871/0, 4-5=-8256/0, 5-6=-7899/0 BOT CHORD 1-14=0r7716, 11-14=0/7716, 11-15=0r7716, 10-15=Or7716, 10-16=0r7862, 16-17=017862, 17-18=Or7862, 9-18=0r7862, 9-19=017460, 8-19=0/7460, 8-20=08460, 6-20=0/7460 WEBS 2-11=-321/0, 2-10=-69/491, 3-10=0/2459, 4-9=0/2324, 5-9=0/6.16,5-8=-307/0 TOTES 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 9-4 2x4 - 1 row at 0-6-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) Provide adequate drainage to prevent water ponding. pFESStp 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.�14 7) " This has Soo truss been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. Y F� R 8) A plate rating reduction of 20 % has been applied for the lumber members. GO e green 9) Refer to girder(s) for truss to truss connections. 141 0C 074486 m 10) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the tY �7 Bottom Chord, nonconcurrent with any other live loads. rC 1 2 31-13 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Use USP HJC26 (With 16d nails into Girder & 1 Od nails into Truss) or equivalent spaced at 4-114 oc max. starting at 8-0-6 from the left end to 12-11-10 to connect truss(es) J71) (1 ply 2x4 DF), CJ7A (1 ply 2x4 DF), J7D (1 ply 2x4 DF), CJ7A (1 ply 2x4 DF) to front face+�gl of bottom chord. 13) Use USP JL26 1 Od into Girder FOF fl (With nails & NA9D nails into Truss) or equivalent spaced at 0-10-8 oc max. starting at 10-0-12 from C, the left end to 10-11-4 to connect truss(es) J7D (1 ply 2x4 DF) to front face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. 6.6 .11A �n 3 d&tiMhFai" tes 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. �y ® WARNIWU - brcrify Iles ign pawnt,,, ar.d RSAD ta'(nFZ ON THIS AND INC-[ 0f7P_F) !kt!TWK PEFEREME PAGE fffr-747J F3MIREV, I)M, Design valid for use only with MOek connectors. This design is based only upon parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Nil" erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, qualify control, storage, delivery, erection and bracing. consult ANSI/TPII Qua18y Criteria, DSO-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Sheet. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 Y-Southern. Pine as: (SP) aib-_- is 3pecfti&,d, the devin ,ialu es azethose eft.t-we OGM,1/2013 tryA15C 1 Job Truss Truss Type Qty Ply 341E B T7A Hip Girder 1 R40055206 Job Reference (optional) �•• ••• ••• -^ - -�-� r,4zu s may iu zui 3 mi I eK industries, Inc Tue Jul 09 18:35:03 2013 Page 2 NOTES I D: J EI FAewaPpRQ 16UXtXmRfEzKo7A-0C6M3npOS?jyng7PvJ SKi 1 _nKPgMQwwS6Kr3p3yzj3M 16) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 10 lb down and 24 lb up at 13-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-68, 3-4=-68, 4-7=-68, 1-6=-20 Concentrated Loads (lb) Vert:3=3(F) 4=-5(F) 9=-775(F) 10=-775(F) 12=3(F) 13=3(F) 16=-244(F) 18=-244(F) ® fArBi$%#'73'a - Verify d&-.i n pararrretey and MEAD ItZYMS ON MIS AMD ild+d;WDM ASTSK IMPER€ ME PACE PEI-747U Au'P"LRV USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. ApplicabTify of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the �{ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MtTe'k- fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIII QuaOfy Cdtedo, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Infortnalion available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. citrus Heights, CA, 95610 1f Scusheam pine tSP)I„nxe=. icapeclfMCL.. rna de:tgn u;W WE�zh«e er�_c�;0 osfaIf20s:3 ray.AISC Job Truss Truss Type Oty Ply R40055207 3418 B T76 Hip I 1 Job Reference (optional) amc, hrmo, cA - Bzz03 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:35:03 2013 Page 1 I D: J EI FAewaPpRO16UXtXmRfEzKo7A-OC6M3npOS?jyng7PvJ SKi1 IDPu1 OxMS6Kr3p3yzj3M SS1 1 10.0.0 1�1 15tr 15 1 21-0-0 1 SS1 4-6-15 1-0.0 4-615 5-5-1 1-2-0 Scale = 1:37.8 44 = 4x6 = 3x6 = 2x4 11 6x8 = 3x4 = 2x4 II 4x4 = SS1 1 10-0.0 111-0.0 15-6-15 f 21-0.0 SS1 4Rr15 1-0.0 4.615 SS1 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code IBC2009/TP12007 LUMBER TOP CHORD 2x4 DF No.18Btr G BOT CHORD 2x4 DF No.18Btr G WEBS 2x4 OF Stud G CSI DEFL in (loc) I/deft Ud TC 0.32 Vert(LL) -0.09 1-11 >999 240 BC 0.67 Vert(TL)-0.2510-11 >987 180 WB 0.29 Horz(TL) 0.08 6 n/a n/a (Matrix) REACTIONS (lb/size) 1=908/Mechanical, 6=1013/0-5-8 (min. 0-1-8) Max Horz 1=-47(LC 6) PLATES GRIP MT20 220/195 Weight: 91 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 4-2-0 oc puriins, except 2-0-0 oc purlins (5-5-6 max.): 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2228/0, 2-3=-1577/0, 3-4=-1453/0, 4-5=1582/0, 5-6=-2160/0 BOT CHORD 1-12=0/2057, 11-12=0/2057, 11-13=0/2057, 10-13=0/2057, 10-14=0/1447, 9-14=0/1447, 9-15=011984, 8-15=0/1984, 8-16=0/1984, 6-16=0/1984 JEBS 3-10=0/310, 4-10=-199/252, 4-9=0/487, 2-11=0/353, 5-8=0/346, 2-10=-690/8, 5-9=-639/0 , OTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard 4?,QF ESStp� Soo UDC 074486r EV.1 31-13 /* \rF July 10,2013 WAMWNG - Verify &ziag. p ram&ens .d R.MD NO A IM Off T IS AM #Ni;LMM) N iT.S P,Ef'r".,RSWE PACE Wl-7473 SFXORE COE Design valid for use only with MTek connectors. This design is based any upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown s for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the �. �k.. erector. Additional permanent bracing of the overall structure is the responsibiity of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. t£Sauttmm Pine(Sp) Natter 43pacifiad s teelgmurtues asathote aftctrse 05101f2013 hyA: SG Citrus Heights, CA, MID Symbols PLATE LOCATION AND ORIENTATION 3j4 Center plate on joint unless x, y offsets are indicated. 17-71 Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. Q -1w, For 4 x 2 orientation, locate plates 0-169' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. `Plate location details available in MITek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to'slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI l : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) I 2 3 TOP CHORDS C1-2 C2-3 WEBS Ac4OV �� 3O rL UO a- OC]-8 C&7 � BOTTOM CHORDS JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT, CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Southern Pine lumber designations are as follows: SYP represents values as published by AWC in the 2005/2012 NDS SP represents ALSC approved/new values with effective date of June 1, 2013 © 2012 MiTek® All Rights Reserved ngineering Reference Sheet: Mll-7473 rev. 02/26/2, A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration. and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. Building Materials and Construction services 45-491 GOLF CENTER PARKWAY, INDIO, CA. 92203 0.760-347-3332 F.760-347-0202 CONTENTS .........................PAGE TIMBER PRODUCTS INSPECTION (LETTER) ............... ......... .......:..1 TPI (GTn STAMP - SEE PAGE 1 ..................................2 EXPLANATION OF ENGINEERED DRAWING ..................................3 DETAIL FOR- COMMON AND END IACKS - 16 PSF ..................................4 DETAIL FOR COMMON AD END LACKS - 20 PSF ..................................5 SUPPORT OF B.C. (PRESSURE BLOCK) STANDARD OPEN END LACK..................................6 INTERIOR BEARING OFFSET DETAIL ..................................7 BEARING BLOCK DETAIL 3 %" BEARING ..................................8 BEARING BLOCK DETAIL 5 V BEARING ..................................9 IIPLIFT TOE -NAIL DETAIL .................................10 LATERAL TOE -NAIL DETAIL .................................11 WEB BRACING RECOMMENDATIONS ..............I..................12 T-BRACE AND L-BRACE .13 VALLEY TRUSS DETAIL ..14 VALLEY TRUSS DETAIL MONTT.) .................................15 PIIRLIN GABLE DETAIL .................................16 PURLIN GABLE DETAIL (-CONT'D.) ..................................17 PIIRLIN GABLE DETAIL (CONT'D.) ......18 PURLTN GABLE DETAIL (CONT'D.) .................................19 STANDARD GABLE END DETAIL ..................................20 STANDARD GABLE END DETAIL (CONT'D.) .................................21 STD. REPAIR - NISSMG STUD ON GABLE TRIISS ....................................22 STD. REPAIR - BROKEN STUD ON GABLE TRUSS .................................23 STD. REPAIR - REMOVE CENTER STUD ON GABLE TRUSS .................................24 STD. REPAIR - NOTCH 2X6 TOP CHORD ON GABLE TRIISS .................................25 STD. REPAIR - NOTCH 2X4 TOP CHORD ON GABLE TRUSS .................................26 STANDARD REPAIR DETAIL - 25% . .....................................27 FALSE BOTTOM CHORD FILLER DETAIL .................................28 OVERHANG REMOVAL DETAIL .................................29 SCAB APPLIED OVERHANGS .................................30 PIGGYBACK TRUSS CONNECTIONS ............................31 - 34 PLEASE CONTACT BVC FOR MORE INFORMATION OR QUESTIONS REGARDING THESE SHEETS PAGE: 0 OF 34 September 11, 2012 To Whom it May Concern: This is to verify that BMC of Indio, CA is a Subscriber in the Timber Products inspection (TP) and General Testing and Inspection (GTI) Truss Quality Auditing Program. The TP and GTi Truss Quality Auditing Programs are recognized by the International Accreditation Service (IAS) with the assigned number of AA-664. TP and the GTI quality assurance marks have been recognized in the West by the truss industry and code jurisdictions since 1069. TP currently audits truss manufacturing facilities nationwide_ TP is conducting unannounced, third parEy audits at BMC of Indio, CA. This facility is currently in good standing in the TP Truss QuaVy Auditing Program. BMC's personnel are authorized to apply the GTi quality mark to trusses that are manufactured in accordance with the latest revision of the ANSIITPI Standards. All stainiping takes place at the truss manufacturing facility, under supervision of qualified plant personnel. If you have questions regarding the status of any plant in the TP/GTi Program, please contact me on my cell 208.818.7869. Sincerely, TiM8ER PRODUCTS INSPECTION i'v c )L4 Brian.Hensley Truss Manager —Western Division lj r Xc: File 105 SF 124i11 Avenue o P.O. Box 919 0 1641 Sigman Road Vancouver., Washington 98684 k` Conyers, Georgia Ml2 300/449.3840 - FAX: 360/449-3953 f�*:N1111+ 770/922-8000 - FAX:7701922-1290 03-05-2012 To Whom It May Concern: It is our standard policy to manufacture all of our trusses with a minimum camber of 1/8" per ten lineal foot of truss span. Mike Goodman Design manager BMC 45-311 Golf Center Parkway Suite B Indio CA 92201 t: 760.770.3303 f: 760.391.4230 Page # 2 obTruss runs Type tV DISPLAY ROOM COMMON 1 1 eFek Industries, Inc. Mon Mar 17 1 :2 age 1 -2-" 5.4-5 10-2.3 15-0-0 79 g t3 24-7.11 30-0A 32.0.0 B2-M 5.4-5 4.9-13 4.9.13 49-13 4-9.13 5-4-5 2-0-0 [.� 04 = 6 C 6.0D 12 1A II 1x4 )I 3x4 -:5� g 7 30 4 3 ® 1x4 � bt4 G 3 9 M 10 2 1 11Io F 12 3x6 = 74 13 US = US= Sx6 = 3x8 = ,i� !'i 10.2.3 19.9.13 30.0.0 B 10.2.3 9-7-11 10.2-3 Plate Offsets KY): [2:0-3-0,0.1-41, [10:0.3-0,0-1-41H LOADING (pst) [ SPACING 2-0-0 CS! DEFL in (loc) I/dell PLATES GRIP TCLL 20.0 F Plates Increase 1.15 �/ TC 0.29 Vert(ILL) -0.09 14 >999 MH2D 249/190 TCDL 10.0 Lumbar Increase 1.15 K BC 0.83 Vert(TL) -0.39 12-14 >907 BCLL 0.0 Rep Stress Incr YES WB 0.36 Hcrz(TL) 0.07 10 n/a SCOL 10.0 Code 9OCA/ANSI85 L © 1 st LC ILL Min Weft = 240 Weight: 158 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 u TOP CHORD Sheathed or 4-2-1 cc purlins. BOT CHORD 2 X 4 SYP No.2 Q BOT CHORD Rigid ceiling directly applied or B-6.11 oc bracing. WEBS - 2 X 4 SYP No.3 B B REACTIONS (lb/size) 2=1317/D-3.8, 10=1317/0-3-8 TMax Herz 2-175(load case 5) Max Uplift2=-341(load 4), 1D=-3410oad case 5) �case First Load Case Only �r j FORCES (Ib) - TOP CHORD 1-2-26, 2-3=•2024, 3-4=-1722, 4-5--1722, 5-6=-1722, 6-7=-1722, 7-8e-1722, 8-9=-1722, 910e-2024, 10.11 =26 BOT CHORD 2-14=1794, 13-14=1140, 12-13-1140, 10.12=1794 WEBS 5-14=-294, 7.12m-294, 3-14=-288, 6-14=742, 6-12=742, 9-12=-288 j� j t+ Y NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per BOCA/ANSI95; 90mph; h=25ft; TCDL=5.Opsf; BCDL=5.Dpsh occupancy category II; exposure C; anclosed;MWFRS gable end zone; cantilever left and right exposed ; and vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 341 lb uplift at joint 2 and 341 lb uplift at joint 10. A Cumulative Dimensions M TC, BC, and Web Maximum Combined Stress Indies l B Panel Length (feet - inches - sixteenths; N Deflections (inches) and Span to Deflection Ratio LOAD CAS£{Si Standard jl, C Slope O Input Span W Deflection Ratio D Me% Size and Orientation P MiTek Plate Allowables (P51) E Overall Height Q Lumber Requirements F Bearing Location R Reaction (pounds! G Truss Span (feet - inches - sixteenths) S Minimum Bearing Required finches) H Plate Offsets T Maximum Uplift and/or Horizontal Reaction if Applicable I Design Loading IPSF) U Requirod Member Bracing J Spacing O.C, (feet - inches - sixteenths) V Member Axial Forces for Load Case 1 K Duration of Load for Piefe and Lumber Design W Notes L Code X Additional Loads/Load Cases DETAIL FOR COMMON AND END JACKS M111SAC - 8 -1 BPSP 3/30/2004 PAGE 1 MAX LOADING (pslJ S ACING 2-D•D BRACING M)Tek Industries, Inc. 12 TOLL 16.0 �y li�rea6e 5 Western Division TCDL 14.0 R lncri ase 125 TOP CHORD Sheathed. SCLL 0.0 ep Stress Incr YES SOT CHORD Rigid Ceiling directly applied. BCDL 10.0 MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 SPF, HF, DF-L No.2 BOT CHORD 2 X 4 SPF, HF, DF-L N6.2 NOTE: TOP CHORD PITCH: 4112-8112 BOTTOM CHORD PITCH: 0112-"4/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. 3X4 = EXT. LENGTH OF EXTENSION AS DESIGN REO'D 20'.0" MAX SPLICE CAN -EITHER BE 3X6.MT20 PLATES OR 22" LONG ZX4 SCAB CENTERED AT SPLICE WISAME LUMBER A 3 TOP CHORD ATTACH TO ONE FACE W1(.181"X3.0" MIN) NAILS 0 r O.C. 2 ROWS SUPPORT AND CONNECTION BY OTHERS OR 2-16d COMMON WIRE (0.162"DIA X 3.5' LGT TOE NAILS SUPPORTS. SHALL BE PROVIDED @ 4'-0' O.C. ALONG THE EXTENSION OF TOP CHORD. CONN. W13 16d COMMON WIRE (0.1 SrDIA. X 3.5" LGT) TOE NAILS CONN, W72166 COMMON WIRE 0102"DIA. X 3.5" LGT) TOE NAILS 84)-0 8-0-0 rr0.0 4-0-0 EXT. EXT. 2-0-0 2•0-0 t:_::: APR o 9 2013 CONN. Wf3 16d COMMON WIRE (0.162"D1k X 3.5" LGT) TOE NAILS FXT. 2-M IC-" BOTTOM CHORD LENGTH MAY BE 2'-0" Lz" " 3X4 = OR A BEARING BLOCK. CONN. W1216d COMMON WIREMISMM X 3.5' LGT TOE NAILS OR SEE DETAIL MiNSAC-7 FOR 2.0.0 S." PRESSUREBLOCKING INFO. NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. PP_ e # A WARNWO • Vwtfs design pssrameter and READ ND?as ON VW AND INCLUDED MITER AM-X = PAGB IM.74" RZnI fi ML 7777 GTowbaeh U peslan void for use one w11h fA9ek eonnealws. SNs design b based only upon pmameters shown, and b -� an IndNMua! buliding component. Sune 109 Appilcob y of design pparamenlen arsd prapssr lnaotpotolion ed corr�onenl h retpanslblBy of buAdlnp dtsigrser - nol buss designer. &odng shown Canis Heights, CA, is lot bferal svpparl d 6xGWdWI web membora only. Add9lond femporaty braecrg 10 )Haute dablBly doting corain,cllon h the retponsio8'fy of the ereetoT. Addbbnal ptuttwneM ]staeing of the overaA alrveiure h 1)>e responsPalBly of the bu9ding designe-, For general guidance regordtng labdeotlon. quoily eanha1, sioroge, de6vety, tstec0on and taoeing. eonsull At7Si/tPn @ua9ty Crnetfa D�•84 and 9CSI1 lh4fding Component Saisly Irtlonsra6s+n ovoilabir hamisyss PWfe hssillufe, 583 D'Osrolrlo Drive, Madison, Y✓f Si719. DETAIL FOR COMMON AND END JACKS MIUSAC - 8 -20PSF 8/31/2005 , PAGE 1 t 0A0Iro+; 1psry P'- urlvu c u v BRACING full t eK IRausmes, Inc. 20.0. 'ease 1.15 Western Division 16.0 i Increase 1.1s TOP CHORD Sheathed. 0.0 St"z incr YES BOT CHORD Rigid Ceiling directly applied. L tO.D MINIMUM LUMBER sim AND GRADE TOP CHORD 2 X 4 HF, DF-L ND.t BOT CHORD 2 X 4 SPF, HF, DF-L No.2 LENGTH OF EXTENSION AS DESIGN REO'D 20'-0" MAX SPLICE CAN EITHER BE 3X6 MT20 PLATES OR 2r.. LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO.ONE FACE Wl (.13M.0" MIN) HAILS 0 3° O.C. 2 ROWS NOTE: TOP CHORD PITCH: 3/12-8112 BOTTOM CHORD PITCH: 0112^-4/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2e MIN. SPACING= 24" O.C. SUPPORTAND CONNEC ON BY OTHERS OR 2-16d COMMON WIRE (D.1S2`DW X 3.5") LGT TOE NAILS SUPPORTS SHALL BE PROVIDED 4-4r O.C. ALONG THE EXTENSION OF TOP CHORD, CONN. W/3 16d COMMON WIRE (0.162"Dkk X 3.r LGT) TOE NAILS w CONN. W1216d COMMON WIRE (.162"DIA X 3.9' LGT) TOE NAILS �R S..Tj 6�-0 80-0 I EXP. 3-31-1 2-" `F a-D•D os CFEL1 2-0-0 EXT. 2.0-0 A P R a 9 a01 EXT. 2.o D - 2.0.0 q•' _ _ CONN. W1316d COMMON WIRE (D.162"DIk X 3.6" LGT) TOE NAILS 3X4 - BOTTOM CHORD LENGTH MAY BET 0° CONN. W1216d COMMON WIRE(O.16S•DIA. X 3.6•) LGT OR A BEARING BLOCK TOE NAILS OR SEE DETAIL MIVSA" FOR 2.0.0 PRESSURE BLOCKING INFO, NOTE: NAtLtNG SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. Pa a#5 WAi2NTN6 • Dar•{(y desgn pnramefera and REelA NaT&4' ON S7>?8 AND DaCLODED E71R'ER ltEfFJtENCE PRGE ECiX9443 83FOR8 >75E, "H eer=M Lane .. 'ter iw vold for use o* Ah h7ek cotmeakm ft design Is based a* upon poram0en shown, and Is loran inclMucl boAding eompbneni. Stile Heights, CA, g561 DApp bMy o! design paramanleo and proper Incorporation of cornlmeni Is respondbipty of bulldlng designer • nol puss designer. Brockrp shown Is far lofmal� APorf of indMdswl web members only. Addlilord twr pwwy brocksg to Insure tfabOy during eonslnsdton b the M%pons bMy of the _ emclar. A ral persnonenl bra ft of the overall stnsdwe E the responsmNty of the bukft dedgner. For general guidance regording IN[ 1obMeolbn. gsialty,xnlrat sforoge, deAvery, erecftm oW Wu*q, comll ANSVTM Dudoty Cd%dit, DS8.8f and SCSII Butldhnp Component MOW Solely INomraHon ovaAoblo kwn inm t ,7,Lda.563 D'0nofrb DAve. MadWm"071P. Stipp- F.OF B:C. OF STANDARD OPEN END MIUSAC - 7 3/30/2-064 PAGE 1 d-A _ _ .PRESSURE BLOCKS Loading (PSF): BCDL 10.0 PSF MAX 2x4 bat chord Cannier tr.4 - L of Jack / `j , / � AttS W.0" MIN) III Zx4 blockjack "' belw8en jaru cks, ss nalled to carrier bch (tyP) w16 W1(.131"X3A" MIN). 4 24" iYP PARTIAL FRAMING PLAN OF . CALIFORNIA HIP SET WITH SUB GIRDER BC of carrier truss 2-(.131"X3.0" MIN) NAILS (typ) TOM CHORD OF OPEN END JACK artier BC wt 6-(.13173,0" MIN) NAILS @ 3" o.c. Page # 6 4artfp dulgn parmnet=r mrd READ NOTES ON 7ME ARM D=VZ)ZD MITER REMERW PAGE MM74 M ZZMRS aS& use any with h4rek connedon. This design Is based only upon pwarmlers shown and is la an lrukvidual building eor poriml. d Qssd praperlrstc p or, of conpmmnl Issespansib" all building designer - not inns designer. limaing shown pot1=lpss wpb rrwrrAam only. Addif ondt fes VWM bracing to insure stability dwing conslsuallon b the respon Wl.y of the VpwtorefdbrpCkip otllf�a'resgE ahuclurek The respotrnbffily or Ilse bubdmg deiignes. Fa parietal guidance sel; dimswnS[mt"Starnpe,-deWely.icifoh and bracing. eonsuH ANSI/Mn WatDy CrlYesfa, aS6.69 and BCSI1 9uBding toenpenenf en avcibble lmmlruu Plate instilute, SM D'Onofdo Driva, Modkon M S 719. miretc industries, inc. Westerns Division We, C 33 EXF 3 31-15 11-� it F APR 0 9 2013 Greantsuck Lana, 1Dg Hsthls, Ca 6564t ,,,�, a INTERIOR BEARING OFFSET DETAIL IVIII!SAG v 6 313012004 PAGE 1 i• NOTE: INTERIOR BEARINGS MAY SHIFT TO THE LEFT OR RIGHT A DISTANCE EQUAL TO THE DEPTH OF THE BOTTOM (d). (7 1/2" MAX) BOTTOM CHORD PITCH MAY VARY NOTE- THIS DETAIL MAY BE USED FOR ROOF OR FLOOR TRUSS DESIGNS DOUBLE WEB JOINT SINGLE WEB JOINT MI7eK lnd3A6tyi2S, inc. Niesiem Division iPAWtAb • Oerifp design parmne4ers wQRFrSA NDTSS ON tiDS AND WCLI7ADD RD?Pl88FB =CP. PAWAM-7473 =MRS UM SM 6reg MANN own onbodk lane Design vald la use ' wlih A41Se4 eormetioa this design b bored ony upon pwome{ms shown, and h !a on Indivlduol bulkilnq cotnponenl. Chyus heots, CA, 958/ AppScobiflt' of design nlefs end proper incorporaf{on of wrsponeni b sespomib111y of biiHdhsC deslgrier • no! Snus designer. &odnq sh k la 1olerol wwpppod of �vaf web trrerrrbeAs ordy. Addihond lemporvy bmCLtq Voinsure dablliy.dudnq cosAsltucibh h 1he respons�y of the erx{a. AddNbrrtsl pertnonanl Drer3rsq of D>e ovesn9sttvciureh the responsibIDly of limliUfldin8 ded0�• fa ¢enmd guidance regadMq fobtkalbn, WagY eonirol storage, de8+ery, eracgon and brodng, corssvd AtiSViPli CiuedflY C]Deda, D58-B9 and dCSll 6u9dfn8 Cemponrnl Solely Mtomw6on wotbble fromtrves Able lmiliu{e. 5E3 D'OnoU{o DuNa, ModkorL W! 53719. BEARING BLOCK DETAIL 3 1/2" BEARING MIUS lC - 3A 3/25/2004 PAGE 1 REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES IMPORTANT This detail to be used only with one ply trusses (EXCEPT AS NOTED BELOW) with a D.Cf.L lumber increase of 1.15 or higher. Trusses not fitting these criteria should be examined individually, 0-3-8 ACTUAL BEARING SIZE; ALLOWABLE aOTTrN CHORD Si2E LUMBER REACTION BEARING BLOCK AND GRADE (lb) ALLOWABLE LOADS cILJr!G-.tirTE—N_— (NOTE 11 (NOTE 4,5) {NOTE 4) _ _.• SYP - 2966 _ 929 zxa 501"rom CHORD DF 3281 855 R074S @ 3" G.C. _ TOTAL NAILS) -----, — HF --}— 2126 I 736 - sPF 2231 726 SYP_._._ i _ 2966 i - 1393 — DF 3281 i 1282 2:46 BOTTOM CHORD .=.Uws R 3" O.C. --_-•---- - RF- ---- r-- �— 1104 _ =? TOTAL NAI LS I Vpr _2126 2231 ----- 1089 SYP _-_2966 — 1858 �( 2x3 BOTTOM C-r.ORD DE 3281 j 1710 ? Ro9s @ 3" G.C. HF ? 2126 j 1472 0.6 TOTAL NAILS! r —_-L. SP_ 2231 ! 1452 r FOR 2X10 BOTTOM CHORD USE 2X8 BOTTOM CHORD VALUES 4" MINIMUM HEEL HEIGHT CASE 1 BP,G BLOCK TO BE SAME 22 4/2" fiwcx SIZE, GRADE, S SPECIES AS FXISTiNG BOTTOM CHORD. APPLY TO ONE FACE OF TRUSS Western Division BEARING BLOCK 6 WOOD BEARING A_,LOh'A.BLE—LOADS LJOi9iv3L£ LOAD j1bl _ TOTAL EQUIVALENT BS.ARING LENGT —(NOTE 4 __�._.__.._._—_ _ ._ ....._ ..... 3895 ! 04-9 41 1 - — ' _ -- - - ---"T-4:11 -- _ _. .. -- I 2862 2957 0 4-10 4359 ..........0 5:2..... _..._. .._._..-_...._ ............ 4563 ! 0-4-13 --- 3230 __..._—....._.....,... _......._ _ 0-5-5 . 3320 D-5-3 — 4824 �--•i-----�-•----0-5-11 4991 i 0-5-5 i _ _ .... _. .. 3698 0-5-14 3683 i 0-5-12 12" 2L0.-7C , APR 0 9 2013 NOTES: 1. USE LOWER OF TOP PLATE OF BEARING WALL OR BOTTOM CHORD OF TRUSS WOOD SPECIES. 23HE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. NAILS DESIGNATED ARE (.131" DIAM. x 3' MINIMUM 4. FOR BEARINGS NOT NEARER THAN 3" TO THE END OF A MEMBER (CASE 2), THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.03 5. THE TABLE VALUE CAN BE DOUBLED FOR A 2-PLY TRUSS PROVIDED THAT THE LENGTH OF THE BLOCK IS 3'-X LONG MIN. AND BLOCKS ARE ATTACHE TO EACH SIDE OF 2-PLY TRUSS WITH NAILING PATTERN AS SPECIFIED AND 2- 112 A307 BOLTS TO CONNECT ALL 4 PLIES TOGETHER. LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES:. SYP = 565 psi DF = 625 psi HF = 405 psi SPF = 425 psiNOTE: VALUES NOT INCLUDE MSR LUMBER WITH "E" VALUE p GREATER THAN01 9O 00,000 PSI OR NON -DENSE GRADE LUMBERS Page # WAJtMNG • Verj(y design pararnaters and READ r✓OTi,5 ON P}379 AAD TNClL9SD IQe?E8 REiilCENCfi PAQE l3lt•7573 HE2T/Rh aL:F suite Greenback Lane Design vofid fur use only wtitn Wak conneclors. ?hh des b based on lea shown. and is Ian on lndwicival bv6d' component. Suite 1 e design any vp Porome gn imn Ctuus Heights. CA, 9561 nppficabilrly of design poromenlea and proper incarporolion al component •s responsibiTdy of building designer • not truss designer. Bracing shown c for lateral support of individual web members only. Addlionol lernporary brocing to insure stotsrW during conslruclion h the resporniblllAy of the ereebr. Additional permoneni bracing of the overall structure is the responsibly of the bulldog designer. for general 9urdonee rego+dmg adri� labricotton, gvo&ly conbol, storage. deMery, erection and bracing. consult AMR/71`11 CH —My Cdteda, DW89 and 11CS11 buiding ComP-nerd r.'ekm Solely Informa8on available from truss Plate Institute. 583 D•onoirio Drive. Madison. wt 53719. I, BEARING BLOCK DETAIL 51/2" REARING MIIISAC =4A 3/25/2004 PAGE 1 MiTn4 Inr{uGfrioc InC_ ® — Western Division REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES IMPORTANT . This detail to be used only with one ply trusses (EXCEPT AS NOTED BELOW) with a D.O.L. lumber increase of 1.15 or higher. Trusses not fitting these criteria should be examined individually. 0-5-8 ACTUAL BEARING SIZEWITH BEARING BLOCK APPLIED ON ONE SIDE OF TRUSS BEARING BLOCK I BEARING BLOCK 4 WOOD BEARING ALLOWABLE LOADS EU'TOM CHORD SIZE LUMBER REACTION ALLOWABLE LOA JS L- -. .%N GRADE lib) j ALL MBLE LOAD 11bi TOTAL EO';IVA.EJET BEARING LE:�GTY. '"RIJ'C .. ;". r7u• 'rAiT'sRN NA -TOG (NOTE 1)_......_._. NO) NOTE 4) _-._._.�(NOTE 4) _-.� 4661 929_._..._-..___..__.._.._.6590...--.._ :x5 BMW CORD cF _-._....__ 5156 855 ; 6011 ; 0-6-6 ...._ . - .. - - _ RO+S A 3" U.C. :8 TOTF1 NAILS) ; HE 3341 t 736 4077 i 0-6 11 I SPF 3506 L 726 4232 0-{a- _.—._ _-- 4661 j 1393 ! 6054 0 7:2._. __ SYP _—_ 5156 1282 _ __._.._ 643& _?— .._.....___ . i 0:6 13 2x6 BOTTOM CHORD RO)9s H 3" O.C. DF ___-_-�-- HF i I _ 334i�— 1104 14445 ._..._....._ _..__ i 0-7-5__ I.. OTAI. TAILS) Sap 3506 1089 j ' T—T1858 4661 1 6519 0-7-11 sYP_ 5156 ! 1710 —. 6866 --i--_-.._...._.._.._- ........... ..... 0-7-5 BOTTOM _HORe 4 RO'RS a 3" O.C. DF — Hs j --� --- 3341 1472 i _. �_ ) 4813 _.. _ 0-7-14 116 TOTAL RAILS) i 1452 -�- - — 4958 0-7-12 SPF 3506 J FOR 2X10 BOTTOM CHORD USE 2X8 BOTTOM CHORD VALUES. CASE 1-- 5" PyINIMUM 7'•T' _.-.- --r f` H££L HEIGHT G . 3RG BLOCK TO BE SAME i 22 1/2" SLO* siZE, GRADE, a SPECIES i -P4 AS-XISTING BOTTOM CHORD. PPPLi' TO ONE FACE OF TRUSS. NOTES: 1. USE LOWER OF TOP PLATE OF BEARING WALL OR BOTTOM CHORD OF TRUSS WOOD SPECIES. 2.THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. NAILS DESIGNATED ARE (.131" DIAM. x 3' MINIMUM 4. FOR BEARINGS N07 NEARER THAN 3" TO THE END OF A MEMBER (CASE 2), THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.03 5. THE TABLE VALUE CAN BE DOUBLED FOR A 2-PLY TRUSS PROVIDED THAT THE LENGTH OF THE BLOCK IS T-0" LONG MIN. AND BLOCKS ARE ATTACHE TO EACH SIDE OF 2-PLY TRUSS WITH NAILING PATTERN AS SPECIFIED AND 2-112 A307 BOLTS TO CONNECT ALL 4 PLIES TOGETHER. LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES: SYP = 565 psi DF = 625 psi HF = 405 psi SPF = 425 psi NOTE: VALUES DO NOT INCLUDE MSR LUMBER WITH "E" VALUES GREATER THAN 1,900,000 PSI OR NON -DENSE GRADE LUMBER. WARMNG-V_Vy dosignparameUra and RBAD,W0=six TMS AND Dra&== W= RSPZM= PAGE=-74 n BEPORE USL. ' 7777 Greentiadc Lane Suge 109 Design volid for vie only with WIek connecfoa, This design b bosed only upon poromelen shown, and is fat on individual buffding component. Citrus HOPI&. M 2S ApOrcobdily of design poromenlers and proper ineorporoiion of component B responsibility of budding designer. not fruss designer. brocrng shown is for bierol support of individval web members only. Addtfionof temporary brxing to insure Mobility during construction 8 the respons balmy of the ereclor. Additiarot permanent brocng of fhe overoll structure is the responsibility of the budding des:Vner. For general gvidonce regorerorg lobnoolion, quadfy contra storage- delivery, erection and brocing, consult ANSIfri ll Qua9ty GritaAe.. DSS-" and Is= Wilding Goms> m ni safety IntarmaTion ovof'abse from irun Plate Institute. 5H3 D'Orroft Drive. Modison. V71 537M UPLIFT TOE -NAIL DETAIL MlIJSA.G - 24 1 11/18/2004 j PAGE 1 MCfek Industries, Inc. Q NOTES: Western Division 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN, 2. THE END DISTANCE, EDGE DISTANCE, AND'SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES OR TOP PLATE SPECIES FOR MEMBERS OF DIFFERENT SPECIES. END VIEW NEAR SIDE FAR SiOE SIDE VIEW TOF OF SIDE VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY TOE -NAIL WITHDRAWAL VALUES PER NDS 2001 (lb/nail) pigM, SYP DF HF SPF SPF-S Vr .131 S8.5 46.1 31.6 29,8 26.3 p i35 BD.3 47.5 326 30.7 2D.9 J fn 1� 72.3 67.0 39.i 36.8 al ri Z .128 S3.1 41.8 .7 27.0 18.4 3 .131 54.3 428 29.3 27,7 18.8 N .14B 61.4 4B.3 33.2 31.3 21.3 ri 0 .i2D 45.9 36.2 24.8 23.4 15.9 O .128 49.0 38.6 26.5 25.0 17.0 J c .131 50.1 39.5 27.1 25.6 17,4 148 5fi•6 44.6 30.6 28.9 19.6 VALUES SHOWN ARE CAPACITY PER TOE -NAIL, APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - i6d NAILS (.16r diam. x 3.5") WITH SPF SPECIES TOP PLATE For Wind DOL of 1.33: 3 (nails) X 36.8 (tbinail) X 1.33 (DOL for wind)=146.81b Maximum Allowable Uplift Reaction Due To Wind For Wind DOL of 1.60: 3 (nails) X 36.8 pb/nall) X 1,60 (DOL for wind) =176,51b Maximum Allowable Uplift Reaction Due To Wind If the uplift reaction specified on the Truss Design Drawing is more than 146.8 Ibs (176.6 lbs) another mechanical uplift connection must be used. ew w 'Q a: C0464„ 3 EXP, 3.31-15 QF " USE (3) TOE -NAILS ON 2x4 BEARING WALL Pa e # '! 0 A P R 0 9 2013 USE (4) TOE -NAILS ON 2x6 BEARING WALL ® IPARhi7NG • Vnrljg dc+lgn parameLora WIe wtd READ AM= 00 =8 AND V CLDDED4EIC F9tt -&VCE JAGS Jdn•747F 3BMRS UMSGteanback Late Sidle 1oB Dedgn wId fot use ant)' wIM Ar6tek cOnneefws. ThB design h bated ony upon pa0melea sltrnm, and f< Iw on lodrvidvoi bu8ding cortpanani. dlnt5 HeIBMi, G4.4S67 AppBeablily of destgn ptuameniets and proper ineoyw0lbn ai eamponetd is respotis3b91y of btrtlding tleslgnv •not truss deslgnet. BroSng shown h Iw blerol support of h,dfv]du0lweb members Drty. Addll'anW lempwary brodng la lrttwe slObfRty during conslructbn b the responBbiBly O! the eredw. Atldtlitsnal penronent Wat9ng of the overatl shueftae k the t+:sptmdbmlY al the bsAld'trg deslgnes. For general guidanrx repOrdmg �rw lolxieallon, qua4VY eanirol storage, deWery, eradfon and brodnB, eonsu8 AN$UTP11 Guallty Riteiia DSB•84 and BC511 BufldtnB Compound R � ■ 7��® Saley tnlomtaflon ow6abk ham rows Pole 1nsBlule. 533 D'Onofda Drtue. MOdBon WI53y19. i��l 1 LATERALTCE-NAIL DETAIL MII/SAC - 25 11/18/2004 PAGE 1 MTek Industries, Inc. © NOTES: Western Division 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES, WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES FOR MEMBERS OF DIFFERENT SPECIES. TOE -NAIL SINGLE SHEAR VALUES PER NDS 20D1 (lb/nail)' DIAM. SYP OF HF i SPF SPF-S CD .131 BB.1 80.6 69.9 6BA 59.7 p .135 93.5 85.6 74.2 72.6 63.4 1 g2 118.3 108.3 93.9 91.9 80.2 eti ' 128 84.1 76.8 66.7 65.3 57.0 z 131 68.1 B0.6 69.9 1 68.4 59.7 N 148 106.E 97.6 $4.7 1 82.8 72.3 I�. rO L .12ti 73.9 67.6 58.7 I 57.4 5D_1 a I .128 84.1 76.9 66.7 65.3 57.0 c .131 88.1 80.6 69.9 $8.4 59.7 r' 148 1 D5.6 97.6 84.7 B2.8 72.3 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (Ib/nail X 1.15 (DOL) = 317.0 lb Maximum Capacity IY C01 4y_;33 EX,P.3-31-15 CNi1- OF Cali APR U 9 2013 SQUARE CUT SIDE VIEW SIDE VIEW (2x4,2x6) () 3 NAILS 2 NAILS NEAR SIDE } NEAR SIDE \ - -1 FAR SIDE rvr NEAR SIDE -1 FAR SIDE 114 45 DEGREE ANGLE ! BEVEL CUT SIDE VIEW (24, 2x4) 2 NAILS I '•�-r-� NEAR SIDE NEAR SIDE 4s-00' ' 4- -�-- 45.D0' SIDE VIEW \ L12 ( 3 NAILS -r NEAR SIDE j NEAR SIDE NEAR SIDE I VIEWS SHOWN ARE FOR I ILLUSTRATION PURPOSES ONLY i ® WAkigM . Ve * desgn parameters and READ ND7E8 am r= Alm DVCLVDED w' ieArPE wA= PAot Aw.7473 9Erl77ts v= Design'old for use onry wiFh Ar1ek connectors. Thk design based only upon pwometen shown and is for on indrviduol buffing component. AppG ""'y of design paromenten and paper incorporation of opnsponenl ft resporsubBHy o! bui{ding designer •not truss desgner. &Ocmg shown k 1or lolerot support W indviduol web members only. Add7wnd temporary bracing to irnvre stobttJy during construction is the reaponsib39fiy of the Breda. Addifioml pemwners) bracing of the overa9 sinrclure fs the responv'�lity d 1he bu9dny designer. ror perrerol guidance regardvsg lobricaiion, quality contra, zloroge, delivery. erection and brodmg. cansWl ANSI/T►11 Qvailty Crb¢ria DSit•89 and SCSI} Building Component Salety lntwnwGon ovoAobae from Sruss Psole eulfivte. 563 D'Onolrio Drive. nnodaon.lM 537t9. Suite 109 Citrus Heights. CA. MARCH 12, 2009 vIflQ 0 00 EUM� MITek Industries, Inc. WEB BRACING RECOMMENDATIONS I ST-WEBBRACE i iTak industries, Chesterfield, MO Page 1 Of 1 MAXIMUM TRUSS WEB FORCE (Ibs.)(See note 7) BRACE BAY SrZE 24"O.C. 48"O.C. 72" O.C. BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE A B C I D A B C D C D 1856 1BBS 2629 .• ^yti. mow::. ef�l:N..re.a.: .:.aY - +;r'tiTss •'��yy ii W�iw; :. :. :': .. .`. .t e,;[ �,:i.., t t` `+..{C ;T117.: =a �.w� ryv . 1D-0 1610 •,ti ,+.. �:,L-;�: .. r n.s_.ct. � 1N.-_;..•�^ fi";.�.:.:_v�;:y�<•rt-:X'SKas`s:�?k'%"�• i342 1572 1572 2358��' F" ,'{1 3143 3143 4715 4715 7D74 .jx.R'_�!'<.�..r• a;•�.,; 4,i.�ti�}• 14,-p" 1150 1347 1347 2021 may.^,.. .�...1'" -.:-y..? ;^'•'".�.. •�M' err:«i`�"v'_�t. ..;n�ti�r'ti.,,,..:�,.w:�.:,... •rs.!+:.�:'l" •s!A tF; n.- :.•c 'q, •Z '.��F:i'; ap a:e>. �YJ.._aF`ttit_1:�.;:.'_-Z'L"n :: `,��"�' ,,��[^�': fA:<g" /::� HODS 1179 1768 ?�:''-'��',;.yr 2358 2358 3536 �' - 'h; °•F'�,iT• L. .a 18'-0" 894 1048 1048 1572 a,'�'•:-r0,x�sy �`ei�=dip;,:.e.;i.,�;:rrn;��.�;;�.i;�: 3143 4715 <`k 1885 188B 2829 2D'-0" 8D5 943 943 1414 Bay size shall be measured in between the centers of pairs of diagonals. GENERALNOTES TYPE BRACING MATERIALS 1. DIAGONPLBRACANGIS REOtAREDTOTRMAFERTHECUWMTNELATERALBRACEFORCEWOTHE ' ROOF AHD/OR CELNG DWPHRAMTHE DIAPHRAGMIS108E DESIGNED RYA OUALIRED PROFESSMAL 1 X4 IND. 45 SYP 2 THESE CALCLIiAT04S ARE BASED ON LATERAL BRACE CARRYING 2%OFTHE WEB FORCE. A -0R- S. DIAGONAL BRACING ULATERLAL MUST BE SALESB:EAND GRADEOR BETTER,AS THE LATERAL BRACE LLATERIAL, NO SHALL BE INSTALLED N SUCH A MANNER THAT rr INTERSECTS WEB MEMBERS 1 X 4 d2 SRB(DF, HF, SPF) - AT APPROX 4S DEGREES AND SHALL BE HALED AT EACH END AND EACH INTEWIEDIATETRUSSWITH2.8d (0.121•39.61 FOR D4 BRACES,2.1W(0.181'x" FOR 212 aaad 2x4 BRACES,AND3 40d (0.121'Ay FOR 2x0 BRACES. 4. CONNECT LATERAL BRACETO EA3H7RUS5 WITH 2.8d (O.tG MS1 HAILS FOR tad. LATERAL BRACES, 2-1Rd (0.131-41 NALS FOR 24 aard 214 LATERAL OWES. AND 240d (OASI-J21 FOR2.&LATERAL BRACES. B 2X3*3, STD, OONST(SPF, DF, HF, OR SYP) 5, LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 8. FOR ADDmONAL GUIDANCE REGARDING DESMN AND OSTAUATION OF BRACING,CONSULT C 2 X 493, STD, COAST (SPF, DF, HF, OR SYP) GBB49 T9JPORARY BRACM OF METAL PLATE CONNECTED IRUSM AND SCSI 3 LnD TE O woo, PRAoME FOR AHNDLNG, NSTxt NG 5 mETAL PLATE CONNECTED WOOD TRUSSES, JIMMY PRODUCE) BY WOOD TRUSS COUNCIL OF AN1EfRICA and TRUSS PLATE NSMIM, "Md=xkaLT=" eadw .tphtaq D 2 X 6 93 OR BETTER (SPF, DF, HF, OR SYP) T. RWERTO SPOCIFICTR1SS DESIGN DRAWING FOR WE8 MENBER FORCE. L TABUATED VALUES ARE BASED ON A COL.. 1.15 FOR STABILIZERS: FORASPACING OF 2�'OJ .. CHLY, WMK'STABLMPr TRUSS BRACM SYSTEMS CAN BE SUA67I1U1ED FOA TYPE p, g, CARD D DRAMS MATV% OfAGONAL BRADA'IG FOR STABILIZERS ARE TOBE PROL'DEDATBAYSM INDICATED ABOVE WLFJLEDLIPHRABM BRACtliG 15 RECLURED i ss�BRcB t�6TT RBG OEEANDP DT�C�IFtCAT010. fta SEE STAeLIZER TRUSS WEB MEMBERS This information is provided as a recommendation to assist In the requirement for permanent bracing of the indn9dual truss web members Additional bracing may sty be required for the stability of the overall roof system. The method shown here is just one method that can be used to provide stability against Web buckling CONTINUOUS LATERAL RESTMAWT 2-1 Od NAILS (SEE NOTE 4) F°a e#12 T-BRACE AND L-BRACE Nalihig Ppttsin L-Brace size gall Size Nall. Spacing 1X4 or 6 iad (0.148X31 8'. .c. 2x4, 6, or 8 6d(O.182X3112" 8" D.C. Note: Nall along entire length of L-Brace or T-Brace (On Two -Plies Nall to Both Plies) W E9 Nabs SPACING rf t ,A APR 0 9 ZU13 MIIISAC - 23 4 8127t2o.a4 MITek Industries, Inc. Western Division L-Brace or T-brace . Size for One: -ply Truss Specifled Continuous Rows. of Lateral Bracing Web Size 1 2 _ 2x3 or 2x4 1x4 2x4 2x6 1x8 2x8 2x8 2x8 "}d DIRECT SUBSTITUTION NOT APUCABLE. Section Detail Nails Nabs Web ''�� Web L-Brace T-Brace L-BRACE or T-BRACE T-Brace or I -Brace Size for Two -Ply Truss Specifled Continuous. Rows of Lateral Braiding Web size 1 2 O-Brace) 2x3 or 2x4 2x4 •2x4 2x5 2x8 2x8 w 2xB 2xB Nabs �` / 10d (0.148X3°) @ 9" o.c. Web / J_Brace Nallsl Section Detail Note: i. L-Bracing orT-Bracing to be used when continuous lateral bracing is impractical. L-brace must cover 90% of web length. 2. L-Brace or T-Brace must be same species grade (or better) as web member. 3. The Stabilizer or Eliminator of MiTek Ind. Inc. can replace the bracing members. Please refer to engineering document provided by MiTek Ind. Inc. 10age # 13 -T VALLEY TRUSS DETAIL MIHSAG - 19 4/26/2004 [PAGE 1 OF 2 Q LIVE LOAD = 60 PSF (MAX) DEAD LOAD = 16 PSF (MAX) gawk D.O.-.L. INC = 1•.' 5 'GABLE END, COMMON TRUSS B5 MPH WIND SPEED, 3 SECOND GUST OR'GIRDER TRUSS 117i7e[c Industries, Inc. UVestern Division NOTE: VALLEY STUD SPACING NOT TO EXCEED 48" O.C, SPACING . _ I---h: --'h---11 -- fl ---u — "�--r __ u---�T---i1--- k J ry r ' II N 11 f7 r7 II N N II !1 17 f! h Jh ry P Ir h � 71 I h ( II BASE TRUSSES VALLEY TRUSS TYPICAL ti TYPICAL ( 24. O.C. ) ( 24" O.C. ) �i -LD VALLEY TRUSS TYPICAL GABLE END, COMMON TRUSS s 1 2a^ o_C. t OR GIRDER TRUSS 1s TOE - -NAIL VALLEY TO 11 io BEVEL VALLEY BASE TRUSS W/ TRUSS (2) (.131"X3.0" MIN) TOE NAILS. ATTACH 2x5 CONTINOUS NO.2 SPF TO THE FACE OF THE ROOF W/ TWO TOE -NAIL VALLEY TO (.131"X3.0" MIN) NAILS INTO EACH BASE TRUSS WI TRUSS BELOW (.2) (.131"X3.0" MIN) TOENAILS VALLEY TRUSS RESTS ON 2x6 0e e DETAIL A pETA1L B (BASE TRUSSES SHEATHED) (GREATER THAN 3112 PITCH) ATTACH BEVELED 2x4 CONTINOUS NO.2 SPF TO THE FACE OF THE ROOF WI TWO (.131"X3.0" MIN) NAILS INTO EACH TRUSS BELOW A77ACH VALLEY TO BEVELED2x4 W/ ( 2) (.131"X3.0" MIN) TOE NAILS DETAIL C TOE - NAIL VALLEY TO (GREATER THAN 3112 PITCH BASE TRUSS W/ LESS THAN &12 PITCH) . (2) (.131"X3.0" MIN) TOE NAILS " NOTES: APR 0 9 2013 1. SPAN OF VALLEY TRUSS SHALT. BE LIMITED TO 30'-0" MAX AND PITCH BETWEEN 2-6/12. 2. PROVIDE LATERAL SUPPORT FOR TOP CHORD OF BASE TRUSS WITH SHEATHING (BY OTHERS) 3. MAX WEB LENGTH WITHOUT BRACE (6-3") WITH BRACE (12'-6'1 4. IF TOP CHORD LATERAL BRACING REQUIRED IS LESS THAN SPACING OF VALLEY TRUSSES (24" O.C.) THAN ADDITIONAL 2X4 BRACING IS REQUIRED. 5. LATERAL BRACING SHALL BE NAILED W/MIN 2 10d NAILS. ® IVARMNG • ft tft design pwwactam and AE41) POW ON 2= AND 114AJZI= W= ACM-WCB PAGE UM7473 SiMAS trm TM Greenback Lane valid is use orgy with MBe1 eomeclna. This deslgnb b6sed orsb upon Porors+elers shwrts, ondk for an 4sd>,Aduat bullypnp compoasenL stdia 109 Abliy of design pommelden orld proper InmrPoroAon7af wrssponent h respnnslblily of huMdirry deslgru:r - rrol Was tleaipner: Rrodnp shown Mnrs Heights, CA• 95 B'iar faleiolsupporl oT hldnidud web mesnhen only. AddAlonddeRsporory'brocirsg !o bows slobEfy iluiss9 corulroclirns is the responshffiIDAy of the erector. Adi9Aond pemsmlonl 1xas3np ai the oveml slivdure h the resporul6B'dy cl the buBrLng deslpner. Fa perseaa! gsileitsnce repadthp - lotxleolion, gvofdy conNoL storoge..deGvery. ereelion and braefnp, eorsssiA ANS1JRn Civa9ly Crlleda. DSB-89 end BCStI Bugr9rsg Corriponent SobN InFermaAun ovoiVabk from Trvas Piole LolAvfe, Sfr4 t70nolrio (Rive. l.Aodison. WISt714. -T PAGE 2 OF 2 VALLEY TRUSS DETAIL Mll/SAC - 19 4/26/2004 BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO BASE TRUSS W/ (2 )16d TOE NAILS DETAIL D (NO SHEATHING) BEVEL VALLEY TRUSS z SECURE VALLEY TRUSS WI USP RT7 OR EQUIVALENT DETAIL E (NO SHEATHING) MiTek Industries, Inc. Western DIAslon NOTES: FOR CONNECTION OF VALLEY TRUSSES TO BASE TRUSS USING DETAIL D OR DETAIL E. 1. SPACING OF LATERAL BRACING REQUIRED ON TOP CHORD OF BASE TRUSS SHALL BE LARGER THAN THE SPACING OFVALLEY TRUSSES (24" O.-C. MAX) OTHERWISE, ADDMONAL BRACING SHALL BE PROVIDED FOR TOP CHORD OF BASE TRUSS. 2. LATERAL FORCE SYSTEM SHALL BE CHECKED BY PROJECT ENGINEER TO VERIFY THE PROPER TRANSFER OF ALL THE VERTICAL AND LATERAL FORCE. Pa e # 1 WA)iMHD • IIortfy design parametent end ItiaAD NDTEB DN 7HI5 AHD DVCLIIDED dQ77F.1CRE}'EREtdCE FADE Affi•74T3 8�3VRS II3E. Design void for use any vAh Wlfek connectors. Thk design b based any upon porornelen shown, Dnd is tw an be ivrduol bAling component. Appt�ablQ{}• Df designpwo menlen and proper incorporoBon of component k resporalbWy of buldIng deslgner - not Irusa designer, Broak+q shown k Iw Iolero! support o1 indivldrsnl web mesribsds only. Addnbrd l empwary brDdng to Iniwe sloblilly duff oonslmaon.h the respavulbRy of the erecim Addlonal pumonent laocktg of the overol sbuchn k the respon*My al the Dulding destgner. For general guldance reparcifng lolsrieolion. quc:y control storage, delivery, ereclion and brocing. consul ANSVII lI Quality CrIleda, M-St and BCMI Building component Salalylnk mmgon ovoflabie 1=1& ss Plole Insiilule, 583 D'Onoh3o Drive, A'+odaon. WI fa1719. sa4�S� r2 OF CALF APR 0 9 2013 rM Greenback lane State Ice Gurus Hav ts' CA. msi Cammm PURLIN CABLE DETAIL MIIfSAC - 12 7/1512005 PAGE 1 OF 4 .t i I THE PURLIN GABLE TO BE LAID ON TOP OF THE HIP TRUSSES AND ATTACHED WHERE IT HAS CONTACT WITH THE Q TRUSSES BELOW. SEE DETAIL #2 SEE e JACKS SEE SHEET 2 OF 2 FOR ALL DETAILS le/t 1UK flfuusuter} tuft. Western Division STUD SPACING ON PURLIN GABLE TO BE LESS THAN OR EQUAL TO THE N THE GIRDER OR HIP TRUSS CING 2!- 56 3x5 3x5 ALL PLATES TO BE 20 UNLESS OTHERtMSE NOTED TYPICAL "PURLIN GABLE" DRAWING FOR IEAECH INDIVIDUAL TRUSS SEE DETAIL #3 WARNlNG•IIerj/y dcslgnpmamelere and REED NDTE6 ONTfIDe AND IIiCLIIDED MP,[p.IC REFEBF.NCE PAGE tEa•74738F3iDkE ilEE. pettpn vn&i for use only vAlh Milek connecfon. Thtt ded�n k based only upon Parotnetfsrs shown and h fw on lnd"wlduai buAdlna component, Applcn6�ly at ds�ign parnmenlen and Proper k1totporollon of cotnponeht k tespoltisiblBfy of buCom➢ desl8nrr • mf Ytfra dedpna. krodne sh k'lor laimnl svppo>7 0l IndMdual web tffemb�6 Doty. AddgMnol.lempwary taodnp io kuure slab0ly dfuhfp txrstruclbn k the tesponslbimly of ereclnr. AddHbnol pemronenl btadrig o! the overt sfru4ue k Ifie respons�7tfy t>t the btAklfnB daslgnar. for peneta� 9uidanee tepon4mg S� ro�orm�rinny corgi s�otog� . .Pd�l allykal�0ute, 561 D'�n�okb&tbHe, Modn� WI �19� a.GS6.89 and BCSII 9u8dInB Component APR 0 9 2013 109 Helghts, C& PURLIN GABLE DETAIL MIVSAC s 12 7/15/2005 PAGE 2 OF 4 16d NAILS 6° O.C. ATTACH 2x LEDGER TO FLAT TOP CHORD PACEROWS 9 0 C F 10d NAILS (.131° DIAM. x 3) GIRDER QJ� J DETAIL #2 t -9t es rn DInausisk es,. Inc. t S6d SINKEkOR 16d BOX O.C. SP CING SY OTHERS THE TOP OF THE HIP GIRDER TRUSS AT THE BASE OF THE PURLIN GABLE IS DROPPED LESS THEN ALL THE OTHER HIP TRUSSES. THE BOTTOM EDGE OF THE PURLIN GABLE' ALIGNS WiTH.THE LEFT J �' FACE OF THIS TRUSS eC� AND BEARS ON TOP. l DETAIL #1 APEX DETAIL #3 IMPORTANT NOTE: ALL CONNECTION NAILING SHALL NOT SPLIT ANY LUMBER �q �PURLINLE Q� OF THE LOVdEE TRUSS�ON C(M6433 TOP CHORD 0XP. 3-3 `-15 DETAIL #4 Pa e # '17 C /Av of Ca.� Vm-M design paromat —d XUD NO= DX TAM AND II==5M AV=XZM=NDB PAQE Jdb74 78 8EFORS =Z APR 0 9 2013 7777 G�backLanB SOitrue Helpnts, cP„ ess� PURLIN GABLE DETAIL MIUSAC m 12 7/15/2005 PAGE 3 OF 4 JA B`I PURLIN MITOK Ina ustma. Inc. Western Division PURLIN GABLE :R OR 16d BOX SING BY OTHERS 16d SINKER OR 16d BOX O.C. SPACING BY OTHERS HIP SET TRUSS CO-46433 EXP. 3-31-15 APR 0 9 1D13 WAP- WC: •:erj& d®Ipn pmlW=fms and AMV NOTES ON 7M AND INCLUDED $ZF= USE. 7777 Graenbadt LMB Sufte 10B en wAd for um or& vAlh ANIek conneriom This dedon.ls based ontr uDon Dammal efs shown. and h for on Ind MuDl buifdlno eomoonent. CNrus Heights, c; rul [ , PURLIN GABLE DETAIL MIB/SAC e 12 7/15/2-005 PAGE 4OF4 NUTek industries, Inc. O Western Division 16d SINKER OR 16J BOX TYPICAL L. ' RIDGE BLOCKING PURLIN GABLE FIRST COMMON 2X BLOCKIN W/CONNECTIONS W/PRAMING CONNECTORS LAST HI BY OTHERS 2-0-0 MAX � 1 DETAIL #3 SUPPL, 12 TIGHTLY SET Jo1NJ� — 1 \ PURLIN GABLE (— HIP SET TRU S ROOF SHEATHING BY OTHERS DETAIL ##4 SUPPL. HIP SET TRUSS ROOF SHEATHING AND DIAPHRAGM 2 / NAILING BY OTHERSS� I t \ PULIN GABLE HIP 4 C@i V OF G DETAIL ##4A S Ln19 APR 0 9 2013 WARt.IDAG • 4er(fy QeNgn p�mnerrrs aiut JtFAD ND1E9 DN TfIIS AND INC7.DD£D kSlEIC ICEFSRF.NLF. RAGE MG7478 BEFDRS f/.S•E. 777/ (;r�g„ya� l.et�¢ voBd I use wd,_ S e t a 8n . _... of , .. �' Ih N&,ek connectors. jtd� deslgr},k bated onb W?+1 P�DmeL�s shrnvn..aru1 § �a on IndMdud bu1kSmD comDonenl. CiWs rie4phfs, CP„ 45i —F— STANDARD GABLE END DETAIL I♦JiII/EAD a 4/2712004 PAGE t OF +DIAGONAL OR L -BRACING REFER TO TABLE BELOW SEE PAGE 2/2'FOR —ALTERNATE BRACING DETAIL — 1X4 OR 2X3 (FYP) VARIES TO COM. 2 TRUSS 3" CONT �VERTICAL STUD TYPICAL 2x4 L -BRACE NAILED TO 2x4 VERTICALS W/Bd NAILS SPACED AT W O.C. LOAb NG(Pst) SPACING 2-0-0 TCLL 50.0 Plates Increase 1.15 TCDL 10.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress lncr YES BCDL 10.0 Code IBC/IRC TOP CHORD 2 X 4 DFUSPF/HF - No.2 BOT CHORD 2 X 4 DFUSPF/+{F - STUD/STD OTHERS 2 X 4 DFUSPF/HF - STUD/STD SHEATHING (BY OTHERS) 3 1/2" , �1 112" NOTCH AT 24" O.C. (MIN.) TOP CHORD NOTCH DETAIL MITek Industries, Inc. Western Division 24" MAX 0 //II 24. O.C. 2X4 LATERAL BRACING AS REQUIRED PER TABLE BELOW 3X5 = END 0 WALL %GID CEILING MATERIAL DE_ -IL A LATERAL BRACING NAILING SCHEDULE . VERT. HEIGHT # OF NAILS -AT END UP TO 71,011 2 _ 71-011 - OVER 8'-611 4 - 16d f MAXIMUM VERTICAL STUD HEIGHT SPACING OF VERTICALS WITHOUT BRACE WITH LATERAL BRACE WITH L- B 12 INCH O-C. 6-7-0 13-2-0 11-0-0 IM 16 INCH O.C. _ __ 24 INCH O.C. NOTES I ) VERT. STUDS HAVE BEEN CHECKED FOR 85 MPH WIND 3-SECOND GUST, FRCP. B, HEIGHT 30 FT 2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT, 3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALL.Ai'ICN. 4) BRACING BRACING SHOWN I SFOR STEM,IVIDUAL TRUSS ONLY, CONSULT BLDG, ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT OF 5) DETAIL A (SHOWN ABOV9) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITHA MAX VERT. STUD HEJGHT OF TO,? CHORD NOTCHING NOTES 1)THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24" O.C. ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH 10D NAILS SPACED AT B" O.C. IF STUDS ARE SPACED AT 24" O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED. 2) NO LUMBER -DEFECTS ALLOWED AT OR ABOUT NOTCHES. gage ZO 3) LUMBER MUST MEET OR EXCEED VISUAL GRADE-92 LUMBER AFTER NOTCHING. 4) NO NOTCHING IS PERMITTED WITHIN 2XTHE OVERHANG LENGTH. Continued on page 2 APR o 9 2013 WARNDJO • V—Z* dalyn Pa md-M and MEAD NOTES DN TMV AND M=XDED WTWC P—EPEXWO PACS AX144" RWVPZ VaS. T7T7 GBeneadc Lane �® thslgn vo&i Ica use only with ARTek conneclon. This design b timed on}y upon ponxneleas shavers, and a for an fidMduDl bu5dksg component. Mus Helomt, CA, 9691 71FA1 ebthe WDecotlon. quoBly eonhol. sloroge, deBvery, eree4on and 6rac4sg, oonsull ANSIJiPn Ouoely Crllosio, OSB-94 and eesit 9ulMinp Corn�ent � /Ei'.i`��® Sdety lniarmalion ovatlobie kom Truu Plote IrsdNvle. SB3 D'OnoMo Cr'r+e, Mod}son, 1'.153719. M 1 STANDARD GABLE END DETAIL MIIISAC - 20 4/27/2004 PAGE 2 OF 2 2- 10d (iYP) SIMPSON A34 — OR EQUIVALENT 2X4 No. 2 OR BTR GABLE EN 6`4" MAX TO BEARING WALL 4- 10d NAILS MIN. ,PLYWOOD SHEATHING TO 2X4 STD. DF-L BLOCK 2X4 STRONGBACK INTO 2X4 No. 2 OR' BTR CHOI MAX. 2X4 BLOCK D OR BTR SPACED @ 6-0" O.C. E PROVIDED AT EACH END OF EXCEPT FOR BRACE EXTENDED E CHORDS & CONNECTED TO i W! 4-10d NAILS. NGTH = T-0" STANDARD TRUSSES SPACED @ 24" O.C. ALTERNATE BRACING DETAIL NOTES AP o 9 2013 NOTES N0.2 OR BTR. FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH 10D NAILS @ 6" O.C. 2 2X4 LEDGER NAILED TO EACH STUD WITH 4-10d NAILS. 3)2X4 STRONGBACK TO BE CONNECTED TO EACH VERT. STUD WITH 2- 10d TOE NAILS 4)THE 10d NAILS SPECIFIED FOR LEDGER AND STRONGBACKARE 10d BOX NAILS (0.131" DIA. X 3.0" LGT) THIS ALTERNATE BRACING DETAIL IS APPLICABLE TO STRUCTURAL GABLE END IF THE FOLLOWING CONDITIONS ARE MET: 1. MAXIMUM HEIGHT OF TRUSS = V-S", UNLESS OTHERWISE SPECIFIED BY PROJECT ENG. OR QUALIFIED BUILDING DESIGNER. 2. MAXIMUM PANEL LENGTH ON TOP AND BOT. CHORDS = 7--0" 3. THE HORIZONTAL TIE MEMBER AT THE VENT OPENING SHALL BE BRACED @ 4'-0" O.C. MAX. 4. PLEASE CONTACT TRUSS ENGINEER IF THERE ARE ANY QUESTIONS. . Pa a#21 ® WARAMP*- 11ya4 dcnignparametrrs and ArAD NOTES ON THIS AND TNOl.ODW W7EK.RL =ZNCEPA08 ATb7472 BSFVBE t7SE. M7 Greenback lane Design veld to use only vAh NSIek eonneclars. Thic design is bawd only upon poromelan shown. and is Jot an &nc%duai building componeni. Sufte tOg App4coblilty of design pararssenters and proper hrcapvmibn of eorrg,onen1 is responsi�Fbfy of building designer• nor inns designer. Bracing shown �� Halghts. CA 8561 Is for Werra! support of nl drv�uol wab members only. Addlgonal iempomry bracing to Inswe stobIty dukg COnsituelbn b the responstbrily of the ereeio. AddAbrsol perrnonenl bracing of the overall simclure is the responsibpey of the bu®cltng dedanm. For general g0dance regarding f. lobrkorson. quolHy control, sioroge, deivery, ereeilm and bracing, eonsull ANS11711 Quopry Cdleda, M-64 end eCS11 Miffing Camponenf Safety Inro"noflon ovallobie- born Truss Pole MsilbAe. $83 D'onottle Drive, Monson. m sorui � REPLACE A MISSING STUD ON A GABLE TRUSS MIIISAC - 27 ' f 11/18/2004 E PAGE 1 MiTek Industries, Inc. Western. Division 1. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL IN7 i=1J ION. THIS REPAIR. DOES NOT lN1RLY -MAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FUF THER• REPAIRS ARE REQUIRED'. WHEN THE:RIEdUIRED REPAIRS:ARE PE3QPER. LY APPLIED, THE TkAj9S WILL BE CAPABLE OF SUPPORTING THE LgApS J.Nb)fsA�. 2. AL�.MEMaERS-M qT BE �iETU1 "NED TO 7 kiEIR ORIGINAL POSIT}ONS; BEFORE APPLY -II GAEPAR-.An[.YjiEW.I.ROCA'PE-D'URINGAPPLICATIONOF.REPAIR, 3. THE'ENp,D7STAiJCE EDGETi}STAI�IEE, AND:SPAbING OF NAILS SHALL BE SUCH AS. fO:AU()lD 5PL1TfING:0 TFiE.Vi�(JQD. 4. WHEN NAILING_Sl;A$S G3}t.GCISSEI&; THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO.AVOID`LOOSEi II�G QF THE Ct).. E�STOR PLATES AT THE JOINTS OR SPLICES. 5, THIS REMik IS TOSS USED FOR SINGLE PLYTRUSSES IN THE 2X ORIENTATION ONLY. REPLACE MISSING WEB WITH A NEW MEMBER OF THE SAME_ TO THE INSIDE FACE OF TRi .SS VV T •ENE 6d NAILS(.113" X 20) INTO EACH MEMBER (TOTAL 1•D NAILS PER GUSSET) THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED WITH (MIN) 7/16" O,S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. TRUSS CRITER{A LOADING: 40-10-0-10 (MAX) LOAD DURATION FACTOR :1.15 SPACING: 24" O.C. (MAX) TOP CHORD: ZX 4 OR 2X 6 (NO 2 MIN) PITCH: 3/12 -12112 BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Pa e # 22 a �,WAJi.idlRi•4RriiB.�+IB^FW�?�and JtEAD NOTE90N?$S AND D•TS,iIDED MlTFJCREFFREI/CE'PADS 7�•749888fORG Ds1i Design va5d'fwute.ahy,�+Uh Mfl'ek connecfom ft destpn b bo<ed only upon pwarnelea shown, and is for an indMduol buDOV aomponenl. b•PF�?�Y. d deign poromenters and propts Mcorporallon of corripdnenl b respanslbfily of buNdfnp designer - nol twss designer. BJodng shown b {or Idlorolsupporl'ot Mdiv3dveiweb membeaonly. Addlliondl lemparory bracing io buwa Stabifily durMB eonsiruction k Iha sespon{�i&!y of the ererlcd. Additlorai pairiieneril brocln0 0l the overatl slruclure b the re�ons36t�ly o! the bulldnB ��B+r?r• � 9eneroi guidonce repwdinB fabnealton, quQ➢Iy.eoi4r01, dlorope, de'9very, ereellan:ond aadne. corssuil AN$1/[Pli Quality Crlledo, DSt!-89 ana BCSIi ButidtnB Component sal h iriidmo$om avatl'e5fe trbmTruss PbYe haNlul e, SSi D'Onoltlo Drive, Morison, VJI SV t9. COMMON CCali3 F CIVIC OFLR APR 0 9 2013 0 rM Gmenb2dl.ehe ..: SUHe tog INK 411" Mus f ieiphls, CA, MidEM FREPAIR A BROKEN STUD ON A GABLE TRUSS M111SAC - 28 11/18/2004 PAGE 1 IY117 CA )IIUt{.�t{IC>, /114:. O Western Division 1. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLYTHAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE: REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS -INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND'HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 4. WHEN NAILING SCABS OR GUSSETS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X ORIENTATION ONLY. SCAB LUMBER SHOULD BE OF THE SAME SIZE, GRADE, -AND SPECIES AS THE ORIGINAL NAILS INTO THE TOP AND BOTTOM CHORDS THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/ (MIN) 7/16" O.S.B.OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. TRUSS CRITERIA LOADING: 4(-10-0-10 (MAX) DURATION FACTOR: 1.15 SPACING: 24" TOP CHORD: 2X 4 OR 2X 6 (NO 2 MIN) PITCH : 3112 -12/12 BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Page # 2S ® WARA7NG Ver(/y dcrtgn parametanc and RSAn NDTEB ox TlIIS ANn n2fanSDlhEFFTiEWC6 PAGE Ica�ara 8E1DRE USE. Design valid Im use any with W e1 connectors, This design Is based only upon paromelert shown, and it for on hsdwidual buliding componenl. App5cobtly of design ParomenlBn and properincotporaWn of component is responslblly of building designer• not Iron deatgner. Brachg shown h lor tolwdi suppod of hdlvlduot web members only Ado fond temporary bracing to Insure siabBly doting caral=11on Is of the eredor. AddMonal perrrioneml bracing at IM overa0 atrudwe h the resporWbGty of f he bu8dhg designer. For general gutdonce regarding labrkollon, qu1s11y control slaroga, de5veryerection and bracing. aonaM ANSVrPlt 4uaAy BC Criteria, DSB•84 and Sit Betiding Component i Safety lni>rmaHon ovolbMe ham truss Plole nslBulbe SM D'Onohb Drhe_ Madison, M 5371V. 715 COMMON CQ!c433 EXP.3-31-15 APR 0 9 2013 sulle I aenbecx t.enB ..... ® suite 6B CBRJ6 Heights, CA. g5B7 foil MOW REPAIR TO REMOVE CENTER STUD ON A CABLE TRUSS M111SAC - 29 ( 11118l2004 f PAGE 1 MITek Industries, Inc. western DWalon 1, THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT RQ.FURTHEk REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS. INDICATED. 2 ALL MEMBERS MU57 BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE. END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID. SPLITTING OF T]HE WOOD. 4. LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. 6. COINNECTORIS TO BE USED PLATES MUST BE FULLY IMBEDDED USSES IN THE 2X— IENTATION ONLY. AND UND S URBED� * MAXIMUM STUD SPACING = 2e O.C. LUMBER TO BE CUT CLEANLY AND ACCURATELY, NO PLATES ARE TO BE DISTURBED. NO REPAIR NEEDED, THE OUTSIDE FACE OF THE SEE MrrEK STANDARD GABLE END DETAILS OR WIND BRACIINLE MUST BE SHEATHED W/ (MIG REQU REMENTSL OOD. E IMPORTANT This repair to be used only with trusses (spans less than 50') spaced 24" o.c. maximum, having pitches between 3112 and 12112, total top chord loads less than 50 psf and maximum wind speeds of 100 mph. Trusses not fitting these criteria should be examined individually. TRUSS CRITERIA LOADING: 40-10-D-10 (MAX) DURATION FACTOR - 1.15 SPACING: 24" MAXIMUM TOP CHORD: 2X 4 OR 2X 6 (NO 2 MIN) PITCH : all -12112 BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) [�REFER TO INDIVIDUAL TRUSS DESIGN Page # 24 PLATE SIZES AND LUMBER GRADES ® I4ARJANO. 4cr'(rg dvlgn paromtda+s mid rrS4v NOT= ON TFIIS AM D=ZDSD n=KXZT= ?;C8 PAW MV 7473 AZPORS US& Design va&d tar use only with MDek ror,neclots Thk destpn u based onFj upon porornelea shown. and k For an 4,dnklvol buAdmB component. B Iw by pporf of kpidivSduallweb mebms or$Y. AddHbrwl ter»Dmpnbrodnrepoinnn4 slobblQly dtnitln9 �nstrudlon b heraspotOffigOtyof the medos. Add8bnal pam,arient brodng at the ovarO� Nruclurs 41he responsibl3dy of the buikding deslgMr. For Deneml guidance �Bmdin9 Iabrieaflon quDBty conimi slota9e, doWvery, erection and brodng, cw,av8 ANS11/tMt Qvagty Cr11eAa, OSB•84 and 8CS71 evlldtng Component Satety Iniom,a8on ovaibble 4om Teas Pbie Instllule, SB3 D'OnWrlo DAve. H,odhon, YD 53714. 24' MAX COMMON APR 4 9 2013 77 Greenback Lane -0 ifle IDO ws Heights. CA• 9581 MI —6ko REPAIR TO NOTCH 2X6 TOP MIIISAC - 30 11/18/2004 tPAGE 1 CFlt3RD C3iot �+ GABLE TRUSS hlltTnb InAiefrinc Inr Western DivWon 1, THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAIN114G PORTION OF THE TRUSS 1S UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED a`' REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIQNS.BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE; AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING.OF THE WOOD. 4. LUMBER MUST BE CUT CLEANLY Am. ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED, 5. THIS REPAIR IS TO BE USED FOR SINGLE. PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. 6. CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. 3 112" X 1 112" NOTCH IN TOP CHORD 24" O.C. AS SHOWN , MAXIMUM STUD SPACING - 24" O.C. LUMBER TO BE CUT CLEANLY AND ACCURATELY, NO PLATES ARE TO BE DISTURBED. NO REPAIR NEEDED. E0 U) c ='0 .` 12° 2MAX E-� 'seM/N, Ngoo` rl 7 MAX THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W1(MIN) 7116" O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS, IMPORTANT This repair to be used only with trusses (spans less then 5V) spaced 24" o.c, maximum, having pitches between 3M2. and 12112, total top chord loads less than 50 psf and maximum wind speeds of 100 mph. Trusses not fitting these criteria should be examined individually. TRUSS CRITERIA LOADING: 40-10-0-10 (MAX) DURATION FACTOR: 1.15 S SPACING: 24 MAXIMUM TOP CHORD: 2X 6 (NO 2 MIN) PITCH: 3112 -12112 a`�f M' 63 BEARING: CONTINUOUS, STUD SPACING :24" O.C. (MAX) CIV,,1- �r 4F REFER TO INDIVIDUAL TRUSS DESIGN Cam` # 25 FOR PLATE SIZES AND LUMBER GRADES jPage 0 �mnAto APR © 9 2013 0 WBRAdNO. 9erlfg dcelgn pn+-emdera s:ndREdD NOTES ON R'ftl3 AND [NCLimSD 1,II:lFR 8E£F.RCNCB PAQL J1QS:94T3 BSYORB 96'& De>t9n vv8d fw vie only vAlh M6ek conneelors Tide design k blued only upon ponmrefess sho�m, ontl b br on irxllvliiu0l bulidfng eompwrenl. App6cablNlY � desgn poromentea and proper incarpwollon of oompanenl k recpnnslbi9y o1 bsYBdtng des�net - nol .lnrss designer. &odn8 drown 6 1or breral svpporl o! hdiv+dual web merr>Sera only. Addllbnd lerr4aoroiy brodng to insure stablily dodos eanslroetion k the responsibiBBy of the erecra. Addlttoncl permonenl blocing of the waoF skuctureis the rsspondbiBly o! the iwrdMg designer. For generol guldonce regarc9ng lobdcolbn, quofly eonhol s1ompe, deWery, areelloh and brocmg, oonsug ANSI/rPl1 Qua9ty Cdieda, DSB-B4 and BCSnBedlding Cemponont SateYy hdorme9on woBobie hom Scvss Pble Insigule, 581 D'Onnlrio Ddve, Fhodkon, WI53719. 77TTi3tsenbadctane . --- o SuNe tog MMIN Cn= Halghts. CA. 9561 .19 Mal M'i k REPAIR i0 NOTCH 2X4 TOP iVilIISAC _ 3'i 11118/2D04 PAGE 1 CHORD ON A GALE TRUSS i.R3Tn4 3n.i,rei�tec tnr QA 1. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL Western Division INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS RE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS AGED. THER REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATEDBERS MUST . 2. ALL APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION ORETURNED TO THEIR FF REPAIR. NS RE 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 4. LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. 6. CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. LUMBER TO BE CUT CLEANLY AND ACCURATELY, NO PLATES ARE TO BE DISTURBED. APPLY 2X4 NO.2 SCAB TO ONE FACE OF TOP CHORD OF TRUSS WITH CONSTRUCTION QUALITY ADHESIVE AND 1 ROW OF 10d (3" X 0.131") NAILS SPACED 6" O.C. MAXIMUM STUD SPACING = 2e O.C. 2' MAX.�4 / COMMON THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W1 SEE MITEK STANDARD GABLE END DETAILS OR WIND BRACINIG REQU REM NTSLYWOOD. IMPORTANT This repair to be used only With trusses (spans less than 50') spaced 24" D.C. maximum, having pitches between 3/12 and 12112, total top chord loads less than 50 psf and maximum wind speeds of 1 DO mph. Trusses not fitting these criteria should be examined Individually. TRUSS CRITERIA LOADING: 40-10-D-10 ()JINX) F DURATION FACTOR: 1.15'L�'' SPACING: 24" MAXIMUM TOP CHORD: 2X 4 (NO 2 MIN) P17CH:3112-12112 BEARING: CONTINUOUS STUD SPACING :24" O.G. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN 'i�r''v.► FOR PLATE SIZES AND LUMBER GRADES Page # 26`� ® {y�,ID . 4mjry deafgn peramalcra and12EAD NOTES ON Tii1.4 AND DJCLODED hDT7+7CREFETlSNCE PAGE 1�.7473 BEFORS USE. Design valid for use ony vAlh MSf ek eonneatars, Th$ desSgn is hosed only upon porameleta shown, and §for on lndlvlduol bugdhsg eomponeni. AppAcob�y of dedgn porame7dan and proem haorpwatton of compononl h responslbl6iy of Iwl{dlrg designer •not buss deslgnes. Bradng shown tr I� blerai svaaml of k,dMdssoi web nsembns only Addllbnof iemparasY brodng io Iruure dabmlY durin0 �1Nat�on h the tetponslSWtY of the tmxlor. Add! Iorroi pmmaseni Isradng of the wenailslruolure B the responsf�y of Ifus building desl®nsr. r9r penerol gsAdonce tegardhsg lafzlealian, t1urID1Y eonlroA s9�aga, daAvety, ereclfon and bradng, oonsW ANSi/fPn QueEty G11eNa, 056.84 end BCSI7 BuBdlnp Component Saloly IrdomsaBon ova9obte Irom true PIoI@ kulBuie, � D'Onok}o rnhe, IJ,odbon WI 53719. APR 0 9 2013 k LBne CA, 6581 Mi* lend® .rAND RD REPAIR D5TA!1 6� 7Vfi1S-AC - 21A 5/3/2D04 �IPAGE 1 - MiTek Industries, Inc. Westem Division NUMBER 0 MAXIMUM FORCE (ibs) 25% LOAD DURATION --- i TOTAL NAILS EACH SIDE SYP i DF SPF 1 HF OF BREAK ` X IN HES I 2x4 2x6 ; 2x4 ! 2x6 I: 2x4 ffi I_ 2Xa ! 2x6 t j 2x4 i 26 I _ i 14 ` 21 24" 1 2240 3360 2065 11 3097 I 1750 2625 1785 1 2677 18 27 i 30" I 2680 4320 1 2655 1 3982 2250 y 3375 I 2295 3442 I 22 33� 36" 3520 5250 i 3245 4367 I 2750 4125 2805 ? 4207 26 I 39 42" I 4160 1 6240 3835 ! 5752. 3250 1 487.5 3315 4972 ; 1 ! 30 45 I 46" 4800 7200 14425 16637 3750 I 5625 I 3825 5737 • I � 1 I 1 I DIVIDE EQUALLY FRONT AND BACK ATTACH 2x_ SCAB OF THE SAME SIZE. AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS (CENTER ON BREAK OR SPLICE) W/CONSTRUCTION QUALITY ADHESIVE AND 10d NAILS (TWO ROWS FOR 2x4, THREE ROWS FOR 26) SPACED 6"oc STAGGERED AS SHOWN.(.148"dia. x 3") THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12". (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS; L=(2)X-C 277 rL � BREAK I Od NAILS NEAR SIDE + 10d NAILS FAR SIOE MIN /e A - TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY THE LOCATION OF THE BREAK MUST BE GREATER. THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6" FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE) DO NOT USE REPAIR FOR JOINT SPLICES NOTES: T. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REf4AINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED, WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TP,USS 1MLL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS 13EFORE APPLING REPAIR AHD HELD IN PLACE DUPING APPLICATION OF REPAIR. 3. THE END DISTANCE. EDGE DISTANCE AND SPACING OF NAILS SHALL BE SUCH AS TO AVOIO UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2x— ORIENTATION ONLY. 6. THIS REPAIR IS LIMITED TO TRU$SES WITH NO MORE THAN THREE BROKEN MEMBERS. iVp 2MNG Nert%u dex;pn I.ervrrna�rs vn4 frF.Ao HD'fFS oN VUS AND 1NCI UDf.D!Ori [r P�s'2:RF.NCE ^AC,'r7•'77 X�:K:R� usz. 17777 Greenbrtk Lane Pest )n Gd Iv use any. 41s "'fek eonnectws• This designer, bred ony upon parameters sho ,m cod is Ior on indrvidua budding eonlponeni, I Side s0e AppFcot,7ity of design pommenters chd propqFr eicwposoiion of cemponynl a rospansibTifY d LwlWiny desig+rer • not fr : designer. &ocing shown Guu, Knights, U. 4567C is Iw latc of su�. pport of iriduweb b members only. Additional imnprxwY tn»cing 10 insure sloWty doming r onslruelk n a the respowromily cj the e, r;elm Additionot permanent Lvc6ng of the o.c-ro0 slrvclure o the eeiponsibdar of the buddng designer. Fte V inerol guioonce regwckrg 555 CCC�!! Ia7riCalian. avol7ly eonnlrpi, oo,c9e. delivery. vection onrt brocing, cwnndt ANSIA rll Q"otliy CrR.rla. Dili-8T snd tcsl t 80dn2 Comte enf Qy S ar y In --iiun o+adaWe 4om Irun Plole 7ml�Jte. W CrOmIn o 04- mCs6son• wl 5'11 P, i ��F ..___. .. ._...--__—...... _....--._.._._.._... — _A_..-- —. _. l ty0 FAL88 B6TTOM CHORD FILLM DETAIL M111SAC e 1 3/10/2004 PAGE 1 ALT. TRUSS BOTTOM CHORD BRACED PER MAIN TRUSS ENGINEERING BRACING SPECIFICAI FILLER BOTTOM CHORD 2X4 NO2 OR BETTER LW FILLER BC MAY BE SPLICED WITH 3x4 M20 PLATES OR VOTH 2X4 H02 2'-0" LONG 48" TYP SCAB, CENTERED ABOUT THE SPLICE, NAILED TO ONE FACE Wl(.1 WX3.0" MIN) NAILS @ 4" O.C., 2 ROWS. 1Yrl 1 CI, li/uu5u Swo, Iqc. Westem Dlvlslon MAX 3-0-0 EXTENSION .1x4 M20 PLATES MP) OR ALTERNATE CONNECT W12-1Dd COMMONS (TYP) FILLER VERTICAL STUD . 2X4 STD OR BETTER LUMBER NOTES, 1) FOR LUMBER SIZE AND GRADE, AND FOR PLATES TYPE AND SIZE AT EACH JOINT REFER TO MAIN TRUSS ENGINEERING DESIGN, 2) LOADING; FOR TOP CHORD SEE MAIN TRUSS ENGINEERING DESIGN. BOTTOM CHORD LOADS; LIVE = 0 PSF; DEAD., =1 D PSF 3) TRUSS SPACING = 24" O.C, MAX 4) MAX BOTTOM CHORD PITCH = 4112 5) FILLER MEMBERS ARE NON STRUCTURAL PART OF THE MAIN TRUSS; THEREFORE THEY MAY BE FIELD ADJUSTED TO FIT CONDITIONS, PROVIDED THAT STUD SPACING, CONNECTION AND EX-ENSION REQUIREMENTS ARE AS SPECIFIED. ADJUS MAY INCLUDE ADDITION OR REMOVAL OF FILLER MEMBERS. Pa a#28 APR 0 9 2013 OL W"W" • 9eefV dealgn parameters are M= ACM oa MS A= INesvnW W7= REFEBHNCS Taos =-7470 SS ORE M& Dedpn void tm use ordy wAh We& conneolem fiti deslpn b bored only vpon poramelea shovrn, and Is for an h&Adual buAdhp compomnl. Appfeab�y d de�pn�pmamamentea and propeth+carpaalbnoi wmponenl is responslbWiy of buidlnp designer• not lnna dedpnel. &oeing shown 1s lorloiemf �yyspppp�� 01 inctiVidvai web rr>a�s ony, Addellond femCaroy brodnp to }nsure slot>ply dulrr0 eorukuallon !s tlse tespotn3bi®M of the eretiar. AddBbrrol pmnwrlenl brodnp of the ovami sWefure tr the raspons$sIDN of the bu1}dirg desl7neY. for peneml ptAdanee rapardlnp Ia6rieaElolt, quo4iy mrdred. siorape, deNary, erection and btadng, eonnrli AHSI/SPn Quatily Crflerly 1.58•99 and 8CSI1 BuNdinp Cerl,ponenl Satefy 4nlarmallen avolfabYa Irom inns Piote kxfBui4 rv� COnohio Drive, bladhon, y11 531f4. C0454i3 EXP. 3-31-15 s Lane fal 0 CA. g5f11 MOW OVERHANG REMOVAL DETAIL MII/SAC - 50 12/6/2005 RRITwL PAGE 1 iw.i..wRwrnc. Inn TRUSS CRITERIA: LOADING: 25-1 B-0-10 (MAX;! DURATION FACTOR: 1.1511.25 SPACING: 24" O.C. TO,P CHORD: 2x4.OR 2x6 HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END BEARING CONDiTiON Trusses not fitting these criteria should be examined individually. NOTES: 1, THIS DETAIL IS FOR REMOVING OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. 2. NO LUMBER DAMAGE OR DEFECTS SHALL GO BEYOND REMOVAL LINE. NO CONNECTOR PLATE DAMAGE ALLOWED 12 2-12 Western [Tlvfsion APR 0 9 2013 a WA)UMO.Vw*lff"9g+PnramoWrs and=0 NOTES ON==MIDlNOumv mTESSEPBTtEm PAcm=14"BlEmn'USE. rrrr caraensracR cz Sulk 1 OB vatld fat vse ony vAlh MBek conrlecicn. ihk dedpn k based only Won paramelas shown, and is !or an indlvMuni bilidln0 O? nil. CCus Hoots, CA, ��yy d dess�rr esR and proper Incorposotbn of component h raaponsibfBy o1 b�y�� de:lgn� � nol'hsra deslDner. &aelnp shown a lolera(supporl d dlvlduol web melr+ben only. Add�onal3ar�oaraly brocNt9 b klsure sVakrlB{y dlri»p toralNG:llon B the responcibl�y at IhB elac. AddBlonesl parmanaN bsod"�vof�tyhe ovaraffi s'lsueYuro 61he n:s�he bulldtrs9 dea�nuc. k+ egs+esssl o�daf+ce rs+BardlhB w h,l�emrovo9abletnns Plo1e Irtttp �SB:+D'Onof�o Otive�, flwd6on, WI � 9�. C#edy OSB-B4 smd BGSti Bulle6ntl tromP�nt SCAB APPLIED OVERHANGS I' [IISAC - 5 3/25/2004 PAGE 1 MrreK, InftstrJes, Inc. Westem DivWon TRUSS CRITERIA: LOADING: 40-14-D-10 DURATION FACTOR: 1.15 SPACING: 24" O.C. TOP CHORD: 2x4 OR 26 HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END BEARING. CONDITION Trusses not fitting these criteria should be examined individually. NOTES: 1..THIS DETAIL IS FOR TRUSSES BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEER BROKEN OFF. 2. ATTACH 2x SCAB SAME LUMBER SIZE AND GRADE AS TOP CHORD TO ONE FACE OF TRUSS WITH TWO ROWS OF (0.131"X3") NAILS SPACED aQ 6" O.C. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAIUNG THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 12 2-12 F��' 2x_ SCAB tL) (2.0 x L)��- 24- MAX. 24" MIN REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND ES WAR"a • Vlu jy dealgn pwan%d.m and READ WOM oN =3 AND lNCLMU 3II==FMZki E J'A= MV 94 M D2FORD M. Design valid for use only wNh Mrtek oonnsxias ihb design @ lased on1Y upon ponamelon down, and 6 fo on Intl vkival but dir>g eompanent. Appfeal�igyytsl design potamenfert and proper irxarPmollon d aomponsrni B resporaabi@ly of bssOdhg deslgna- nol Ins designer, Brodng shown h laklercdsuppod of hsiih�lduatvveb rr,ers�en old/ Addglonailemporory brachlg to Ir,nue flabIDFy durkng eanslruellarr is 1he.regsansiblAly al the eracioi. Addltbnal pmrscnord brodng of 11se overa0 shuc}ure t the respmdbWy of 1Fie bulWklg designer, For perwtd gNdanee ragordhlg labrkollan, qua6y eanhoL slrnoge, de4very, ereelton and bradnB, eonsv4 ANSIJ1F11 Qua111y LMlsx{a, OS3-B4 end BCSiI Bvgdh,g Coenpenen! e_-t.._._._._n__ ......a..u. r.....•1�re. nl,.re i,Ku+�ae on n•+-.v.Mn nrivn. u,nram,,. vn RA710 ccw*3 W. 3-31-i 5 L �ap APR 0 9 2013 *Lane CA, gm mI 4k PIGGYBACK TRUSS CONNECTION MII/SAC — 2C 11/01/2004 PAGE-1 2 x _x.6'-0" SIZE TO M PH TOP CHARD OF PIGGYBACIG ATTACHED TO EACH SiOE OF TOP CHORD WMH (A4M.0" MIN) NAILS AT w O.O. STAGGERED 2 ROWS. e Iw- "Inclusfr*8 Inc. Wmtem Dhftldn PIGGYBACK TRUSS SPACE 2X4 PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD.DF THE SASE TRUSS (SPACING NOT TO EXCEED 4r D.C.). A, F\ e" xS" x 112" PLYWOOD (or 16P32".OSS) GUSSET EACH SIDE a 4$" O.C. MAX. ATTACH WITH 2 - (.446"X$ II" MIN) NAILS INTO EACH CHORD FROM EACH SIDE BASE TRUSS NOTE: CONNECTION DETAIL DESIGNED FOR GRAVITY LOAD.ONL NOT CHECKED FOR ANY WIND LOAD OR LATERAL LORDS. PLEASE CONSULT WITH TRUSS ENGINEER OR QUALIFIED BUILDING DESIGNER FOR CONNECTION DETAIL TO TRANSFER LATERAL LOADS WAPkMM. Vw-t& dmign;-w=w f"r$ end XW TiD= aM 2M AND.VlCLt�SD-aIITSlC hEFER&NCt PdQ6 J�•7473 WMPB 17= an void kr m a* wOh hWek cw"afm ft dedm h bc"d a* upon Pw melen:hmm and b for an Indhddual bWkgno commons 4g�,p�E a� P. 3-31-15 GIvl% ��4F GALFEaR:� A PR a 9 2013 Pa a ## 31 $16 102 Ohm Heights, CA, and STANDARD PIGGYBACK TRFUSS CONNECTION DETAIL MIUSAC - ZB [12JlgaV4jPAQE 4 of 1 INiY I3.i3E� FaR DRAG TRUSSES) r ® GENERAL NOTES' �� ER S. 1. UPLIFT AND LATERAL LOAD CAPACITY OF THIS DETAIL SHALL BE REVIEWED AND APPROVED BY PROJECT ENGINEER ORf��3:t"'` QUAUFIFD BUILDING DESIGNER. EXP. 3_31-15 i. OiTdH=l2M2 MAX APR 4 9.2013 3. MAX CAP TRUSS SPAN = 20`-0". 4..MAMMIUM SHEAR CAPACITY OR LATERAL LOAD +f} CIVIL �P TRANSFER BETWEEN PIGGBACK AND BASE TRUSS= I6D PLF topCI}.1. MAXIMUM UPLIFT SCAB TYPICAL PIG.GYBACKTRUSS CONNECTION CAPACITY USING (10) (MAY BE USED FOR DRAG TRUSSES) 10d (0.131" X 3") NAILS: x' 2 x� x V-0" SIZE TO MATCH � SYP = 1 D60 LBS SPF = 820 LBS TOP CHORD OF PIGGYBACK / i 8" x 8112" x 112" PLYWOOD (or 7116" OSB) DF = 970 LBS ATTACHED TO ONE FACE OF TOP r GUSSET EACH SIDE AT EACH, BASE TRUSS f CHORD WITH 2 ROWS OF 10d (0.131" X 3) JOINT OR MAX. 24"O.C. ATTACH WITH HF = 840 LBS NAILS SPACED s" O.C. AND STAG ERED / f 2 -10d NAIL5INTO EACH CHORD FRD6A SPF-5 = 720 LBS EACH SIDE (TOTAL - 4 NAILS EACH CHORD) MAXIMUM UPLIFT PURLJN CAPACITY USING (2) 18d ATTACH PIGGYBACK TRUSS (0.131"X3.5")NAILS: \ \ TO EACH PURLIN WITH 2 -16d NAILS TOENAB.ED. ro SYP = 117 LBS SPF = 60 LBS OF = 92 LBS HF = 63 LBS SPF-S = 41 LBS BAS TRUSS �� \ \ \\ MAXIMUM UPLIFT SHEATHING \ CAPACITY USING 112" SHEATHING AND (2)' 8d (D,131"X 2.5") NAILS: SPACE PURUNS ACCORDING TO THE MAXIMUM ATTACH EACH PURLIN TO TOP SPACING ON THE TOP CI-M OF THE BASE CHORD DF BASE TRUSS WITH SYP = 82 LBS TRUSS (SPAGNG NOT TO'EXCEED 24" O.C.I. 2 -16d NAILS. A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. SPF = 42 LBS DF = 64 LBS FOR PIGGY BACK TRUSSES NTH SPANS c 12' WI HF = 44 LBS SCAB MAY BE OMWTED PROVIDED THAT: ROOF SHEATHING TO BE CONTINUOUS OVER JOINT SPF-S = 28 LBS (SHEATHING TO OVERLAP MINIMUM 12" OVER JOINT) is CAP CONNECTION IS MADE TO RES►S7'UPLIFT. SEE MAXIMUM CONNECTION CAPACITIES AND COMPARE WITH ENGINEERING DRAWING VALUES SHOWN ARE BASED ON CONNECTION CAPACITIES FOR SCABS, PURLINS, AND SHEATHING MAY BE COMBINED WHEN LOAD DURATION OF 1.00 DETERMINING OVERALL UPLIFT CAPACITY. IF NO GAP EXISTS. BETWEEN CAP TRUSS AND BASE TRUSS (MAY BE USED FOR DRAG TRUSSES) MAXIMUM UPLIFT GUSSET 2 x x sw smE TO MATOH _ TOP CHORD OF PIGGYBACK. CAPACITY USING 7116" GUSSETS ATTACHED TO EACH FACE OF Top CHORD WITH 2 ROWS W 10d IDA31" X 31 AND (4) 1 Od (0.131" X 3") NAILS: NAILS SPACED 6" O.C, AND STAGGERED SYP = LBS REPLACE TOE NAILING OF CAP TRUSS TO PURUNS WITH GUSSE"fS 276 SPF = 76 LBS AS SHOWN, AND APPLY PURLINS TO LOWER EDGE OF BASE DF = 294 LBS TRUSS TOP CHORD AT RECOMENDED SPACING SHOWN ABOVE. HF = 276 LBS SPF-S = 258 LBS 8" x 8112" x 412" PLYWOOD (or 7116" OSS) GUSSET EACH SIDE AT EACH BASE TRUSS 6�A JOINT OR MAX. 24" O.C. ATTACH WITH 2 -10d NAILS INTO EACH CHORD FROM EACH SIDE (TOTAL - 4 NAILS EACH CHORD) J 2x4 PURLINS @ 24" O.C. ATTACHED WJ 2-10 D NAILS 1 VALUES SHOWN ARE BASED ON I LOAD DURATION OF '1.00 f nf Ate ® WARDaM • vifp 109 er.d agj, pnnamet m and A& D N07W ON 2=AM UMMED nm'=RSMRE =PROS MII9472IIWVRS us&. swts Gre611b9t$ L; Design vaAd I W use ardy w11h NAtek connectors. This dmlgn h bated only upon paromeSen shown, and h lot an Ind vidud b Whtg component. li I:krt M H App5ea6IDiy o1 des�n paromenien and proper lncorporatbn o! eomponeni k responslbfllly of bsAlding dedgner • no1 Irua designer. &odng shown rs elphl5, C/t, h la !a{eml st+ppcvl of lndN{duol web membass orb. Atldlilanol fempaTory brodne to lr�star sko60iy during catslsuclbn it (he responsibt�y of the IeebtlaaBon gwl�ly control a orog� W 1hB OvetIIh f�vUUre E 1he tespo A��PI1hOvabll�Crlbd 4 DSB•99 mtd pC5i Bulldln$ nm�enl Safety Mfonnntbe ova9able Iromrout Plo��hrc Buie, SB3 � �Dnva� hhodbon, yV153119. STANDARD PIGGYBACK MIIISAO = 2 TRUSS GC MECTION DETAIL 04 PAGE 1 OF2 - � _.aQ �I=SSi�f.. ® GENERAL NOTES:��`�` 1. UPLIFT AND LATERAL LOAD CAPACITY OF � THIS DETAIL SHALL BE REVIEWED AND MIV- 4 3 APf?ROV�0 BY PROJECT EN.OIhlEER OR QUA.4MAI ©:BUILDING DESIGNER. F).P. 3-31 2. PI'TOK*12 MAX A P R 0. 9 2013 s. MAX OAN = w-ou C (VIL 4. MAxjpA IM SHEAR CAPACITY OR LAT'ERAL,LOAD �4�OF CAI.�� TRANSFER BEtWEEN PIGGBACK AND BASE TRUSS=120 PLF TYPICAL. PIGGYBACK TRUSS CONNECTION 2 x x 6'-O' SIZE TO MATCH TOP CHORD OF PIGGYBACK ATTACHED. TO ONE FACE OF TOP CHORD wrrH 2 ROWS OF 10d (0.131" X 3') NAILS SPACED 6" O.C. AND STAGGERED de ATTACH PIGGYBACK TRUSS TO EACH PURLIN WITH 2 - led NAILS TOENAtLEO, 0 6F/ � BA5 TRUSS \ 6PACEPURLINS.'ACDORDING TO THEM XIA6IJM ATTACH EACH PURLIN TO TOP SPACING ONTl1E TOP CHDRQ DF TFIG BASE CHORD OF BASE TRUSS WR H TRIJS6' ACING NGT TOEXC� 24° O.G), 2 - led WKS. AO TO HE LOCATED AT EACH BASE TRUSS JOINT, 9c FOR PIGGY BACK TRUSSES WITH SPANS < 12' SCAB MAYBE OMkM TED.PftOVIDFD ThIAT: ROOF SH�FATHING.TO B.E.CONTINIlOUBQVER JOINT (SHEATHING TID OVERLAP MINIMUM 12" OVER JOINT) �c CAP CONNECTION IS MADE TO RESIST UPLIFT. SEE MAXIMUM CONNECTION CAPAW1ES AND COMPARE WITH ENGINEERING DRAWING CONNECTION CAPACITIES FOR SCABS, PURLNS, AND SHEATHING MAY BE COMBINED WHEN DETERkAINLNG OVERALL UPLIFT CAPACITY. IF NO GAP EXISTS BETWEEN CAP TRUSS AND BASE TRUSS: REPLACE TOE NAILING OF CAP TRUSS TO PURLINS MTH GUSSETS AS SHOWN, AND APPLY PURLINS TO LOWER EDGE OF BASE TRUSS TOP CHORD AT RECOMENDED SPACING SHOWN ABOVE. e" x 8" x 112" PLYWOOD (or 7116" OSB) GUSSET EACH SIDE AT EACH Wil TRUSS JOINT. ATTACH WITH 2 -1 Od NAILS INTO EACH CHORD FROM EACH SIDE (TOTAL - 4 NAILS EACH CHORD) " O.C. ATTACHED W12-10 D NAILS dustrlssr Inc, Division MAXIMUM UPLIFT SCAB CAPACITY USING (10) 10d (0,131" }C 31 NAILS: SYP = 1080 LBS SPF = 820 LBS DF = 970 LBS HF = B40 LBS SPF-S = 72O.LBS MAXIMUM UPLIFT PURLIN CAPACITY USING (2) 16d (OAM" X 3,5") NAILS: SYP = 117 LBS SPF = 60 LBS DF = 92 LBS HF = 63 LBS SPFS = 41 LBS MAXIMUM UPLIFT SHEATHING CAPACITY USING 112' SHEATHING AND (2) Bd (0.131' X 2.5') NAILS: SYP = 82 LBS SPF = 42 LBS DF = 64 LBS HF:= 44 LBS SPF-S = 28 LBS VALUES SHOWN ARE BASED ON LOAD.DURATION OF 1.00 MAXIMUM UPLIFT GUSSET CAPACITY USING 7116" GUSSETS AND (4)10d (0.131"X Tj NAILS; SYP = 300 LBS SPF = 276 LBS DF = 294 LBS HF = 276 LBS SPF-S = 258 LBS VALUES SHOWN ARE BASED ON LOAD DURATION OF 1.00 w7w, A, WARMa.9ertf8 dastg"garmnefnr" matRUD NO= 0N9n6AND 8=JM MM Tm Gremt mnkt.s D�v=!W for Ise orb w4h Wet eonneedarL Thk design k baied only upon pmanmSen shovmm and k iar an kr 3 Acktal bt4kiing =n1pommnl, Sub 1ol A �yy d cbslgn Len and proper buarparalbn of eorrrportent k resporu Bly of dedgrrar - nol hue designer. tsrodng shown > FSeIgItTa' CA' k lorloleraf=of web trwnbsrs only. AddMcmdlerrpatury bTazhtg Iolmum dobgy condnlcAanIr the rerporulmy of the eredar. Ad pennanenl braft of the weral sfirrelum k the rb*mw Wy of the btMng dedgner. For gaiieral gufdanee regarding kazkoftl qualRy ca ntraL doroge, daMry, wacr m end braft. carml ANSI Wn Comity Crlterlm DSS-B9 and MM %dkOng Cotnpenerd Sol°ly Intumudim ovalable Irominrss Pbte kalRuls, 533 6'On Drh% Madizon, V!I SW it, STANDARD PIG'GZBAC.K Mil/SAC - 2 T�.qs C NN19CTION DETAL R. c� APR 0 9 2013 coa-r3s FOR LARGE CONCENTRATED LOADS APPLIED TO CAP TRUSS REQUIRING A VERTICAL WES: VERTICAL WEB TO EXTEND THROUGH BOTTOM CHORD OF PIGGYBACK AF 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH 1N SiZE, GRADE, AND MUST LINE UP AS SHOWN IN DETAIL, 2) VER11CAL WEBS OF PIGGYBACK MUST RUN THROUGH BOTTOM CHDRD SO THAT THERE is FULL WOOD. TO WOOD CQNTACT BETWEEN WEB OF PIGGYBACK AND THE TOP CHORD OFTHE BASE TRUSS. 3) CONCENTRATED LQAD MUST 8E APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS. 4) ATTACH 2 x` x W-D" SCAB TO EACH PACE OF TRUSS ASSEN{BLY Willi. 2 ROWS OF 10d NAILS (0.131"X3'? AT 6" O,C; STAGGERED. (•SIZE AND GRADE TO MATCH VERTICAL WEB$ -OF PIGGYBACK AND BASE TRUSS.) 5) THIS CONNECTION 18•ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 37DO LBS (@1.15), REVIEW BY A QUALIFIEDENGINEER IS REQUIRED FOR LOADS GREATER THAN 3700 LBS. PIGGYBACK TRUSS CONNECTION FOR SPANS LESS THAN 10'-0" 2 x _ x 4W SIZE TO MATCH TOP CHORD OF PIGGYBACK, ATTACHED TO ONE FACE OF TOP .� CHORD WrM 2 ROWS OF 10d (0,131" X 3") NAILS SPACED 8" O.C. AND STAGGERED 9c A`fACHPIGGYBACKTlift TO EACH PURUN WITH 2 - i 6d NAILS TOENAILED. BAS TRUSS \\\ SPACE PURLINS ACCORDING TO THE MAXIMUM ATTACH EACH PURUN TO SPACING ON THE TOP CHORD OF THE•BASE CHORD OF BASE TRUSS b TRUSS fSPACWG NOT 1D EXCEED 24" D.C.i. 2 - i6d NAILS. A PUP TO BE LOCATED AT EACH BASE TRUSS JOINT. CAP CONNECTION IS MADE TO RESIST UPLIFT. SEE MAXIMUM CONNECTION CAPACITIES AND COMPARE WITH ENGINEERING DRAWING CONNECTION CAPACITIES FOR SCABS, PURUNS, AND SHEATHING MAY BE COMBINED WHEN DETERMINING OVERALL UPLIFT CAPACITY. 4r30r_0 04_ 'PAGE 2 OF 2 MITek Industries, Inc, I Western Dh4slort IMUM UPLIFT SCAB AC ITY USING (10) 1 Dd A l 31" X T j NAILS; SYP = 1060 LBS SPF = 820 LBS DF = 970 LBS HF = 840 LBS SPF-S = 720 LBS VALUES. SHOWN ARE BASED ON LOAD DURATION OF 1.00 MAXIMUM UPLIFT SCAB CAPACITY USING•(4) 1 Dd (0.131" X 3' NAILS: SYP = 424 LBS SPF = 328 LBS DF= 3B8LBS HF = 3$6 LBS SPF-S = 29B LBS MAXIMUM UPLIFT PURUN CAPACITY USING (2) 16d (0.131" X 3.6") NAILS: SYP = 117 LBS SPF = 60 LBS DF = 92 LBS HF = 63 LBS SPF-S - 41 LBS VALUES SHOWN ARE BASED ON LOAD DURATION OF 1.00 Pa a#3 " WARMM - 9artb daaipn paramat-m =d;wAb mom DF zw AND INCLUDED AD?F.KftSMLSHCS PAOD =.74n 87L " UM MAs CBnGteanhedt lane Desipn vo0d for uae only with Mif ak connedors.TMr dea♦Bn k bored mty upon parnmoleti dwwrs, and 8 iar on lndlvldual buliding eomponenl. r 7 D8 A bg9v of datign poramerslen and � groom �„n ss HeOrs. CA, 85i PPS PJ°P�lnmrpmolbn ol.camponanl is respans161Biy o! bu8dtnp deslpner • nnf iruss dod h lar bl appon at h�J�dual web members-etdy. AddiTiorni lemporery 6rarJnp lolnsure sbbBly durlrs9 eonslrvc6on 6 qia resporaib101y o! the efedar. Add6brml p�morsent brocltse d 11se wer6>i sltuelure 41he relpp�s�y of ifie buBdtn9 deslanaf. Far Renard ®uldance repordlnB Iatdeoibn, 4�1' �>� 51araUB, dORs'ery. meclbn and bradrtB eontu� AISSijIPl1 Qv�iy Cdiorl4 DSB•84 and BCSII BuAdfnB S+omponenl Sabty irJotmaifan wobble Iromirvss Ptale BuIllule. S1S3 6'Onohk Delve. Madhan. Ni 53714, Building Materials and Construction Services 45491-Golf Center Parkway, Indio, CA 92203 Telephone: (760) 347-3332 Fax: (760) 347-0202 CITY OF LA QLANTA RECEIVE® BCi1_D�F�O SAFELY DEPT. r')P �1ED FOR CONSTF 1CTION JUL 19 2013 DATE �� BY � CITY OF Lid QUINTA 1 COMMUNITY DEVELOPMENT 2Ni Legacy Homes / 3117 — A & B La Quinta 07/03/2013 ro- I ( C*_W 16-00-00 30-00-00 34-00-00 onnnx 4610508 > _ A U T1D a Jq i o M > N > T1 F E..::.a....rll. JC Z T1 D N ❑ F ..._ ... _..... _. Q- Hhus26-2 (04) Q . S ,:.,,,.»:-„�-,�,� JD © - Hus26 (x10) T 1 E U o 0 o 6-00-00 3-00-00 6-05-00 ...._ ...................... O- Lus26 (x09) r $ -- -- - JD 011i) - a26 (.rz0� r 0 0 0 0 -DO T1 T1 F N N 0D D ~ - �D- H8us26-3 (01) M .. ..... m <n u ...._ ¢ ° p pT1G 4 Cq M p M fr".. ....... _.. _..................---.. ... _...... _........_.--.. _ _ _ ._ _.�.. J p 350- 2xr4 Srd Bll:s 8 /8 8 C / - (x04) L ram+ F F po ~ rA F — JD T1H ----— M oo 9~ o _ _-_ - ii I : _ ...... _ ..... - ..........- - -- __— n a ....._ _ ._. JD A................: 19-11-08 ;I I -- ...... ...__ o i� oi 1 a ----- .. - ..,�.,...,.... p c o T1Li -- J o 9 = °i VQ, ! ° -- — D o o p fie.' J N < VB i __ JD Sides S T1N i I JD VC ° O 1 -08 m > . > c. �i. 7CS JD fop ;, T2A 12-04-00 JD gg.5 1 -00 4-01-08 BA E B BA BA V R © i c c; i2- T2B 4100# I 2900# . `i W o: N n� 1 0 -08 W o �! BS cpo _ t 5 1 ao NI I T4B ,1 4 (��'' N T2C v V AS ( TF a T2C _ G4A' T4C tw r x r (r c 12-04-00 i i o T2D o ' Q ... i I 4VDTG . r eSti is m i o i VA T4E 6t W tiF *z r r M T2E Z , G2f1 JC uo, > > > o TS o (.� �C? ?' 3 o �q 4� p ti rB ( c m JB .�:., .: «, - o ` mod) k a r _ .- o0 0. N TSA + 1 pv ? Y S E s a D oo: e ^ ` 1 �+v !E f c I ' I i� N s� Jq TSA FE ti ET,g V gg c 1500# T5B 3• JB R l JB .-. JB �pP ¢ m 0 o ❑ p rsc U I d 3 o c o h JA T5D 'tc 1 F8.. 808. n .0 r w 1-0 -00 11ffE 141-0 00# P ¢ m U o ❑ ❑ ❑❑ j T5F 1500# a i vs 18-02-00 12-06-00 1, 15-04-00 12-04-00 21-08-00 0o Layoutnth Chis is a truss placement diagram only. Fhese trusses are designed as individual building components to be incorporated into the building design at the specification of the building designer. See individual design sheets for each truss design identified on the placement drawing. Che building designer is responsible for temporary and permanent bracing of the roof and floor system and for the overall structure. The design of the truss support structure including headers, beams, walls, and columns is the responsibility )f the building designer. For general guidance regarding bracing, consult "Bracing of Wood Trusses" available from the Truss Plate Institute: M D'Onifrio Drive Aadison, WI 53179 MM MI 0 MiTek' Re: 3117 A 3117 A MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by BMC-Indio, CA. Pages or sheets covered by this seal: R40054914 thru R40054970 My license renewal date for the state of California is December 31, 2013. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. Q?'OF ESS/pN SOO CO��0 c L v C 074486 c M *\ EXP. 12-31-13 J* �F July 10,2013 Ong, Choo Soon The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. Job Truss Truss Type Oty Ply 3117 A R40054914 3117 A C1A DIAGONAL HIP GIRDER 1 1 Job Reference o tional BMC, Indio, CA - 92203 7.420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:26:49 2013 Page 1 ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-U9FcOsq WoDU2WuMTzZbUhsWLEGIsgZNkWTAwUiyzjB4 5.0.1 1 9-10.11 14 3 5-0.1 4-10-10 0.1-8 3.4 11 Scale = 1:19.7 3x4 = ..�., �,. 6 ,..,�.�.. 4 2x4 II 5.0.0 11 9.10.1 1 3 5.0.0 11 4-fr1 0.1 Plate Offsets (X.Y): (3:0-2-15.0-0-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.30 Vert(LL) -0.05 1-6 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.58 Vert(TL) -0.07 1-6 ->798 240 BCLL 0.0 Rep Stress Incr NO WB 0.08 Horz(rL) 0.00 5 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.00 1-6 >999 240 Weight: 47 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation uid REACTIONS All bearings 0-7-0 except Qt=length) 6=0-7-12, 5=Mechanical, 3=Mechanical. (lb) - Max Harz 1=65(LC 3) Max Uplift All uplift 100 lb or less at joint(s) 3 Max Grav All reactions 250 Ib or less at joint(s) 3 except 1=727(LC 10), 6=1669(LC 11), 5=385(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-6=-431/94 CITES 1 Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 c) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 10) Use USP LSS115-TZ (With IOd nails into Girder & NA9D nails into Truss) or equivalent spaced at 2-9-15 oc max. starting at 1-6-10 from the left end to 7-2-8 to connect truss(es) JAS (1 ply 2x6 DF), JBS (1 ply 2x4 DF), JCS (1 ply 2x4 DF) to front face of bottom chord. 11) Use USP LSS115-TZ (With IOd nails into Girder & NA9D nails into Truss) or equivalent spaced at 2-9-15 oc max. starting at 1-6-10 from the left end to 4-4-9 to connect truss(es) JAX (1 ply 2x4 DF), JB2 (1 ply 2x4 OF) to back face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 13) "NAILED" indicates 3-1Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-68, 1-6=-50(F=-30), 4-6=-20 Continued on Daae 2 �,?,OFESS/p� SOON 01�� LU v�C 074486m EXiF' 1 -31-13 /* �FOF July 10,2013 ® IKAd'J KIQ - Verify design paramdm and PXAD N07W ON THIS AND I=Li3f ED.MTEK P.EFER.1 NNE PACE 1ff1-7473.B9MRE USE �! Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the Nil erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MW fabrication, quality control, storage, delivery, erection and bracing. consuit ANSI/TPII Quality CrItedo, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 ffSaut',=Pine(SP) lumbar 1;7ecified, the deMfm vale am than eftetroa 0610112033 byXSC Job Truss Truss Type Qty Ply 3117 A R40054914 3117_A CIA DIAGONAL HIP GIRDER 1 1 Job Reference (optional) BMG, Indio, GA - 922u3 .- s may iu .....rived, nw. i rage z I D:_IU KOyQYzmzBOzGgsMj QH7zNRLd-U9FcOsq WODU2 WvMTzZbUhsW LEG IsgZN kWTAwU iyzj B4 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 7=34(F=33, B=2) 8=-43(B) 9=-41(F=-88, 13=47) 10=-20(F=-6, B=-14) 12=-107(F=-33, B=-74) 13=39(F=-26, 13=65) ® IR.tRSdflaTfe - Verify c1.-igrt wa ametrm 13 READ Isr(1M ON TUJS A M INC Li DED.WTHIK P"MZEWE PAW P4Td-7473,SBMW I rSE. Design valid for use only with Walk connectors. This design is based any upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 quality Criterto, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. lfsauthem MnStSP) Ivmbe1m3Pes.:m8d;, tiledesign vzf;. l thaw zife_Sive DSWD_1201.3 bvAtSC Nit MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 3117A R40054915 3117 A CJ2A Diagonal Hip Girder 1 1 Job Reference (optional BMC, Indio, CA - 92203 7.420 s May 10 2013 MRek Intlustries, Inc. Tue Jul 09 18:26:50 2013 Page 1 I D:_I UKOyQYzmzBOzGgsMj Q H7zN RLd-yLp_bCrBZWcv73xf W H6j D33VtgaQPvTul7wT08yzj B3 -1-7-13 3-1-10 5-7-5 8-5-5 I 1130 1-7-13 3-1-102-5-11 2-10.0 2-9-11 Scale = 1:22.6 NAII Fr) 3x10 = 2x4 If 6x8 = 6x8 = 7 Special Special Special 4x4 = Special Special Special 3-M + 5-7-5 8.5.5 11-30 3-3-6 2315 2-10-0 2-9-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) -0.14 10-11 >947 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.88 Vert(TL) -0.22 10-11 >592 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.53 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code IBC2009/fP12007 (Matrix) Wind(LL) 0.02 10-11 >999 240 Weight: 50 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.18Btr G BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 OF Stud G REACTIONS (lb/size) 6=75/Mechanical, 2=797/0-7-6 (min. 0-1-8), 8=648/Mechanical Max Horz 2=84(LC 3) Max Uplift6=-11(LC 3), 2=-49(LC 3) Max Grav 6=75(LC 1), 2=1430(LC 12), 8=1372(LC 11) BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-11 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4088/0, 3-4=-3318/0, 4-5=-1745/0 BOT CHORD 2-12=0/3923, 12-13=0/3923, 11-13=0/3923, 11-14=0/3923, 10-14=0/3923, 10-15=0/3233, 9-15=013233, 9-16=0/1693, 8-16=0/1693 VEBS 4-10=0/1007, 4-9=-1793/0, 5-9=0/1484, 5-8=-2120/0, 3-11=-4/675, 3.10=-945/25 . IOTES 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 2. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 265 lb down and 17 lb up at 2-9-8, 265 lb down and 17 lb up at 2-9-8, 267 lb down at 5-7-7, 267 lb down at 5-7-7, and 280 lb down at 8-5-6, and 280 lb down at 8-5-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 ® tkARK - Veri-fg design joarz=,�tay s and RFAD hV W ON 7NJS AM 1ArL d DED lYi?.THK REFFRSWF PAGE MT1-7 73 Sd k t RE LEE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicabirrty of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 15,tgrern Pin tSPJIumaeras sryFtifiej6 me deegr vakres am those e9serfne O6,10112943 byAtsc - O�FESS/p,�,q ��o� SQON o�F� U v C 074486 M *, EI l2.1-13 1* July 10,2013 McTek- 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 3117 A R40054915 3117_A CJ2A Diagonal Hip Girder 1 1 ob Reference o tional aMG, Inani, L;A - 9ZZu3 1.42115 May lu Zu13 MI t ek tnauslne5, Inc. Tue Jul 09 1526:5o Z013 Page Z ID_IUKOyQYzmzBOzGgsMjQH7zNRLd-yLp_bCr8ZWcv73xfWH6jD33VtgaQPvTul7wTO8yzjB3 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-6=-68, 2-7=-20 Concentrated Loads (lb) Vert: 4=-76(F=-38, B=-38) 10=-34(F=-17, B=-17) 9=-77(F=-38, B=-38) 5=-165(F=-83, B=-83) 13=-74(F=-37, B=-37) ® W.SItMNG - Verifg d4si n param&eYn and PBAD MrMS ON MIS Ann f#i ODED tSYiT SK P.P.Pu2L 4CE PACEWI-7473 BEFORE iTSR Design valid for use onty with Mffek connectors. This design is based only, upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsbility, of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary brocing to insure stability during construction is the responsibility of the A erector. Additional permanent. bracing of the overall structureis the responsibility of the building designer. For general guidance regardng Me IT ek' fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPI7 quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. if5os.l-'am Pine ISPl lum'.bsr is' 3patifiod ttla ele,sl;.nvalues are:thasa EPt,miue W02 f2DI.3 by A1Sc Citrus Heights, CA, 95610 Job Truss Truss Type 3117 A - �Oty JPly R40054916 3117_A CJ3A Diagonal Hip Girder 1 1 Job Reference o tional BMC, Indio, CA - 92203 7.420 S May 10 2013 MTek Industnes, Inc. Tue Jul 09 15:26:50 2013 Page 1 ID_IUKOYQYzmzBOzGgsMjQH7zNRLd-yLp_bCr8ZWcv73xRNH6jD33V2gahPwpul7wTO8yzjB3 -1-7-13 31-10 5-7-5 8.5.5 1150 1-7-13 31.10 2-5-11 2-10-0 2-9-11 69 Scale = 1:21.9 3x10 = 2x4 11 bxa — oxa — 7 Special Special Special 44 = Special Special Special 3-3.6 5.7.5 i B-55 11-1-8 11.30 3-3-6 2-315 2-10-0 2-8.3 0.1-8 Plate Offsets MY): I9:0-3-9,0-3-01.110:0-3.9.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) -0.14 10-111 >950 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.87 Vert(TL) -0.21 10-11 >617 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.51 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code IBC2009/fP12007 (Matrix) Wrnd(LL) 0.02 10-11 >999 240 Weight: 50 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3-1-3 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [installation REACTIONS (lb/size) 6=75/Mechanical, 2=738/0-7-6 (min. 0-1-8), 8=549/Mechanical Max Horz 2=84(LC 3) Max Uplift6=-11(LC 3), 2=-39(LC 3) Max Grav 6=75(LC 1), 2=1402(LC 12), 8=1318(LC 11) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3988/0, 3-4=-3205/0, 4-5=-1674/0 BOT CHORD 2-12=0/3828, 12-13=0/3828, 11-13=0/3828, 11-14=0/3828, 10-14=0/3828, 10-15=0/3123, 9-15=013123, 9-16=0/1623, 8-16=0/1623 /EBS 4-10=0/1011, 4-9=-1749/0, 5-9=0/1465, 5-8=-2032/0, 3-11=-6/678, 3-10=-959/35 ..OTES 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. GEESS/ 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 2. Q� SooN 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the O v Bottom Chord, nonconcurrent with any other live loads. O�� y 10) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 265 lb down and 17 lb up at 2-9-8, LU C 074486 M 265 lb down and 17 lb up at 2-9-8. 267 lb down at 5-7-7, 267 lb down at 5-7-7, and 280 lb down at 8-5-6, and 280 lb down at 8-5-6 Cr- on bottom chord. The design/selection of such connection device(s) is the responsibility of others. E 12-31-13 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). * LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Foy c ° JUN 10.2013 Continued on Daae 2 ® ik!Ai - Vrgfy eLsign Parameters rss and READ fN<rM ON T33F6 AND LNCilJDED i}f T72K P.RFBRrFXE, PACE Mi-74 7Z; i3FX0P, f3 (ham Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the rL erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardng MTek, '.. fabrication, quality control, storage, defvery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component, 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 if ScL pT»PineISPI hvmb+ .. 35 zaA3¢d.:-rne de4ignv Jves axe thane eYpctwe 0SIZt_xf2112 i;VAlSC Job Truss Truss Type Ply 3117 A �Qhv R40054916 3117 A CJ3A Diagonal Hip Girder 1 1 Job Reference o tional BMC, Indio, CA-92203 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-6=-68, 2-7=-20 Concentrated Loads (lb) Vert: 10=-34(F=-17, 8=-17) 9=-77(F=-38, B=-38) 5=-83(F) 13=-74(F=-37, B=-37) ". u s may'u cups mi i ex rnousmes, rnc. i ue vu ue io:m:o aye c ID _ 3V2gahP IUKOyQYzmzBOzGgsMjQH7zNRLd-yLp_bCr8ZWcv73xfWH6jD3wpul7wT08yzjB3 ® AR%IaKCa - Verify d,%igm gaaram&z°>^s ea d RSAD MM ON YNIS AND IACLdiI)P.i3.3tI TRK P.F. ERI.'WE PAGE MI-747B BEFORE WE Design valid for use only with MTek connectors. This design B based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Wit is for lateral support of individual web members any. Additional temporary bracing to insure stability during construction is the responsibillity of the R ��ye erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding BY, 1 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Qual ly Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 1f 504tt1:e-tpMe?SPI wmrtse is3pedifl£d;,'"he design Values are thzrs£ 21f.E rfm* 0 02f2C13.3!:IALSC Job Truss Truss Type City Ply 13117A R40054917 3117 A CJ4A Diagonal Hip Girder 1 1 Job Reference o tionai BMC, Indio, CA-92203 I 1-7-13 3-1-10 2-511 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:26:51 2013 Page 1 ID_IUKOyQYzmzBOzGgsMjQH7zNRLd-QYNMpYsmKgkmlDWr4_dymHbgd4wf8Lj1 nf1YbyzjB2 210-0 2-9-11 Scale = 1:22.6 3x10 = 2x4 II 6x8 = 6x8 = 7 Special Special Special 4x4 = Special Special Special - i 3-3.6 5-7-5 8.5.5 11.1-8 11 &0 3-3-6 2315 2-10-0 2-8-3 0-1-8 Plate Offsets (X.Y): f9:0-3-9.0-3-01. 110:0-3-9.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) -0.14 10-11 >946 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.88 Vert(TL) -0.22 10-11 >592 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.53 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(ILL) 0.02 10-11 >999 240 Weight: 50 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G REACTIONS (Ib/size) 6=75/Mechanical, 2=797/0-7-6 (min. 0-1-8), 8=648/Mechanical Max Horz 2=84(LC 3) Max Uplift6=-11(LC 3), 2=-49(LC 3) Max Grav6=75(LC 1). 2=1431(LC 12), 8=1372(LC 11) BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4088/0, 3-4=-3318/0, 4-5=-1746/0 BOT CHORD 2-12=0/3924, 12-13=0/3924, 11-13=0/3924, 11-14=0/3924, 10-14=0/3924, 10-15=0/3233, 9-15=0/3233, 9-16=0/1694, 8-16=0/1694 /EBS 4-10=011007, 4-9=-1793/0, 5-9=0/1484, 5-8=-2120/0, 3-11=-4/675, 3-10=-945/25 ..OTES 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 2. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "NAILED" indicates 3-1Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 265 lb down and 17 lb up at 2-9-8, 265 Ib down and 17 lb up at 2-9-8, 267 lb down at 5-7-7, 267 lb down at 5-7-7, and 280 lb down at 8-5-6, and 280 lb down at 8-5-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 X IRFs73 WO - Verify easitfs vuram&eys mad READ N( j W ON THIS AMIAia;dYDM).&ii7`EK P.i`F R :NCF- PAGE I1TP-74n SL'MR13 i M. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consul ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Sale}y Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. 'f Saur°tamVnejSPj!umber t5liadesign values are thawefRe:iive, 06JU112M3 byA:LSC �9gFESS1p� ti o SOON LU C 074486 rn EX�-31-13 July 10,2013 w9t IYiNTeW 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Ply 3117 A �Qty R40054917 3117_A CJ4A Diagonal Hip Girder 1 1 Job Reference o tional BMC, Indio, CA - 92203 1,4111 s may lu zu, J MI I eK Inausines, Inc. we Jul U9 ib;zwb1 zuT3 rage z ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-QYNMpYsmKgkmlDWr4 dymHbgd4wf6Lj1_nflYby-4B2 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-6=-68, 2-7=-20 Concentrated Loads (Ib) Vert: 4=-76(F=-38, B=-38) 10=-34(F=-17, B=-17) 9=-77(F=-38, B=-38) 5=-165(F=-83, B=-83) 13=-74(F=-37, B=-37) ® itl.AiMMU - Verifj d mign rrurzam&?= and f?EAD N('TM ONTRIS AM #fdi;LUDED llfi.TWK PEFEREME i*AL# M1-7473.;f3f=.kY IX [ISE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability, of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Addtional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality CrIteda. DSO-89 and BCSI Building Component Safety Inforrnation available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. If SouthemRuse itspl'umber is :p ec.ified, rhadasig val.res am thaw _trsre 06MI/2023 by AISC McTek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type City Ply 3117 A R40054918 3117 A CJBA Diagonal Hip Girder 2 1 Job Reference o tional BMC, Indio, CA - 92203 1-7-13 31-10 7.420 is May 10 2013 MTek Industries, Inc. Tue Jul 09 18:26:51 2013 Page 1 ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-QYNMpYsmKgkmlDWr4_dymHbiT4yO8NW1 rlflYbyzjB2 2-5-11 2-9-13 46 - Special Special 6 Special Special 34 = Scale = 1:19.2 3-3-65-7-5 8.39 1 3-3-6 2.314 2-8-5 0-1- Plate Offsets MY): 18:0-39,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.25 Vert(LL) -0.07 8-9 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.71 Vert(TL) -0.11 8-9 >874 240 BCLL 0.0 Rep Stress Incr NO WB 0.42 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.01 9 >999 240 Weight: 35 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btf G TOP CHORD Structural wood sheathing directly applied or 3-10-7 oc purlins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer s II do 'de. REACTIONS (lb/size) 5=75/Mechanical, 2=593/0-7-6 (min. 0-1-8), 7=363/Mechanical Max Horz 2=67(LC 3) Max Uplifi5=11(LC 3), 2=-57(LC 3) Max Grav5=75(LC 1), 2=1060(LC 11), 7=948(LC 10) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2722/0, 3-4=-1681/0 BOT CHORD 2-10=0/2601, 10-11=0/2601, 9-11 =012601. 9-12=0/2601, 8-12=0/2601, 8-13=0/1639, 7-13=0/1639 EBS 4-8=0/1049, 4-7=-1834/0, 3-9=Of744, 3-8=-1148/22 ..JTES 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. ��,5(� 7) Refer to girder(s) for truss to truss connections. 8) Provide truss to bearing O� mechanical connection (by others) of plate capable of withstanding 100 lb uplift at joint(s) 5, 2. CJOO/�/ Y 9) This truss has been designed for a moving concentrated load of 250.O1b live located at all mid panels and at all panel points along the Bottom Chord, live loads. 0 4- nonconcurrent with any other 10) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. U.r� ls' 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 265 lb down and 17 lb up at 2-9-8, LU C 074486 � 265 lb down and 17 lb up at 2-9-8, and 267 lb down at 5-7-7, and 267 lb down at 5-7-7 on bottom Chord. The design/selection of such connection device(s) is the responsibility of others. 12-31.13 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). *EV. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Platelncrease=1.25 OF JUN 10.2013 Continued on oaae 2 ® iA& [WING - Verify dim grrrrrrr drys or3 READ N07W ON 7WIS AND MULiSi?zZ' 3,M e 9K P.i'.,%'Pv2F:TKE PAW T2i1-7473.SUMPE IEi.? Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual buildng component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members any. Additional temporary bracing to insure stability during construction is the responsibillity of the Nil' nn� g !,, erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding IYI I Tell fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Cdferia, DSB-89 and BCSI Bonding Component 7777 Greenback Lane, Suite 109 Safety Infomration available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 If l oucirern. Dine 1SPI lumber is spec ified,: d%e design rrarues are-Yhace ef.`.e-trve DGMI/213I:3 by:A.LSC Job Truss Truss Type Qty Ply 3117 A R40054918 3117 A CJ6A Diagonal Hip Girder 2 1 Job Reference o tional BMC, Indio, CA- 92203 LOAD CASES) Standard Uniform Loads (pit) Vert: 1-5=-68, 2-6=-20 Concentrated Loads (lb) Vert: 4=-76(F=-38, B=-38) 8=-35(F=-17, B=-18) 11=-74(F=-37, B=-37) 7.420 s May 10 2013 M7ek Industries, Inc. Tue Jul 09 18:26:52 2013 Page 2 ID_IUKOyQYzmzBOzGgsMjQH7zNRLd-ukxkOutO58sdNM52ei8BIUBtDUldtgmACRPa5lyzjBl ® wA;i,&aTPG Vuerify design paramc&rrs anti h'&W NWES ON THIS AND INCLUWO &VIEK P. "'MC PAGE Mal-7473.1315MRE (Am Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown f is for lateral support of individual web members any. Additional temporary bracing to insure stabflity during construction is the responsibillity of the R ��T�iR'= erector. Additionalpermanentbracing of the overall structure is the responsibility of the building designer. For general guidance regardiYFing f fabrication, quality control, storage, delivery, erection and bracing, consu8 ANSI/TPII Qualify Criteria, DSB-89 and Ill Building Component 7777 Greenback Lane, Suite 109 safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. 3i Eau Fine 4SPI lumber i::ps:cified;: r^:s�e d—irn val u:es aretha4t afft tive 05i111IM13 try.ALSC Citrus Heights, CA, 95610 Job Truss Truss Type Ply 3117 A �Oty R40D54919 3117 A D1A Monopitch Truss 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 M7ek Industries, Inc. Toe Jul 09 18:26:52 2013 Page 1 ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-ukxkOLA058sdNM52ei8BIU8rRULUtsiACRPa51 yzjB1 4-8-12 _ _ 8-7-5 12-9-8 4-8.12 3.10.10 4-2-3 - QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE Sl PP0 0 2.4 11 Scale = 1:28.6 44 = 2x4 11 3x4 = b 4-&12 r 8-7-5 12-9-8 4-8-12 3-10-10 4-2-3 4x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) -0.08 7 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.13 7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.29 Horz(TL) 0.04 5 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Wind(LL) 0.08 7 >999 240 Weight: 59 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No. I&Btr G TOP CHORD BOT CHORD 2x4 OF NoA&Btr G WEBS 2x4 OF Stud G BOT CHORD REACTIONS (lb/size) 1=546/0-5-8 (min. 0-1-10), 5=546/0-5.8 (min. 0-1-8) Max Horz 1=130(LC 4) Max Uplift I =-952(LC 13), 5=-3(LC 10) Max Grav 1=1521(LC 8). 5=561(LC 7) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-4025/2800, 2-3=-2493/1797, 3-4=-1030/974 -OT CHORD 1-8=-2662/3643, 7-8=-1744/3235, 7-9=-1642/2637, 6-9=-1202/2285, 6-10=-875/1449, 5-10=-328/991 ,EBS 2-7=0/334, 2-6=-653/115, 3-6=0/435, 3-5=-676/21 Structural wood sheathing directly applied or 3-1-8 oc purlins, except end verticals. Rigid ceiling directly applied or 4-1-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except at--lb) 1=952. 6) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) This truss has been designed for a total drag load of 2900 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-D-0 to 12-9-8 for 226.7 plf. LOAD CASE(S) Standard �OFESS/O so Lu C 074486 rn *, E,XPI 1-13 l,t OF July 10,2013 ® i+YA13KgG - Verify design naramta ers =d READ N(Yi-&S ON TRI8.&?M rNUA;9DF2)110TE ' P.EFFREW'S PAGE 3711-7473 BF'F 37i S flu? Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. �f Applicability of design parameters and proper incorporation of component a responsibility of building designer- not truss designer. Bracing shown 6 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respom billity of the �RL� y erector. Additional permanent bracing of the overall structure a the responsibility of the building designer. For general guidance regarding IVIO ek fabrication, qualify control, storage, delivery, erection and bracing, consuti ANSI/TPII Quardy, Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 ifS mtarnPne(SPI lumber is s;xes."Yfiaed tom=design. sra tes am those effective MIU21201-3 by ALSO Job Truss Truss Type Qty Ply �3111A R40054920 3117 A G1 Jack -Partial Truss 1 1 Job Reference (optional) BMC, Indio, CA-92203 8-0-0 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:26:52 2013 Page 1 ID_IUKOyQYzmzBOzGgsMjQH7zNRLd-ukxkOutO58sdNM52ei8BIU8uAUPutwRACRPa51 yzjB1 4x4 11 3x4 = 2x4 II 4-8-12 7.8-7 0. 4-8.12 2-11-11 3.9 Scale = 1:19.9 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.19 Vert(LL) -0.01 4-5 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.31 Vert(TL) -0.02 1-5 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IBC2009/fP12007 (Matrix) Wind(LL) 0.00 1 >999 240 Weight: 38 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-D-0 oc purlins. BOT CHORD 2x6 OF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [installationid REACTIONS All bearings 0-3-8 except Qt=length) 3=Mechanical, 5=0-5-8, 4=Mechanical. (lb) - Max Horz 1=66(LC 3) Max Uplift All uplift 100 lb or less at joint(s) 3, 4 Max Gram All reactions 250 lb or less at joint(s) 3 except 1=357(LC 9), 5=704(LC 10), 4=377(LC 11) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=309/43 OTES Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 4/ Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/fPI 1. 3) Gable studs spaced at 1-4-0 oc. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Refer to girder(s) for truss to truss connections. 9) Provide metal plate or equivalent at bearing(s) 3 to support reaction shown. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4. 11) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 12) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 13) "NAILED" indicates 3-1 Od (0.148"0") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-68, 1-5=-50(F=-30), 4-5=-20 Continued on Daae 2 4g,(}FESSIp Sooty o�F� LU GEC 074486Of rn *� EX,Pz 12731-13 1* �F JUN 10,2013 ® WARiY NO -Verify ddcsign ptrram& rs =dP -AD /fin= OIL 7WIS AND 34YCLUDii YNTEIVREPARia1JGk t�Giu PR[T- �%3.II IYi3 E3 ilSi Design valid for use only with Walk connectors. This design a based only upon parameters shown, and is for an individual building component. f Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability outing construction a the respom billity of the t. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTeR- fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 If SOL-Tharn Pine(5PI tum:ba issp-Med:& design val:ee5 ara those e#.fe,mr**OW/ZF)201.3 byA.LSC g Job Truss Truss Type Qty Ply 3117 A R40054920 3117 A G1 Jack -Partial Truss 1 1 Job Reference (optional) BMC, Indio, CA - M03 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 7=-141(B) 1.42U s May lU 2U73 MI I ek Inausines, Inc. I ua Jul 0a 18:z6:S2 zoi3 Page z ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-ukxk0utO58sdNM52ei8BIU8uAUPutwRACRPa51 yzjB1 ® AWM Verify des ir n pararn&cm a -Ad READ .hR) W ON THIS AND dNVI dad IM !i TSK PEFEREEME PACE Wf-7 473 IIP.k`ORE IML Design valid for use only with MTek connectors. This design is based any upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown 1f I, for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the R�{ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTe'k fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria. DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 +fSoutherr,. Pine$SPJ lumba, is. edAV-deftri val aes are tihae:e eft=oivve 06,V!j2`21.3 by ALSfi Job Truss Truss Type Qty Ply 3117 A R40054921 3117 A G6 Jack -Open Truss 1 1 Job Reference (optional) BMC, Indio, CA- 92203 7.420 s May 10 2013 M7ek Industries, Inc. Tue Jul 09 18:26:53 2013 Page 1 ID_IUKOyQYzmzBOzGgsMjQH7zNRLd-MwV6DEt1sR U_WgECPfQrih21ue6cBKKR568dTyzjBO 2-8-9 5.0.12 B-0-0 2-8-9 2.4-3 2-11-4 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT ENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE UPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 4.00 12 6x8 3 m 3x4 N 2 1 8 9 7 10 .11 6HUS26 NAILED 3.6 II 8x12 = JL26 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d TCLL 20.0 Plates Increase 1.25 TC 0.25 Vert(LL) -0.06 6-7 >999 480 TCDL 14.0 Lumber Increase 1.25 BC 0.76 Vert(TL) -0.12 6-7 >780 240 BCLL 0.0 Rep Stress Incr NO WB 0.78 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code IBC20091TP12007 (Matrix) Wind(LL) 0.02 7 >999 240 LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD BOT CHORD 2x6 DF No.2 G BOT CHORD WEBS 2x4 DF Stud G REACTIONS (Ib/size) 1=919/0-5-8 (min. 0-1-12), 5=1440/Mechanical Max Harz 1=66(LC 10) Max Uplift 1 =-277(LC 9) Max Grav 1=1623(LC 20), 5=2135(LC 23) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3537/782, 2-3=-3049/479, 3-4=-615/565 BOT CHORD 1-8=-800/3329, B-9=-614/3329, 7-9=-427/3329, 7-1 0=-381/3329, 10-11=-315/3329, 6-11=174/3329, 6-12=0/2893, 12-13=0/2893, 5-13=0/2893 JEBS 3-6=0/2416, 3-5=-3283/0, 2-7=-50/427, 2-6=-585/167 Scale = 1:19.5 2.4 11 13 5 JL26 5x5 = PLATES GRIP MT20 220/195 Weight: 41 lb FT = 20% Structural wood sheathing directly applied or 3-4-15 oc pudins. Rigid ceiling directly applied or 8-10-12 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer installation guide, ,DOTES 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide metal plate or equivalent at bearing(s) 5 to support reaction shown. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=277 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) This truss has been designed for a total drag load of 1500 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 8-0-0 for 187.5 plf. 10) Use USP JL26 (With 10d nails into Girder & NASID nails into Truss) or equivalent spaced at 4-0-0 oc max. starting at 3-0-12 from the left end to 7-0-12 to connect truss(es) JBX (1 ply 2x4 DF), T6A (1 ply 2x4 DF) to front face of bottom chord. 11) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent at 5-0-12 from the left end to connect truss(es) T6B (1 ply 2x6 DF) to front face of bottom chord. 12-) Fill all nail holes where hanger is in contact with lumber. 13) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25') toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on Daae 2 ¢LOESS/o �� ©o soot, LU C 07448 M Tl, Q� 12-3 1-13 JUN 10,2013 ®fAAR ING - Yerif,Y cles,* ,Taurermcfrns =d READ h?t)?7. S ON IfFiS AND IhV,9DEV . TWK AFYER9WE PAGE 31Tl1-747U BE;MRE idS& Design valid for use only with MOek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown l' is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the Ni qq ��g erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 11ff iT e V fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-69 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 if S�oud,em. pinetSPI lumber i, ispet fied;: the deiigis uatues arethett aYe--true 06/01/2 1.3 by.A,1St Job Truss Truss Type Qty Ply 3117 A aaoosa921 3117_A G6 Jack -Open Truss 1 1 Job Reference (optional) 5MG, main, GA-97293 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-68, 1-5=-20 Concentrated Loads (lb) Vert: 6=-946(F) 8=-80(F) 10=-149(F) 13=-511(F) "'" 5 May lu zu13 MI I eK Inauslnes, Inc. I ue Jul u9 1 v:zo:o3 zu13 rage z ID_IUKOyQYzmzBOzGgsMjQH7zNRLd-MwV6DEt1 sR_U_WgECPfOrih21 ue6cBKKR56BdTy4BO ® WAWING - Verify t£rmigst p=ztmrtes =d READ AttiM ON TNPS AND IhT,±,i3IJEP) hfl K PEFEREME PACE WI 7473 WORE i75R Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown MR, is for lateral support of individual web members only. Additional temporary bracing to insure stability during constructions the responsibillity of the (�{{ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTe,. k- fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Crtleria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety InfOrrrlatlOn available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus e s Heights, CA, 95610 0!! Thtempine jlumba.- is 5pattfied'..-the devrn>Wa es arethots ef.`e-:rive Ob i1ej2931:3 bp:Ai.LSC - 9 Job Truss Truss Type Ply 3117 A �Qty R40054922 3117 A JB1 Jack -Closed Truss 2 1 Job Reference (optional) BMC, Indio, CA - M03 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:26:53 2013 Page 1 ID_IUKOyQYzmzBOzGgsMjQH7zNRLd-MwV6DEt1 SR_U_WgECPfOrih3xujMcNXKR588dTyzjB0 -1-2-0 3-11-11 1-2-0 3-11-11 Scale = 1:11.2 3x6 11 1-0-0 1-2- 2 3-11-11 - 1-11 2-12 2-8-15 Plate Offsets MY): f2:0-3-1 D-0-111 f2:0-1-6.1-3-121 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.19 Vert(LL) -0.05 2-4 >949 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.42 Vert(TL) -0.06 2-4 >686 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.00 2 >999 240 Weight: 14 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 DF Stud be installed during truss erection, in accordance with Stabilizer [Installationu' REACTIONS (lb/size) 3=106/Mechanical, 4=38/Mechanical, 2=290/0-5-8 (min. 0-1-8) Max Horz 2=50(LC 3) Max Uplift3=-15(LC 3), 2=-30(LC 3) Max Grav 3=106(LC 1), 4=287(LC 9), 2=392(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 7). This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-68, 2-5=-35(F=-15), 4-5=-20 gOFESSII SOON O�Fc LU C 074486 rn EXP, 12731-13 �* �F July 10,2013 ® tAFPE7dfPN0 - Veri cf d rr rsarame rs q and READ M),T S ON THIS AM 1Nr[,T DFJ)AfflT-JK P "sFE2IWE PAW s?d7-747J.BEFi KV t"F Design valid for use only with MiTek connectors. This design's based only upon parameters shown, and is for an indvidual building component. Applicabirity of design parameters and proper incorporation of component is responsbility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the IYR��- erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Bunding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Insgtuie, 781 N" Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 ;fSoutixrn DinetS1s1 ftnber-it s�s"Yiaed;, tnedesm.ual✓er.are those aPer-cive 06f01/2013 by ALSO Job Truss Truss Type Oty Ply 3117 A R40054923 3117 A JD JACK -OPEN TRUSS 23 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:26:54 2013 Page 1 ID_IUKOyQYzmzBOzGgsMjQH7zNRLd-g73URaufcl6LcgFQ17AfOvD9LH19LgITgluh9vyzjB? 1-2-0 B-0-0 10 3x4 = &1-2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud TCLL 20.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.13 6-9 >723 480 TCDL 14.0 Lumber Increase 1.25 BC 0.51 Vert(TL) -0.37 6-9 >259 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.03 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code IBC2009lrP12007 (Matrix-M) Wind(LL) 0.07 6-9 >999 240 LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 OF Stud G REACTIONS (lb/size) 4=1 61 /Mechanical, 2=504/0-5-8 (min. 0-1-8), 5=115/Mechanical Max Horz 2=85(LC 3) Max Uplift4=-13(LC 3), 2=6(LC 3) Max Grav4=161(LC 1), 2=514(LC 10), 5=323(LC 13) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1731/0 BOT CHORD 2-10=0/1928 Scale = 1:18.8 r N N PLATES GRIP MT20 220/195 Weight: 26 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 4-8-14 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. - "OTES I Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 �) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard 4?,oFESS/oti �ti oo sooty ofF v C 07448 rn * 12731-13 IV COI' Ca July 10,2013 ® WAiArfM - Verify dm iigr n¢tsrn errs d P-MD hRnW ON YNIS AM 1wrl33Y. ED.MIUK ta"Er2P2d%E PAGE P91-74 7j ,9 £%t^ IRE LEE, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' fabrication, quality control, storage, delivery, erection and bracing, consuh ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 1f5auxhsrm F1r+e(5P}':s:anlser rs gxe edi,: n=_desggnv luw art Thas&e£fs rinse 0610s/20?.3 IsvA sr . Job Truss Truss Type Ply 3117 A Raoo6a92a 3117 A JD2 Jack -Open Truss �Qty 1 1 Job Reference (optional) BMC, Indio, CA - 92203 1.4zu s may iu zurs ml I eK Inausmes, mc. I ue uul uv ia:zo:ac zuiz rage i I D: IU KOyQYzmzBOzGgsMjOH7zN RLd-g73URaufcl6LcgFQ17AfOvDD iH2KLoaTgluh9vyzj B? 8.40 r 4-11.6 3-0-10 Scale = 1:18.9 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE CI IDD/ID7I1d2 CTDI I!`TI IDL AC CTATI-II IN TI-Ilc f)RAr: 1 r)Ar1 Nr)TF Rm r)vv 44 11 4x4 = 3x4 = 5.1-2 7-10-8 51-2 2-9-6 021 Plate Offsets MY): fl:0-3-5 Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.25 Vert(LL) -0.07 1-5 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.50 Vert(TL) -0.10 1-5 >876 240 BCLL 0.0 Rep Stress Incr NO WB 0.14 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wtnd(LL) 0.02 5 >999 240 Weight: 32 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-7-0 oc purlins. BOT CHORD 2x4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 5-10-13 oc bracing. WEBS 2x4 OF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [installation gide REACTIONS (Ib/size) 1=335/0-5-8 (min. 0-1-8), 4=335/Mechanical Max Horz 1=68(LC 9) Max Uplift 1=-479(LC 9), 4=-8(LC 10) Max Grav 1=838(LC 8), 4=433(LC 21) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1907/1330, 2-3=-618/557 BOT CHORD 1-6=-1311/1765, 5-6=-603/1411, 5-7=-515/969, 4-7=-242/662 "fEBS 2-5=0/340, 2-4=-586/40 OTES if Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=1b) 1=479. �OF ESS/O 7) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Q Bottom Chord, nonconcurrent with any other live loads. 8) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag ��© �� 0 loads along bottom chord from 0-0-0 to 8-0-0 for 187.5 pit. v� f-11G) �. LOAD CASE(S) Standard LU C 074486 rn * 12-31-13 sT�rFGFG July 10,2013 ® IFARKlets . Verify dme qm pariramc�te .. =d READ 109aY3,S ON ?NIS AM d7YCl iJDcW .3€fiM PEF33Ft8NU PACE Afff 7473 8Uk i2R9 USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Wit - Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the resporuibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek fabrication, quality control, storage, delivery, erection and bracing, consuls ANSI/TP11 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 If Scsuoi=Vi:ne(SD}It- beT is-3pacifie«,-rl. it 4eu. vaf—. am tho af°ect1ue 05J€#_f2011a tyA1.S:C Job Truss Truss Type Qty Ply 13117A R40054925 3117 A T1A GABLE 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Wed Jul 10 09:34:02 2013 Page 1 ID: IUKOyQYzmzBOzGgsMjQH7zNRLd-wTN9aTlx6ST2 UBD7j?aXQlguxvVku2ra?rXmBsyzU83 245-2 1-2-0 &S7 16d11 -10.15 2 31-3-5 3&10. 47-0-0 B&0 -2-0 &S7 7-7-5 &10-3 0-9-2 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 00 �1 O Scale = 1:80.3 5x6 = 7 8 9 10 416 = 33 32 31 30 29 28 27 26 25 yz sa 24 as 23 eO ar 22 yO 21 20 19 18--- 102 83 84 85 86 87 88 89 90 91 5x6 — 5x8 — 3x6 4x8 = 3x4 11 8x12 MT20H = 7 N d 24-&14 &S7 16-0.11 22-9-2 23-" -- --- 31-&5 3fL10-9 474-0 &17 7.7-5 6-8-7 06 0-i 0-10.14 6&7 7-7-5 &S7 Plate Offsets (X,Y): [3:0-3-0,Edge], [6:0-4-12,0-4-8], [8:0-2-0,Edge], [11:0-5-0,0-4-8], [15:0-3-O,Edge], [22:0-4-0,0-3-4], [24:0-2-12,0-1-12], [40:0-1-14,0-1-0], [43:0-1-14,0-1-0], [46:0-1-14,0-1-01,[62:0-1-14 0-1-01 [64:0-1-14 D-1-01 [66:0-1-14,0-1-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) -0.22 21 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -0.64 21-22 >581 240 MT20H 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.87 Horz(TL) 0.12 • 16 n/a n/a BCDL 15.0 Code IBC2009/TP12007 (Matrix) Wind(LL) 0.17 21 >999 240 Weight: 393 lb FT = 20% LUMBER BRACING TOP CHORD 2x6 DF No.2 G `Except` TOP CHORD 1-3,15-17: 2x4 DF No.1&Btr G BOT CHORD BOT CHORD 2x4 OF No. 1&Btr G WEBS WEBS 2x4 OF Stud G `Except` JOINTS 11-24: 2x4 OF No. 1&Btr G OTHERS 2x4 OF Stud G REACTIONS All bearings 16-0-0 except (jt=length) 16=1-0-0. (lb) - Max Horz 2=103(LC 13) Max Uplift All uplift 100 lb or less at joint(s) 32, 28, 27 except 2=-268(LC 9), 25=-549(LC 12), 29=-1419(LC 20), 26=-208(LC 32), 16=-353(LC 12) Max Grav All reactions 250 lb or less at joint(s) 26 except 2=451(LC 21). 25=3930(LC 7), 29=835(LC 16), 33=386(LC 23), 32=366(LC 42). 31=305(LC 43), 30=285(LC 44), 28=278(LC 46), 27=332(LC 47), 16=1763(LC 7) t-uRCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-814/1274, 3-4=-727/1206, 4-5=-458/965, 5-6=-1313/2954, 6-7=-13141757, 7-8=-716/385, 8-9=-682/329, 9-10=-650/276, 10-11=-778/228, 11-12=-2531/595, 12-13=-3879/812,13-14=-4534/841,14-15=-4560/985,15-16=-4830/1022 BOT CHORD 2-83=-1271/845, 33-83=-1271/845, 33-84=-1271/845, 32-84=-1271/845, 32-85=-1271/845, 31-85=-1271/845,31-86=-1271/845,30-86=-1271/845,30-87=-1271/845, 29-87=-1271/845,29-88=1327/876,28-88=-1327/876,28-89=-1327/876, 27-89=-1327/876,27-90=-1327/876,26-90=-716/265,26-91=-1011/560, 25-91=-1705/1254, 25-92=-1963/547, 92-93=-2309/893, 93-94=-2309/893, 24-94=-2309/893,24-95=-1005/2866,23-95=-1005/2866,23-96=-1005/2866, 96-97=-1005/2866, 22-97=-1005/2866, 22-98=1019/3981, 21-98=-1019/3981, 21-99=-978/4584, 20-99=-978/4584, 20-100=-978/4584, 19-100=-978/4584, 19-101=-978/4584,18-101=-978/4584,18-102=-978/4584,16-102=-978/4584 WEBS 24-35=-1591/24, 35-58=-1565/14, 11-58=-1530/15, 11-22=0/752, 12-22=-1196/16, 12-21=0/568, 6-34=-165/2584, 24-34=-168/2654, 6-25=-2702/173, 5-25=-2293/1171, 5-29=-819/1466, 4-32=-338/67, 21-82=464/7, 13-82=-740/'12, 8-24=-436/163 Structural wood sheathing directly applied or 2-9-7 oc puriins. Rigid ceiling directly applied or 4-3-7 oc bracing. 1 Row at midpt 12-22, 6-25, 5-25 1 Brace at Jt(s): 58 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are MT20 plates unless otherwise indicated. ,,?,0FESS/0Soo 2 i I U C 074486 rn F 13 J* July 10,2013 EirFs - Verify 4 coign parameer.% and PEED ATI S,S ON TRIS AM W,1;T)VIRD AR EK ItESEREM"S PACE ffr-74%f B?.Ft?RE US& Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown 6 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Mire! _<. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 1 k( fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 1f Saut-h,am Duce (Sp) lauslbes is 3pecifted: the dea gzn values we those eYe:tiva OSfL#? f2AP13 by A sc Job Truss Truss Type Qty Ply [111A R40054925 3117 A T1A GABLE 1 1 Job Reference o tional BMC, Indio, CA - 92203 i.42u s May lu 2ulJ MI I eK Inausdtes, Ine. vvea Jul lu u9:J4:u2 2u13 Fage 2 ID_IUKOyQYzmzBOzGgsMjQH7zNRLd-wTN9aTIx6sTZUBD7j?aXQlguxvVku2ra?rXmBsyzU83 NOTES 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 15.Opsf. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 32, 28, 27 except Qt=lb) 2=268, 25=549, 29=1419, 26=208, 16=353. 11) This truss has been designed for a moving concentrated load of 250.O1b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 12) This truss has been designed for a total drag load of 2800 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 12-0-0 to 17-6-0 for 509.1 plf. 13) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. 14) No notches allowed in overhang and 10200 from left end and 10200 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one be plate between each notch. LOAD CASE(S) Standard ®WAi iWG-Verifyd si xparamekrrtmxdPSADNtYiWON7WISANDINCLODsERfaTEKP.EFiREEM'EPACEMf!-74,TJ.€3i' GIM,IW_ Design valid for use only with Wek connectors. This design is based only upon parameters shown, and is for an individual building component. �¢ Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi 1T e fabrication, quality control, storage, delivery, erection and bracing, consul ANSI/TPII Quality Crilleda, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Salety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 ?# Sasstinm Dine$SG) Ivarbas isapes."fiied, rh:a s:a design vah w an; rhoetkstnre 0GjGk f20I3 byA15t Job Truss Truss Type Qty Ply 3117 A R40054926 3117 A T18 Common Truss 1 1 Job Re ere ce o do a BMC, Indio. CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:27:03 2013 Page 1 I D:_IU KOyQYzmzBOzGgsMjQ H7zN RLd-3s6uKf?MNF3B3R9nWrmFp5fnw?uykgokeZfzuyzjAs 1-2 7-141 15-8-4 238.0 31-7-12 39-5-15 47-4-0 -2-D 7-141 7-10.3 7-11.12 7-11-12 7-10-3 7-10.1 -2-0 Scale = 1:82.2 5x6 = 4.D0 12 4x6 = 'a 15 14 13 12 " 11 co ru cY 4x6 = 2x4 11 7x10 = 5x8 = 6x8 = 2x4 II 2x4 4x8 I I 16.40 7-10.1 15-SO 1 38.0 31-7-12 39-5.15 42-1 4C 5.4 7TIN7-10.3 0. -0 7-1412 7.11-12 7-143 3-0-1 37-88 41 Plate Offsets (X,Y): I3:0-3-12.0-3-81, f7:0-4-0.0-3-81. 18:0-2-1.Edael. 18:0-0-3.Edoel, f12:0-4-0.0-3-81. 113:0-2-12,0-2-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.61 Vert(LL) -0.28 12-13 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.92 Vert(TL) -0.73 11-12 >517 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.72 Horz(TL) 0.09 8 n/a n/a BCDL 15.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.08 11-12 >999 240 Weight: 222 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 3-1-2 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 DF Stud G WEBS 1 Row at midpt 6-13, 7-12, 4-14, 3-14 WEDGE MiTek recommends that Stabilizers and required cross bracing Right: 2x4 OF Stud be installed during truss erection, in accordance with Stabilizer [Installation guide, REACTIONS (lb/size) 2=334/0-5-8 (min. 0-1-8), 14=3205/0-5-8 (min. 0-3-7), 8=1432/0-3-8 (min. 0-1-8) Max Horz 2=87(LC 5) Max Uplift2=-49(LC 5) Max Grav 2=458(LC 7), 14=3205(LC 1), 8=1432(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-218/582, 3-4=0/1594, 4-5=-653/86, 5-6=-653779, 6-7=-1992/5, 7-8=-3352/0 -OT CHORD 2-16=-509/134, 15-16=-509/134, 15-17=-519/124, 14-17=-519/124, 14-18=-1404/0, 18-19=-1404/0, 13-19=-1404/0, 13-20=0/1801, 20-21=0/1801, 12-21=0/1801, 12-22=0/2947, 11-22=0/2947, 11-23=0/2944, 10-23=0/2944, 10-24=0/3097, 8-24=0/3097 v4EBS 6-13=-1534/4, 6-12=Of722, 7-12=-1199/2, 7-11=01434, 4-13=0/2326, 4-14=-2467/0, 3-14=-1277/0. 3-15=0/501. 7-10=0/530 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will pFESS/ fit between the bottom chord and any other members, with BCDL = 15.0psf. �A� 5) A plate rating reduction of 20% has been applied for the green lumber members. CJ�O/l/ 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. %� " O� O ti 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LU U C 074486 rn LOAD CASE(S) Standard P 12-31-13 T 1 �TFOF r. July 10,2013 A i7JAPMNG - Verify atesit, .pourcyrlettrrn urzd Pfa&D t)`:TZ ON THIS @3YiA 1AV UDED.lkli lnesK PF.F'.Si WE PAW ; a7-747J ,813PORE [)E&.': Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown ` is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Ma%k� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 14 fabrication, quality control, storage, derwery, erection and bracing, consult ANSI/TPII Quality Criteria, DSO-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety lnforma ion available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95810 °fSaur^i,arn. Pia )1-be-ia spec i4ied.-t;redsjetiim vaI uess am those eY.v-=five UQ02/2013 byALSC Job Truss Truss Type Qty Ply 3117A R40054927 3117 A Tic Common Truss 1 1 Job Reference o tional BMC, Indio, CA - 92203 7.420 is May 10 2013 MTek Industries, Inc. Toe Jul 09 18:27:05 2013 Page 1 ID_IUKOyQYzmzBOzGgsMjQH7zNRLd-0ED8L1 Y17VnQMbYvxtEKEA7xjhkQfw5Cy2ml nyzjAq -2-0 7-134 7-10-0 7-11-12 7-11-12 7-10-0 0.1- 5 6-9-13 4.00 12 5x6 = Scale = 1:80.5 !r 0 4x6 = Ia 15 rr 14 io io 13 cu ci 12 11 co 1u a 144 Sx8 2x4 11 7x10 = 5x8 6x8 = 2x4 11 2x4 \ 4x12 = 15-94 7.10-0 7A-0 0.1- 3 7-10.12 7-11-12 0.1- 3 7B-0 '1-3 3-7�8 0-1-0 Plate Offsets (X,Y):f4:0-4-0,0-3-81.f6:0-4-0.0-3-81.f8:0-2-2.0-2-61.f12:0-4-0.0-3-81.113:0-2-12.0-2-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.63 Vert(LL) -0.27 12-13 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -0.66 11-12 >562 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.68 Horz(TL) 0.09 8 n/a n/a BCDL 15.0 Code IBC2009lfP12007 (Matrix) Wind(LL) 0.12 11-12 >999 240 Weight: 220 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-9-4 oc pudins. BOT CHORD 2x4 DF No.t&Btr G BOT CHORD Rigid ceiling directly applied or 4-0-13 oc bracing. WEBS 2x4 DF Stud G WEBS 1 Row at midpt 6-13, 7-12, 4-14, 3-14 SLIDER Right 2x4 DF Stud -G 2-5-0 MiTek recommends that Stabilizers and required cross bracin g be installed during truss erection, in accordance with Stabilizer Installation uid . REACTIONS (lb/size) 8=1324/0-5-8 (min. 0-1-15), 14=3096/0-5-8 (min. 0-3-7), 2=388/0-5-8 (min. 0-1-8) Max Horz 2=93(LC 13) Max Uplift8=-445(LC 12), 2=-372(LC 13) Max Grav 8=1 808(LC 7), 14=3250(LC 8). 2=821(LC 21) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1330/1310, 3-4=-498/1850, 4-5=-1006/341, 5-6=-1299/625, 6-7=-2993/977, 7-8=-4490/1222 BOT CHORD 2-16=-1259/1147, 15-16=-1095/983, 15-17=-890/778, 14-17=-513/401, 14-18=-1352/147, 18-19=-1261P72, 13-19=-1495/291, 13-20=-208/2119, 20-21=-212/2141, 12-21=-428/2336, 12-22=-427/3259, 11-22=-793/3636, 11-23=-811/3653, 10-23=-971/3805, 9-10=-951/3995, 9-24=-999/4026, 8-24=1129/4106 WEBS 6-13=-1489/34, 6-12=0/679, 7-12=-1056/78, 7-11=0/446, 4-13=-40/2343, 4-14=-2519/88, QFESS/ 3-14=-1314/10, 3-15=0/500, 7-10=-36/501 �f�fq SOO NOTES 1) Unbalanced roof live loads have been considered for this design.CO O© O`�Z 2 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right V exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 � C 074486 rn 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will 12-31-13 fit between the bottom chord and any other members, with BCDL = 15.Opsf. *EV. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 8=445, T �4 2=372. qjF�� 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. JUN 10.2013 Continued on Daae 2 ® IZAW1 ^o - Verify &.,igxz T arumr rm Kati RMD NO% 7 W ON TRJS AND IAMILUa E11) AU i'HK PEFiv2v' S PAGE 'tYI7-7473 SFTXCGRB LOW. Design valid for use only with MTek connectors. This design B based only upon parameters shown, and is for an individual building component. - Applicabifrty of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Nil' IVIf fell erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 1 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Cdtede, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate trutitute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Sc ufhem 91ne ISP) lumbe-. 1, ;p.ecifiPd; t' x- design a kms are 411as5 eC�-rve 05/001/201.3 GyA:1f c Job Truss Truss Type Qty Ply 3117 A Raoosaez7 3117 A T1C Common Truss 1 1 Job Reference o do al BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Intlustries, Inc. Tue Jul 09 18:27,05 2013 Page 2 ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-OEDFlL1 Y17VnQMbYv dEKEA?xjhkQfwSCyLm 1 nyzjAq NOTES 6) This truss has been designed for a total drag load of 2500lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 46.5-0 for 53.9 plf. LOAD CASE(S) Standard ® WARR NIG Wrih de -gigs raarsmrtrm, mxd READ AV SS ON TRI S AM MCLIMI-0 DUYUK P.EF3r2.ESPt E PAGE Mir-747d BE,FY3ia'Fs USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. e Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown rs for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiliity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For generol guidance regardiMie = ng fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPlt QuoBty Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. _ Citrus Heights, CA, 95610 if 5dui.r m Dire °aSpj?var +e=1s zsEa.?Tied: th,a dex1p>uaWw at.e thaaa erft_tirve OS/0212013 by ALSC Job Truss Truss Type Qty Ply 3117A R40054926 3117 A T1D Common Truss 5 1 Job Reference (optional) BMC, Indio, CA - 92203 r.azu s may iu zuis mi i eK mausmes, me i ue uw ua i o:27:uo cui a rage i ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-UQnl yglAoRde2W9kSeOTtRjAF71 y96NEQcoKZDyzjAp -2-0 7-10-4 7-10-0 7-11a2 7-11-12 7-10-0 s-11-12 Scale = 1:80.6 4.00 F12 545 = In 0 4x6 = 16 15 1/ 14 15 1e 13 to n 12 " 11 co ru n — 4x8 f 11Fx&tl l 7x10 = 5x8 = 6x8 = 2x4 I I 2.4 'Z� 3x10 = 15-9-4 7-10-0 7-8 4 0.1143 7-10.12 7-11-12 0.1- 3 7b-0 3-0-3 3-7A 0.1-0 LOADING (psf) SPACING 2-0-0 CSI DEFT in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.60 Vert(LL) -0.27 12-13 >999 480 TCDL 14.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -0.66 11-12 >562 240 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.08 8 n/a n/a BCDL 15.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.06 11-12 >999 240 LUMBER TOP CHORD 2x4 DF No.18Btr G BOT'CHORD 2x4 DF No.18Btr G WEBS 2x4 DF Stud G SLIDER Right 2x4 DF Stud -G 2-5-0 PLATES GRIP MT20 2201195 Weight: 220 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 3-5-4 oc puriins. BOT CHORD Rigid ceiling directly applied or 4-9-13 oc bracing. WEBS 1 Row at midpt 6-13, 7-12, 4-14, 3-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nuide. REACTIONS (lb/size) 8=1324/0-5-8 (min. 0-1-8), 14=3096/0-5-8 (min. 0-3-5), 2=388/0-5-8 (min. 0-1-8) Max Harz 2=91(LC 5) Max Uplift2=-41(LC 5) Max Grant 8=1324(LC 1), 14=3096(LC 1), 2=490(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-325/411, 3-4=0/1434, 4-5=-702179, 5-6=-703/71, 6-7=-1976/2, 7-8=-3152/0 BOT CHORD 2-16=-349/237, 15-16=-349/237, 15-17=-349/237, 14-17=-349/237, 14-18=-1208/2, 18-19=-1208/2, 13-19=-1208/2, 13-20=0/1790, 20-21=0/1790, 12-21=0/1790, 12-22=0/2734, 11-22=0/2734, 11-23=0/2734, 10-23=0/2734, 9-10=0/2874, 9-24=0/2874, 8-24=0/2874 WEBS 6-13=-1463/8, 6-12=0/679, 7-12=-989/12, 7-11=0/446, 4-13=0/2159, 4-14=-2361/0, 3-14=-1296/0, 3-15=0/500, 7-10=-36/501 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. It; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 15.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. 7) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard ??g OFESS/pl �4 oo Sooty a�F�� L C 074486 rn �F July 10,2013 ® E+QA NG - V s"fry d—mugs param err. =d READ IV07M ON INIS AND INULaTDED lfitn? P-RFF.R.PWE (AGE A171- 74 73. BM)Px O Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for an indvidual building component. Applicobirriy of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Wit is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the �L erector. Additional permanent bracing of the overoll structure is the responsibility of the building designer. For general guidance regarding MIT ek' fabrication, quality control, storage, delivery, erection and bracing, consu0 AN51/1PII Quality CrIteria, DSB-89 and SCSI Bullring Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 :fSouthem. Pins$SPI lumber is sifieEf„svezl--ign vahaea are. -note sF =t-we, 06/01/2al.l by A1SC Job Truss Truss Type Qty Ply 3117 A R40054929 3117 A T1E Common Truss 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:27:07 2013 Page 1 ID_IUKOyQYzmzBOzGgsMjQH7zNRLd-ydLPA02pZllVggkwOLviPfGL?XNBuzdOfGXt6fy4Ao 3- -2.0 7-'lM 7.10-0 7-11-12 7-11-12 7-10-0 ra11-12 4.00 FIT 5x6 = Scale = 1:80.6 lr 0 4x6 = 10 15 -11 14 ro rn 13 cu ci 12 cc 11 w a cY 4x8 \ 2x4 11 7x10 = 5x8 6x8 = 2x4 I I 2x4 '� 3x10 = 15-94 7-10-0 7-0-4 o-1- 3 7-10.12 7-11-12 0.1- 3 7-0-4 3-4-3 3-78 0-1-0 Plate Offsets (X.Y): 16:0-4-0 0-3-81 18:0-1-7,0-1-141. 112:0-4-0 0-3-81 113:0-2-12.0.2-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.60 Vert(LL) -0.27 12-13 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -0.66 11-12 >562 240 SCLL 0.0 ' Rep Stress Incr YES WB 0.66 Horz(TL) 0.08 8 n/a n/a BCDL 15.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.06 11-12 >999 240 Weight: 220 lb FT = 20 % LUMBER BRACING TOP CHORD 2x4 DF N0.1 &Btf G TOP CHORD Structural wood sheathing directly applied or 3-5-4 oc purlins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 4-9-13 oc bracing. WEBS 2x4 DF Stud G WEBS 1 Row at midpt 6-13, 7-12, 4-14, 3-14 SLIDER Right 2x4 DF Stud -G 2-5-0 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS (lb/size) 8=1324/0-5-8 (min. 0-1-8), 14=3096/0-5-8 (min. 0-3-5), 2=388/0-5-8 (min. 0-1-8) Max Horz 2=91(LC 5) Max Uplift2=-41(LC 5) Max Grav8=1324(LC 1), 14=3096(LC 1), 2=490(LC 7) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-325/411, 3-4=0/1434, 4-5=-702/79, 5-6=-703/71, 6-7=-1976/2, 7-8=-3152/0 BOT CHORD 2-16=-349/237, 15-16=-349/237, 15-17=-349/237, 14-17=-349/237, 14-18=-1208/2, 18-19=-1208/2, 13-19=-1208/2, 13-20=0/1790, 20-21 =0/1 790, 12-21 =0/1 790, 12-22=0/2734, 11-22=0/2734, 11-23=0/2734, 10-23=0/2734, 9-10=0/2874, 9-24=0/2874, 8-24=0/2874 WEBS 6-13=-1463/8, 6-12=0/679, 7-12=-989/12, 7-11=0/446, 4-13=0/2159, 4-14=-2361/0, 3-14=-1296/0, 3-15=0/500, 7-10=-36/501 �,gpFESS/p NOTES 1) Unbalanced roof live loads have been considered for this design. Soo/'/ ,V 2 0 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Lug C, 074486 17171 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 15.Opsf. EVI 12-31-13 5) A plate rating reduction of 20% has been applied for the green lumber members. * 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. 7) This truss has been designed for a moving concentrated load of 250.O1b live located at all mid panels and at all panel points along the1T 1 \� �TOFIC Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard July 10,2013 ® TBF.F:RA3NC - Verify dsais}re j aram& n a d RRAD.WY3 S ON TWIS AM 1NCLd DEV .Tf MK F'RIFERMG PAW M7-74 n SF'XW?is I&E. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillisy, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding WeW fabrication, quality control, storage, delivery, erection and bracing, consuls ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 1f Sout?rkrrr (Title tgfil:vmbet S?, .ec ed.'tifed sig--1 ✓.es an thus efe:zrve 06)02f2,D13 by ALSO Job Truss Truss Type Qty Ply 3117A R40054930 3117_A T1F Common Truss 2 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Intlustries, Inc. Toe Jul 09 18:27:09 2013 Page 1 ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-u?T9ai434M?Cv_uJ6myAU4LiuK4oMPjg7aO AYyzjAm 1-2- 7-10.4 158-3 18.9.15 23$0 27-10.10 31-7.13 39-512 46.0.0 -2-0 1.114 7-9-15 3-1-13 410.1 42-1D '.2 7-9-15 Scale = 1:80.1 4.00 12 5x6 = I� 0 4x6 —_ 18 17 19 16 20 21 22 15 23 24 14 25 13 26 12 27 4x8 II 2x4 6x12 = 3x10 = US = 5x8 = 2x4 II 77--11-0 i 8.2-8 I, 21--112 ) 27-78-14 -200.4 I�I -12 8-59 460 Plate Offsets (X,Y): 14:0-4-0.0-3-01, I8:0-4-0.0-3-01, f11:0-5-8.Edgel, f13:0-3-12.0-3-41. 116:0-2-8 0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) -0.27 16-17 >972 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.43 2-17 >604 240 BCLL 0.0 Rep Stress Incr NO WB 0.88 Horz(TL) 0.04 11 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.04 2-17 >999 240 Weight: 237 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD WEBS 2x4 DF Stud G WEBS SLIDER Right 2x4 DF Stud -G 3-4-15 REACTIONS (lb/size) 2=627/0-5-8 (min. 0-1-8), 15=3026/0-3-8 (min. 0-3-4), 11=656/Mechanical Max Horz 2=91(LC 5) Max Uplift2=-30(LC 5), 11=-1(LC 6) Max Grav2=719(LC 7), 15=3026(LC 1), 11=750(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1125127, 3-4=0/562, 4-5=0/549, 5-6=0/1449, 6-7=0/1207, 7-8=0/496, 8-9=-495/227, 9-10=-1294/50, 1G-11=-1421/29 DT CHORD 2-18=-47/993, 17-18=-47/993, 17-19=-47/993, 16-19=-47/993, 16-20=-870/33, 20-21=-870/33, 21-22=-870/33, 1522=-870/33, 1-23=-465/57, 23-24=-465/57, 14-24=-465/57,14-25=-188/382,13-25=-188/382,13-26=0/1268,12-26=0/1268, 12-27=0/1 268,11-27=0/1268 WEBS 3-17=0/428, 3-16=-1205/0, 4-16=-395/72, 5-15=-984/21, 6-15=-1178/0, 7-15=-1086/0, 8-13=0/550, 9-13=-962/2, 9-12=0/391, 7-14=0/875, 8-14=-888/5, 5-16=0/1041 Structural wood sheathing directly applied or 5-6-13 oc puriins Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 3-16, 6-15, 7-15, 9-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 11. 8) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard o9?,0FES'Sj0 SO �ON �y��c� i L C 074486 rn k� '�Pj 1-13 , July 10,2013 ® WMRAMM - Ycrif4 ds sign parameters awed PSAD i3 nil& 0R1 TRIS AM a rLUDEi ,ffi iSK PZ SCE PAGE P ff-7470 BBf` RH i TS& �� Design valid for use only with Wek connectors. This design is based only upon parameters shown, and is for an individual building component. � Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown ^ is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the msponsibili"dy, of the �R{ ��r eF erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi IT eR fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIi quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 ?f South-aam F1nE tSPJ lvrnbes 14 xoeeffiiEd, t rn de uipi -fuw are thME ef.'L t1ve 061=12013 ti°.r6'.f °5C Job Truss Truss Type Qty Ply 3117 A R40054931 3117_A T1G Hip Truss 1 1 Job Reference o tional BMC, Indio, CA - 92203 7.420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:27:11 2013 Page 1 ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-gOaw?05JczFw9H2hF6 eaVQOi8mLgKAzauV4FQyzjAk -1-2- 7-10.5 158-2 22-8-0 48-0 29-11-0 1-7-1 39-513 46.0.0 -2- 7.10.5 7-9-14 6-11-14 2-fL0 S30 1-1;13 7-10.0 6-6.4 Scale = 1:85.1 4.00 12 6.10 MT20H = 7x10 = 4x6 —_ 20 19 21 18 22 23 17 162524 26 27 151429 13 30 12 31 4x8 II 2x4 I I 5x8 = 4x8 = 4x4 = 4x4 = 6x8 =3x6 = 2x4 11 44 = 04 = 7-10.5 158-2 22-0.0 11-0 1-7-1 39-513 46.0-0 7-10.5 7-9-14&13 7-10.0 6.6.4 Plate Offsets (X.Y): 14:0-4-0.0-3-41, f5:0-5-4.Edael. 16:0-3-12.0-1-81, f8:0-4-0.0-3-41, f11:0-5-8.Edoel. 118:0-4-0.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.62 Vert(LL) -0.25 18-19 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.43 2-19 >605 240 MT20H 1651146 BCLL 0.0 Rep Stress Incr NO WB 0.82 Horz(TL) 0.04 11 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(ILL) 0.04 2-19 >999 240 Weight: 250 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD BOT CHORD 2x4 DF No. 1&Btr G *Except* B3: 2x6 DF No.2 G BOT CHORD WEBS 2x4 DF Stud G WEBS SLIDER Right 2x4 DF Stud -G 3-4-14 REACTIONS (lb/size) 2=608/0-5-8 (min. 0-1-8), 17=3236/0-3-8 (min. 0-3-7), 11=660/Mechanical Max Horz 2=87(LC 5) Max Uplift2=-42(LC 5) Max Grav2=699(LC 7), 17=3236(LC 1), 11=761(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. —OP CHORD 2-3=-1060/63, 3-4=0/590, 4-5=0/1523, 5-6=0/1333, 6-7=-236/328, 7-8=-252/297, B-9=-532/206, 9-10=-1320/5, 10-11 =-1 447/0 OT CHORD2-20=-77/930, 19-20=-77/930, 19-21=-77/930, 18-21=-77/930, 18-22=-535/45, 22-23=-535/45, 17-23=-535/45, 16-17=-886/6, 16-24=-886/6, 24-25=-886/6, 25-26=-886/6, 26-27=-886/6, 27-28=-886/6, 15-28=-886/6, 14-15=-886/6, 14-29=-167/420,13-29=-167/420,13-30=0/1292,12-30=0/1292,12-31=0/1292, 11-31=011292 WEBS 3-19=01426, 3-18=-1172/0, 4-18=0/588, 4-17=-1215/8, 6.17=-1390/0, 6-14=0/1362, 8-14=-821/25, 8-13=0/623, 5-17=-810/0, 9-12=01390, 9-13=-953/9 Structural wood sheathing directly applied or 5-6-6 oc purlins, except 2-0-0 oc purlins (10-0-0 max.): 5-6. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 3-18, 4-17, 6-17, 9-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation -guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) 180.01b AC unit load placed on the bottom chord, 26-0-0 from left end, supported at two points, 5-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) A plate rating reduction of 20 % has been applied for the green lumber members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. 11) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 12) Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard �� op Soo/ o��• 2� i L C 074486 rn E�A_ 1 2-31-13 1* Julv 10.2013 ® WFif INQ - Vcrifg dasiga paramide s mac READ NCYM ON THIS APW MULL DF0 k#fFFlf£ F.P>f'ERRW*E PAGES Pf3T-747J ,F315 `OrM SLR. Design valid for use only with MiTek connectors. This design 6 based only upon parameters shown, and is for an individual building component. f Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Qualify Crfleria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 °fSos ilem Pine 1591 turn be:, is spatwied,, the sie,119n uafu:-are Yhoss �t tic�e 136x 01f243:3 byAYSC - g Job Truss Truss Type Qty Ply 3117 A R40054932 3117_A T1 H Hip Truss 1 1 Job Reference (optional) oma„ rne.... 7.420 y iu 2013 mi i er, niuuaurca, nr, Tut, uui un 18.27A3 20i3 rage i ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-nnigQ47Z8bVeObC4NcO6fwWMiySpIFHG1 C_BJJyzjAi 1-2- 7-10.5 158.2 22-0.0 254-0 29-10.13 t-BA 3&S13 460.0 -2- 7-11 7-9-13 6314 3-4-0 4-F>13 1-9.3 7-9-13 Scale = 1:86.1 4,00 12 54 = 6x8 = 5 6 2x4 II 5x8 5x8 7 4 8 3x6 3x6-- 3 9 34 ZZZ > 10 3x6 11 1. 2 .I°q'1A c 4x6 __ 20 19 21 18 22 23 17 16 24 2526 27 15 14 292 3 12 31 4x8 11 2x4 II 5x8 = 4x8 = 44 = 4x4 = 6x8 =US = 2x4 II 1 22-0-0 4x4 = 4x4 = 7-10.5 158-2 22-0.0 22-i�12 2310.13 31.8.01 33513 46.0.0 7-10.5 7-9.13 6.3-14 0.1-12 7-9-1 1.9.3 7-313 66.3 1 Plate Offsets (X,Y): f4:0-4-0,0-3-41, f6:0-6-4,0-3-01, f8:0-4-0,0-3-41, f11:0-5-8,Edgel^ f18:0-4-0.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) -0.25 18-19 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.43 2-19 >605 240 BCLL 0.0 Rep Stress Incr NO WB 0.72 Horz(TL) 0.04 11 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Wind(LL) 0.04 2-19 >999 240 Weight: 249 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD BOT CHORD 2x4 DF No. 1&Btr G `Except` 133: 2x6 DF No.2 G BOT CHORD WEBS 2x4 DF Stud G WEBS SLIDER Right 2x4 DF Stud -G 3-4-14 REACTIONS (Ib/size) 2=612/0-5-8 (min. 0-1-8), 17=3220/0-3-8 (min. 0-3-7), 11=663/Mechanical Max Horz 2=85(LC 5) Max Uplift2=-42(LC 5) Max Grav 2=700(LC 7), 17=3220(LC 1). 11=764(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 'OP CHORD 2-3=-1065/63, 3-4=0/578, 4 5=0/1493, 5-6=0/1382, 6-7=-229/323, 7-8=-260/287, 8-9=-544/194, 9-10=-1329/0, 10-11=-1456/0 OT CHORD 2-20=-74/936, 19-20=-74/936, 19-21=-74/936, 18-21=-74/936, 18-22=-525/45, 22-23=-525/45, 17-23=-525/45, 16-17=-779/20, 16-24=-779/20, 24-25=-779/20, 25-26=-779/20, 26-27=-779/20, 27-28=-779/20, 15-28=-779/20, 14-15=-779/20, 14-29=-155/431, 13-29=-155/431, 13-30=0/1300, 12-30=0/1300, 12-31 =0/1 300, 11-31=0/1300 WEBS 3-19=0/425, 3-18=- 1177/0, 4-18=0/589, 4-17=- 1198/5, 6-17=- 1507/0, 6-14=0/1275, 8-14=-844/27, 8-13=0/620, 9-13=-950/8, 9-12=01390, 5-17=-753/0 Structural wood sheathing directly applied or 5-6-3 oc purlins, except 2-0-0 oc purlins (10-0-0 max.): 5-6. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 3-18, 4-17, 6-17, 9-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) 180.01b AC unit load placed on the bottom chord, 26-0-0 from left end, supported at two points, 5-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. 10) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard i?,OFESS/p'V soCOD ol�� LU U C 074486 rn * E 12-31-13 0F July 10,2013 ® WING - Verify d—gbjn param&ens =d PrAD tA)TM, ON THIS AM 1XC[,ZWM) WMK P. EREENCE PAGE Wf-747J F3F.FY)t (ME Wit Design valid for use only with Wrek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the p A'Tek^ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ! fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Y Sau^x°sem vine$:sls}1vn:iu»-. is �gsecffied: [§e desle�xr reaE,r aeethosa cfie'.-r ve 06101Ian13 bV AISc Job Truss Truss Type Ply 3117A �Qty R40054933 3117 A T11 Half Hip Truss 1 1 Job Reference (optional) aMc, info, cA • aZZus .Ycv r,ar ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-FzG2eQ8CvudV0lnGwKKLB72YhLow1 mPQGsklriyzjAh -1-2- 7-104 15-8-4 20-0-0 -1.12 26-0-0 7 31-7-12 39-5-11 46.0.0 -2 7-104 7-9.15 1112 2-1-12 3104 4-0 4-3.12 7-9-15- Scale = 1:86.1 4.00 12 6xB = 2x4 11 5x8 5 6 4x6 = 5,6 = 7 8 5x8 4x6 = 21 20 ZZ 19 G3 z4 za 18 it Zo a ea m 10 ioo 14 u 13 4x8 11 2x4 I I 7x10 = 4x8 = 4x4 = 4x4 = 6x8 = 2X4 I I .. 44 = 4x4 = 34 = 7-1D4 158-4 22-1-12 30-0-8 31-7-12 39-511 46-0-0 7-104 7-9-15 6-5A 7.10.12 11-7� 7-9-15 6-6.5 Plate Offsets (X Y): WD-4-0 0-3-01 f9:0-4-0 0-3-41 112:D-5-8 Edgel fl5:0-3-12 0-3-01 119:0-4-8.0-3-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) -0.24 19-20 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.83 Vert(TL) -0.44 2-20 >598 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.47 Horz(TL) 0.04 12 n/a Tula BCDL 10.0 Code IBC2009frP12007 (Matrix) Wind(ILL) 0.04 2-20 >999 240 Weight: 257 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.t&Btr G TOP CHORD BOT CHORD 2x4 DF No.1&Btr G *Except* B3: 2x6 OF No.2 G BOT CHORD WEBS 2x4 DF Stud G WEBS SLIDER Right 2x4 DF Stud -G 3-4-15 REACTIONS (lb/size) 2=644/0-5-8 (min. 0-1-8), 18=3160/0-3-8 (min. 0-3-6), 12=697/Mechanical Max Harz 2=79(LC 5) Max Uplift2=-38(LC 5) Max Grav2=721(LC 7), 18=3160(LC 1), 12=789(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. —OP CHORD 2-3=-1130/54, 3-4=0/489, 4-5=0/452, 5-6=0/1400, 6-7=0/1399, 8-9=-343/190, 9-10=-611/87, 10-11 =-1391/0,11-12=-1518/0 OT CHORD 2-21=-60/997, 20-21=-60/997, 20-22=-60/997, 19-22=-60/997, 19-23=-990/0, 23-24=-990/0, 24-25=-990/0, 18-25=-990/0, 17-18=-627/33, 17-26=-627/33, 26-27=-627/33, 27-28=-627/33, 28-29=-627/33, 29-30=-627/33, 16-30=-627/33, 15-16=-627/33, 15-31=-53/494, 14-31=-53/494, 14-32=0/1358, 13-32=0/1358, 13-33=0/1358, 12-33=0/1358 WEBS 3-20=0/423, 3-19=-1173/0, 4-19=-470/81, 5-19=0/1221, 5-18=-1328/0, 7-18=-1524/0, 9-15=-847/31, 9-14=0/621, 10-14=-939/11, 10-13=0/389, 7-15=0/1209 Structural wood sheathing directly applied or 5-4-10 oc puffins, except 2-0-0 oc purlins (6-0-0 max.): 5-8. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 3-19, 5-18, 7-18, 10-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) 180.Olb AC unit load placed on the bottom chord, 26-0-0 from left end, supported at two points, 5-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. 10) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Q,�?,pFESS/ , I SQON �ti��c L C 074486 rn %7 2 31 13 / * i OF July 10,2013 ® iKA NG - Verify design pmrama?rs and PXAD SDI M ON 5TWt8 AM IATCLtiDIM if3'i:IFSK REFER -?ME PAGE ?1271-a4Tj.Eiu'T•`C1rw I&E. Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an individual building component. f Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the q ��ge€'•- erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding !Y, 1 R fabrication, quality control, storage, delivery, erection and bracing, consuti ANSI/TPII Quality Criteria, DSB•89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 if Satmiroem Pine(SPI lumber is specHied.: the design avfu�ea are those effective 06/08/Z013 LVA SC Job Truss Truss Type Oty Ply 3117 A R40054934 3117 A T1J HALF HIP TRUSS 1 2 Job Reference (optional) umu, Inalo,GA-vzzu3 7-10-4 7-9-15 2-4-13 4-0-12 ' 3-6-10 O frO 3-0-10 ' 2-4-13 7-9-15 6-&5 4.00 12 6x8 = 5x6 = 2x4 I I 2x4 11 4x6 = 5x6 = 3x6 Scale = 1:86.1 4x6 — zz 21 23 20 L4 2a zo 19 1a V [a L9 3u it lb 15 'IJ 14 34 4x6 II 2x4 11 22 0.0 5x8 = 3x10 = 4x4 = 44 = 5x8 = 2x4 I I 44 = 4x4 = 3x6 = i 7-10-4 + 158-3 22-1-12 30.0.11 31-7-1 39-512 46-0.0 7-10-4 7-9-15 SS9 7-10.15 1-7-2 7-9-15 6-6-5 LOADING (psf) SPACING 3-0-0 CSI DEFL in (loc) I/defl L/d TCLL 20.0 Plates Increase 1.25 TC 0.53 Vert(LL) -0.12 20-21 >999 480 TCDL 14.0 Lumber Increase 1.25 BC 0.48 Vert(TL) 0.29 14 15 >994 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.46 Horz(TL) 0.04 13 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Wind(LL) 0.03 2-21 >999 240 LUMBER BRACING PLATES GRIP MT20 220/195 Weight: 503 lb FT = 20% TOP CHORD 2x4 OF N0.1&Btf G TOP CHORD 2-0-0 oc purlins (6-0-0 max.) BOT CHORD 2x4 OF No.1&Btr G *Except* (Switched from sheeted: Spacing > 2-0-0). B3: 2x6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 OF Stud G SLIDER Right 2x4 DF Stud -G 3-4-15 REACTIONS (lb/size) 13=1124/Mechanical, 2=1074/0-5-8 (min. 0-1-8), 19=4426/0-3-8 (min. 0-2-6) Max Horz 2=109(LC 5) Max Uplift2=40(LC 5) Max Grav 13=1243(LC 8), 2=1158(LC 7), 19=4426(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1915/26, 3-4=-186/424, 4-5=-122/386, 5-6=0/1963, 6-7=0/1960, 7-8=0/799, 8-9=-585/95, 9.10=-682/112, 10-11=-1093/67, 11-12=-2239/0, 12-13=-2430/0 BOT CHORD ' -2-22=-27/1702, 21-22=-27/1702, 21-23=-33/1691, 20-23=-33/1691, 20-24=-774/52, 24-25=-774/52, 25-26=-774/52, 19-26=-774/52, 18-19=-799/55, 18-27=-799/55, 27-28=-799/55, 28-29=-799/55, 29-30=-799/55, 30-31=-799/55, 17-31=-799/55, 16-17=-799/55, 16-32=01922, 15-32=0/922, 15-33=0/2178, 14-33=0/2178, 14-34=0/2178, 13-34=0/2178 WEBS 3-21=0/517, 3-20=-1746/0, 4-20=-606/118, 5-20=0/1548, 5-19=-2112/0, 6-19=-32385, 7-19=-2256/0, 8-16=0/1968, 10-16=-1211/40, 10-15=0/780, 11-15=-1373/14, 11-14=0/460. 9-16=-340/0 6-0-0 oc bracing: 19-20,16-19. NOTES 1) 2-ply truss to be connected together with 1Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back.(B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) 180.01b AC unit load placed on the bottom chord, 26-0-0 from left end, supported at two points, 5-0-0 apart. #{(�y�pggd�tp drainage to prevent water ponding ,�,oF ESS/p soot, LU UDC 074486 M July 10.2013 ® wAR ffm - Vcrrfr! tie ign pob-amrfrrl =d RBAD NOTES ON TRIS AM MVLZWRP A9 T9.K PEFERi ME PAGE eifff-74M SP.a'hY?IW LhSF.? Design valid for use only with Mifek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown i' a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the t{ ' e � erector. Additional permanent bracing of the overall structure is the responsibility of the buildiV6 ng designer. For general guidance regarding 1 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIt Quality Criteria, DSO-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 ffS� usisem Fine i SPI lumberis. spec ied, theJesisn ualu�as are those ef—bve05jft2J20s.a hVALSC' 9 Job Truss Truss Type Qry Ply 3117 A R40054934 3117 A T1J HALF HIP TRUSS 1 Job Reference o tional BMC, Indio, CA- 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:27:16 2013 Page 2 ID_IUKOyQYzmzBOzGgsMjQH7zNRLd-BMOp259SRWuDF3wf2kapHYBum9YgVg?ikADrweyzjAf NOTES 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. 12) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard ,& WARNi7IG - Verify d signpasrar»e%teysi =d RFAD ]VOT W ON AND #Arf;LUDE t M:T1iK PFFPMVWjE PAtiia MTI-747j,B]EX ?,1Ri3 MZ Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Nil' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quagly Criteda, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. - Citrus Heights, CA, 95610 ?f Sa"tttarn Fine ':vmaw is 3slacifisA,the .design vaivzs area:hale effective 06f0$/201:3 by AtSC Job Truss Truss Type Qty Ply 3117 A R40054935 3117_A T1K HALF HIP TRUSS 1 2 Job Reference (optional) BMC, Indio. CA - 92203 7.420 s May 10 2013 M7ek Industries, Inc. Tue Jul 09 18:27:17 2013 Page 1 I D:_IU KOyQYzmzBOzGgsMj QH7zNRLd-fYyBGRA4C p04tC VrcS52plgybZvaE92sygyPS4yzjAe -1-2- 7-12-4 1410.0 18-5-0 22-0.0 25.1-0 27-"0 321i0 391 2 46.0.0 -2-0 7-10-4 611-12 37-0 37-0 3-1-0 2-0-0 55-0 6-11-12 Scale = 1:84.6 545 = 4.00 F12 2x4 11 6x8 = 3x6 = Sx8 = 4x8 = 28 29 20 30 19 3132 33 18 17 34 - 35 36 37 16 15 38 1439 40 13 41 2x4 11 22-0.0 5x8 = 0 = 4x4 = 4x4 = 5x6 = 3x6 = 2x4 11 5x6 I I 4x4 = 4x4 = i 7.10.4 1410.0 22-0-0 29-10.8 32.6.0 39-512 4fi0.0 7-10.4 E-11-12 7-2-0 7-10.8 2-7-8 6.11-12 6.6-4 Plate Offsets (X,Y): 115:0-3-0.0-3-01. 119:0-2-8.0-3-01 LOADING (psf) SPACING 3-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.97 Vert(LL) -0.12 14-15 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.42 13-14 >678 240 BCLL 0.0 Rep Stress Incr NO WB 0.35 Horz(TL) 0.09 12 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix-M) Wind(LL) 0.07 14-15 >999 240 Weight: 465 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G `Except` TOP CHORD 2-0-0 oc purlins (6-0-0 max.) T2: 2x4 DF 240OF 2.0E (Switched from sheeted: Spacing > 2-0-0). BOT CHORD 2x4 DF No. 1&Btr G `Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B3: 2x6 DF No.2 G WEBS 2x4 DF Stud G SLIDER Right 2x4 DF Stud -G 2-6-0 REACTIONS (lb/size) 12=1541/Mechanical, 2=153310-5-8 (min. 0-1-8), 18=3520/0-3-8 (min. 0-1-14) Max Harz 2=105(LC 5) Max Grav 12=1601(LC 8), 2=1541(LC 7), 18=3520(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2913/0, 3-4=-1472/16, 4-5=-1292/32, 5-6=0/382, 6-7=0/356, 7-8=-1127/59, 8-9=-1673/0, 9-10=-2324/0, 10-11=-3174/0, 11-12=-1081/0 OT CHORD 2-28=0/2693, 2-29=0/2665, 20-29=0/2665, 20.30=0/2665, 19-30=0/2665, 19-31=0/656, 31-32=0/656, 32-33=0/656, 18-33=0/656, 17-18=0/1127, 17-34=0/1127. 34-35=0/1127, 35-36=0/1127, 36-37=0/1127, 37-38=0/1127, 16-38=0/1127, 15-16=0/1127, 15-39=0/2109, 14-39=0/2109, 14-40=0/2939, 13-40=0/2939, 13-41=0/2939, 12-41=0/2939 WEBS 3-20=0/470, 3-19=-1475/7, 5-19=0/1076, 5-18=-1652/0, 6-18=0/420, 7-18=-2429/0, 8-15=0/1179, 9.15=-1017/8, 9-14=0/684, 10-14=-896/59, 10-13=0/384 NOTES 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) 180.01b AC unit load placed on the bottom chord, 26-0-0 from left end, supported at two points, 5-0-0 apart. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Refer to girder(s) for truss to truss connections. 11) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 12) Graphical punin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord ��,gOFESS/p�9 2 LU C 074486 rn * EXP7 1231-13 S'T CiV 9rFCFC.pi� July 102013 Co"iq R@gG4"fyttascgrs ararri4k"'endRI-AD mrsmomTuilsAND TTdC�f1£?L3.lS$iiTf�P"P.a2-.wEf'mEXilf-✓47BBEax`m,L 3. Design valid for use only with MTrek connectors. This design is based only upon parameters shown, and is for an individual building component. ` Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Bel is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardM;e' ing fabrication, qualify control, storage, derrvery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 1f Scuxt'eon Dine tSPI 1umter kmacwmedz &'o deeign k.utz are ;htwa ere:t' a 05lfl? 12013 by AksC q Job Truss Truss Type Qty Ply 3117 A R40054935 3117 A T1K HALF HIP TRUSS 1 Job Reference o tonal BMC, Indio, CA - 92203 LOAD CASE(S) Standard 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:27:18 2013 Page 2 I D:_IUKOyQYzmzBOzGgsMj QH7zN RLd-7kWZTnBiz78xUM4199cH MzD7 LzFpzcl?BUiy?VVy4Ad ® WA3'tA'3NG - Verify &-mix}st nttrame c and i EAD AaMW ON TRIS AND INCLUDx3P).ART 1K P"x#2d3ME, PAGE T?II-7.37U . BEFOR9 VS& Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. �` Applicabifity of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi1ge+- fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Ifsourli am 71ne(SA}'umbe-r;Taeci I,fied,&a becign vai:res arethahe eta=tire 06/01/2,01.3 byA SC� 9 Job Truss Truss Type Qty Ply 3117 A R40054936 3117 A T1L Hall Hip Truss 1 1 Job Reference (optional) emu, inwo, ctk - azzua r.ccu s may iu'urs mr i ex mausmes, inc. i ue dw ue 1""a euro rage r I D:_IU KOyQYzmzBOzGgsMjQH7zNRLd-7kWZTnBiz78xUM4199cH MzDFgz8CzT6?B U iy?WyzjAd -1-2 7-10.4 140.0 17-11-14 22-1-9 27-9-12 33.40 39-512 46.0-0 -2-0 7-1T4 61-12 311-14 41-11 58-3fr1-12 6.6.4 Scale = 1:84.5 5x6 = 4.00 12 3x6 Sx6 = 3x6 = 5x6 = = 5 6 7 8 4x6 = 18 17 19 16 20 21 22 15 23 14 24 13 25 . 12 26 4x8 II 2x4 II 7x10 = 3x6 = Sx6 = 3x10 = 2x4 II 7-14 140-0 22-0-0 22 -9 27-9-12 33-0-0 39-51 460.0 7-1Q. 61-12 SS-3 61-12 6-fr4 Plate Offsets (X.Y):f6:0-3-0.0-3-01.f11:0-5-8,Edael.f14:0-3-0.0-3-01.f16:0-4-8.0-3-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.24 15-16 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.87 Vert(TL) -0.47 2-17 >559 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.94 Horz(TL) 0.04 11 n/a n/a BCDL 10.0 Code IBC2009rrP12007 (Matrix) Wind(LL) 0.04 2-17 >999 240 Weight: 218 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD BOT CHORD 2x4 DF No. 1&Btr G WEBS 2x4 DF Stud G BOT CHORD SLIDER Right 2x4 DF Stud -G 3-4-15 REACTIONS (lb/size) 11=780/Mechanical, 2=778/0-5-8 (min. 0-1-8), 15=2609/0-3-8 (min. 0-2-13) Max Harz 2=60(LC 5) Max Uplift2=-20(LC 3) Max Grav 11=828(LC 8), 2=811(LC 7), 15=2609(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1373/1, 3-4=-445/58, 4-5=-355/65, 5-6=0/1347, 7-8=-817/73, 8-9=-913/65, 9-10=-1454/0, 10-11 =-1 583/0 OT CHORD 2-18=0/1 224,17-18=0/1224, 17-19=0/1 224,16-19=0/1224, 16-20=-421R, 20-21=421R, 21-22=421/7, 15-22=-421/7, 15-23=-1302/0, 14-23=-1302/0, 13-25=0/1411, 12-25=0/1411, 12-26=0/1411, 11-26=0/1411 WEBS 3-17=0/400, 3-16=-951/2, 5-16=0/1028, 5-15=-1380/0, 6-15=-1401/3, 6-14=0/1635, 7-14=-955/18, 7-13=0/930, 9-13=-676/16, 9-12=01364 Structural wood sheathing directly applied or 4-11-7 oc puffins, except 2-0-0 oc puffins (6-0-0 max.): 4-8. Rigid ceiling directly applied or 5-8-3 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0p8f. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. LOAD CASE(S) Standard QROF ESStp� SOON CO 2 w C 07448 OF July 10,2013 ® XAMNG - Yos-ify dmai rn param&ers and READ R1OTM ON TFIS AM IAFC1,V i J). TB P"F_R_nJifi PAW Wi-747-3 i.3FMRB (TSP Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respom billity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For . general guidance regardingMiTek' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 srs., if Sot:am Pine fs-p"s Ivmb�s 1s vgsecined6ne.d.e0p-tuns arethose siffe.isxe OS/S�Mf201.3 by.A SC 9 Job Truss Truss Type Ply 3117 A R40054937 3117 A T1M Half Hip Truss �Qty 1 1 Job Reference(oationall oms:, moio, uN-accua �s � ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-47dKuTCyVkOfkgEQHaelROlagmquRQhleoB33PyzjAb 12-0 o 17-0.0 22-1-13 25611 32-0.14 354-0 39-514 46-0.0 -2-0 7.10-4 41-12 SO-0 51-13 3-414 6.6-3 332 41-14 6$2 Scale = 1:84.5 4.00 12 5x6 3x10 = 2x4 II 5x6 = 3,65 = 5x6 = 4x6 = 20 19 21 18 22 17 23 16 24 15 25 14 26 13 27 4x8 II 2x4 II 22-AlO = 5x6 = 3>510 = 5x6 —_ 3x10 = 2x4 II r 0 7711044 20.21-1 4 3F5 41 12 S0.0 3 6 41.14I 6-52 Plate Offsets (X Y): 17:0-3-0.0-3-41, f12:0-5-8,Edae1 115:0-3-0.0-3-41, f17:0-3-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.53 Vert(LL) -0.21 2-19 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -0.46 2-19 >577 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.74 Horz(TL) 0.05 12 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix) Wind(LL) 0.04 2-19 >999 240 Weight: 218 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF Stud G BOT CHORD SLIDER Right 2x4 DF Stud -G 3-4-14 WEBS REACTIONS (lb/size) 12=794/Mechanical, 2=788/0-5-8 (min. 0-1-8), 16=2544/0-3-8 (min. 0-2-11) Max Horz 2=53(LC 5) Max Uplift2=-17(LC 3) Max Grav 12=828(LC 8), 2=810(LC 7), 16=2544(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. —OP CHORD 2-3=-1364/0, 3-4=-683/39, 4-5=-598/43, 5-6=0/1511, 6-7=0/1511, 7-8=-303/65, 8-9=-998/39, 9-10=-1097/35, 10-11=-1464/0, 11-12=-1562/0 OT CHORD 2-20=0/1213, 19-20=0/1213, 19-21=0/1213, 18-21=0/1213, 16-24=-513/0, 15-24=-513/0, 15-25=0/804, 14-25=0/804, 14-26=0/1388, 13-26=0/1388, 13-27=0/1388, 12-27=0/1388 WEBS 3-19=0/396, 3-18=-745/0, 5-18=0/880, 5-17=0/348, 5-16=-1682/0, 6-16=-258/31, 7-16=-1517/0,7-15=0/1023, 8-15=-845/13,8-14=0/384,10-14=-490/24,10-13=0/338 Structural wood sheathing directly applied or 4-9-10 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-9. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 5-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) Graphical purlin representation does not depict the size or the orientation of the purin along the top and/or bottom chord. LOAD CASE(S) Standard ® tdfARKE WO - Verifg td mirgy; t =am, �3te =d RELAD AK)TSZ ON THES AND MUL,UUED fa THK P.ErERr-l&'B PAGE a)dl'r-7473 BLE`ORE LEE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Informaiton available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. 4fSaut4r?-➢Sne:(S1sl lumber is speswlied t4s--dealgn val, ET am :hose egective 06f02/203:3 iWM.SC ��pFESSI{} Sooty olF�� O G� �� y LU C 074486 rn L *� E=1-13 �* �F July 10,2013 Mi 1ek.. 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 3117 A R40054938 3117_A TIN Hatt Hip Truss 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jut 09 18:27:21 2013 Page 1 I D:_IU KOyQYzmzBOzGgsMj QH7zNRLd-YJ Bi6pDbG2VWVLgperl9_bdgAA WArKStSwcbryzjAa -1-2- 7-10.5 10.40 13-0.1 19-0-4 22-2-2 26.415 33.7-U 37.4.0 9-514 tO-O -2-0 7-145 2-1-11 "1 6-0.3 31-14 31413 7-f>t 39-0 2-1.13 6.63 Scale = 1:84.5 4.00 12 5x6 = 5x6 = 5x6 = 4x6 = 21 20 22 19 23 18 24 17 25 16 26 15 27 14 28 4x8 II 2x4 113xll)), 5x6 = 3x1D = 5x8 = 3x10 =2x4 II 7.10.5 1 0.0 16-0.3 22-,0 -2 9-15 3 -4-0 9-514 46-0-0 7.10.5 2-1-11 6-0.3 511-13 4 -2 7-7-13 7$1 2-1-13 6-Cr3 Plate Offsets (X,Y): r7:0-3-0.0-3-01. I13:0-5-8.Edgel. 116:0-4-0,0-3-01, f18:0-3-0,G-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) -0.21 16-17 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.83 Vert(TL) -0.43 2-20 >618 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.84 Horz(TL) 0.05 13 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.04 2-20 >999 240 Weight: 211 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD BOT CHORD 2x4 DF No. 1&Btr G WEBS 2x4 DF Stud G BOT CHORD SLIDER Right 2x4 DF Stud -G 3-4-14 REACTIONS (lb/size) 13=804/Mechanical, 2=802/0-5-8 (min. 0-1-8), 17=2520/0-3-8 (min. 0-2-11) Max Horz 2=47(LC 5) Max Uplift 2=-1 5(LC 3) Max Grav 13=827(LC 8), 2=815(LC 7), 17=2520(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. —OP CHORD 2-3=-1391/0, 3-4=-953/13, 4-5=-832/9, 5-6=-251/106, 6-7=0/1756, 7-8=0/1756, 8-9=-543/29, 9-10=-1192/7, 10-11=-1290/9, 11-12=-1455/0, 12-13=-1555/0 OT CHORD 2-21=0/1240, 20-21=0/1240, 20-22=0/1240, 19-22=0/1240, 19-23=0/627, 18-23=0/627, 18-24=-689/0, 17-24=-689/0, 17-25=-384/0, 16-25=-384/0, 16-26=0/1140, 15-26=0/1140, 15-27=0/1 380,14-27=0/1380, 14-28=0/1380, 13-28=0/1380 WEBS 3-19=-660/9, 4-19=-9/348, 5-19=0/375, 5-18=-848/17, 6-18=0/1013, 6-17=-1527/0, 8-17=-1788/0, 8-16=0/1064, 9-16=-824/34, 9-15=-6/261, 10-15=-2/299, 11-15=-371/48, 11-14=-78/301, 3-20=0/411 Structural wood sheathing directly applied or 4-10-14 oc purlins, except 2-0-0 oc purlins (5-8-12 maxJ: 4-10. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 17-18,16-17. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x6 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. 10) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard 0gOFESS/p, so CD LU Gee 074486 rn k E*j 12- 1-13 �* July 10,2013 ® WARNING - Verify tfr sign naram&erx =d P.&W dyC7 W ON THIS llii'M DM[ fiDM !Kt SK P"ERSWE PAGR AITI-747i) EFFYbIa' , i Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Wit Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the /{ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mw 1'g ek• fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/111`11 Quality Criteria, DSB•89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 if SoLq-,e€n. Fine (5P1?umIntr. is sp••ec.-fiied f,-twee-s && r values am those evertwe MIOZIM13 isvA1SC g Job Truss Truss Type Oty Ply 3117A R40054939 1 3117 A T1 O Half Hip Truss 1 !Job Reference (optional) aMc, Inalo, cA- vzzU3 IzGq a mey i cv,o m„ on mw r,c. ID: IUKOyQYzmzBOzGgsMjOH7zNRLd-UiJSWUFmfnjDb7z7yiCS30w5Z vees?kLlPjgkyzjAY _1111 -2-0 &0.0 2-315 47-15 47-15 2-5-12 5lrtb 47-13 47.73 23-15 Scale NAILED NAILED NAILEDrni 6-8-0 4.D0 12 5x6 f 6.11-14 56 = NAILED NAILED 416 — 26 21 27 20 28 19 29 18 30 17 31 1632 33 34 1535 36 37 14 38 5x6 II I 22-0-0 _ 5x6 = 46 = 5x6 = NAILED NAILED 4xfi = JL24 NAILED Special NAILED 8-0.0 4'2 11l -7-1Ui 5 4-7-15 4-0.3 0. -9 32-15 47-13 47-13 47-13 6&0 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.56 TCDL 14.0 Lumber Increase 1.25 BC 0.60 BCLL 0.0 Rep Stress Incr NO WB 0.45 BCDL 10.0 Code IBC2009frP12007 (Matrix) DEFL in (loc) I/deft Lid Vert(LL) -0.1814-15 >999 480 Vert(TL) -0.2314-15 >999 240 Horz(TL) 0.03 13 n/a n/a Wind(LL) 0.02 2-21 >999 240 LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD BOT CHORD 2x4 DF No. 1&Btr G WEBS 2x4 OF Stud'G *Except* BOT CHORD W6: 2x6 DF No.2 G SLIDER Right 2x4 DF Stud -G 3-3-13 REACTIONS (lb/size) 13=851/Mechanical, 2=799/0-5.8 (min. 0-1-8), 18=2556/0-3-8 (min. 0-1-8) Max Horz 2=41(LC 5) Max Uplift 1 3=-23(LC 4), 2=-5(LC 3) Max Grav 13=1595(LC 27), 2=801(LC 7), 18=2871(LC 22) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1361/3, 3-4=-1216/0, 4-5=-693/651, 5-6=-32/1624, 6-7=0/3000, 7-8=0/915, 8-22=2443/109, 22-23=-2443/109, 9-23=-2443/109, 9-24=-3890/118, 24-25=-3890/118, 10-25=-3890/118, 10-11=-3300/112, 11-12=-3544/109, 12-13=-3582f/4 DT CHORD 2-26=0/1215, 21-26=0/1215, 21-27=-300/1001, 20-27=-300/1001, 20-28=-1070/326, 19-28=-1070/326, 19-29=-2254/29, 18-29=-2254/29, 18-30=-2891 /6, 17-30=-2891 /6, 17-31=-49/932, 16-31=49/932, 16-32=-72/3160, 32-33=-72/3160, 33-34=-72/3160, 34-35=-7213160, 15-35=-72/3160, 15-36=-66/3698, 36-37=-66/3698, 14-37=-66/3698, 14-38=-45/3299,13-38=-45/3299 WEBS 7-18=-1990/36, 6-18=-1472/0, 6-19=0/1193, 5-19=-1037/17, 5-20=0/810, 4-20=-631/17, 4-21=-31/627, 8-17=-2453/62, 8-16=012262, 9-16=-1272/44, 9-15=0/1114, 10- 1 5=-208/299, 7-17=0/2897, 11-14=0/1427, 10-14=-777/47 PLATES GRIP MT20 220/195 Weight: 410 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 3-11. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 -.1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) Provide adequate drainage to prevent water ponding. 6) All plates are 3x6 MT20 unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. d&A#WN t&jgrj%(2) for truss to truss connections cv 1 O 2 G)CD 2 LU C 074486 rn -XP7 12731-13 / , July 10.2013 ® WAWTWQ - Verify Ymiagn garamcter_s and P_6AD MnrZ ON TIIFS AND IA°CLJiiF,i' 1 /!?IFS P"ERSE E PACE 1161- 74 7J . BFPGRU ihSE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. ! Applicabilty of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members ony. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTe,. fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Cibus Heights, CA, 95610 ifSautlem pine) turr+'.lsw is peefied. tfse 4esim vxtue-are thaw of m-.e 06%dl_j2.<383 hvALSC Job Truss Truss Type Qty ply 3117 A R40054939 3117_A T10 Half Hip Truss 1 2 Job Reference (optional) BMC, Indio. CA-92203 7.420 s May 10 2013 MRek Intlustnes, Inc. Toe Jul 09 18:27:24 2013 Page 2 I D:_IU KOyQYzmzBOzGgsMj QH7zNRLd-yutgkgFTYzu4C HXB WQjhbETGJ NFtNJ FuZP9H CAyzjAX NOTES 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13, 2. 12) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Use USP JL24 (V dh 10d nails into Girder & NA9D nails into Truss) or equivalent at 30-8-12 from the left end to connect truss(es) Gt (1 ply 2x6 DF) to front face of bottom chord. 15) Fill all nail holes where hanger is in contact with lumber. 16) "NAILED" indicates 3-1Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 111 lb down and 51 lb up at 39-4-0 on top chord, and 608 Ib down and 19 lb up at 39-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-68, 3-11=-68, 11-13=-68, 2-13=-20 Concentrated Loads (lb) Vert: 1 0=-8(F) 11=-71(F) 14=1 9(F) 22=2(F) 23=-2(F) 24=-8(F) 25=-8(F) 32=-57(F) 33=13(F) 35=13(F) 36=13(F) 37=13(F) ® KAi IM-Verifg tlesdew =amaf rs a"dRMA D IlinW p►s1THIS AM Ilb I,rlDFt7IT EKP 'i'� EME PAW M-7473,SM)RE El Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for on individual building component. �f Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown b for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the g� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Me {T eR fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIt Quality CrIteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria. VA 22314. �fCitrus Heights, CA, 95610 if south,em. Pine tSPI lumber is 3p,eaified, t=r>x-ea:�+.wfue .ere tisane �e irve QSM? j2013 bv:Atsc Job Truss Truss Type Qty Ply 3117 A R40054940 3117_A T2A Special Truss 1 1 Job Reference o tional BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:27:24 2013 Page 1 I D:_I UKOyQYzmzBOzGgsMjQH7zNRLd-yutgkgFlYzu4CHXB WQjhbETJcN BtN HouZP9H CAyzjAX -1-2-0 5413 10-1-12 1540 1-" 2533 30-8-0 1.2 C 5413 48-15 5-2-4 121 4-8-15 5413 Scale = 1:53.9 �1 0 4x6 = 3x6 = 11 10 9 3x4 = 3x4 = 5x8 = 3x4 = 2x4 11 ' 7.0-0 7-7-0 6-11-8 2-11-11 5413 Plate Offsets (X.Y): 12:0-0-13,Edgel, f8:0-1-5,Edgel. I11:0-4-0.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) -0.23 11-12 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -0.40 2-12 >660 240 BCLL 0.0 Rep Stress Incr NO WB 0.54 Horz(fL) 0.04 10 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.03 12 >999 240 Weight: 133 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. I&Btr G TOP CHORD BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD WEBS 2x4 DF Stud G REACTIONS (lb/size) 8=80/Mechanical, 2=941/0-5-8 (min. 0-1-8), 10=1751/0-3-8 (min. 0-1-14) Max Horz 2=64(LC 5) Max Uplift8=-39(LC 7), 2=-l(LC 3) Max Grav8=293(LC 19), 2=941(LC 1), 10=1751(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1921/0, 3-4=-1590/0, 4-5=-642/12, 5-6=-643/17, 6-7=0/968, 7-8=-19/454 BOT CHORD 2-13=0/1763, 12-13=0/1763, 12-14=0/1193, 11-14=0/1193, 11-15=-279/8, 10.15=-279/8, 10-16=-400/22, 9-16=-400/22, 9-17=-402/20, 8-17=-402/20 IEBS 6-11=0/1000, 6-10=-1483/0, 7-10=-661/16, 4-11=-776/22, 4-12=0/602, 3-12=-372/58, 7-9=0/336 Structural wood sheathing directly applied or 4-7-1 oc purlins Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 2. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard QgoFESSi0 sooLU ty o�� v�074486 i C Ir-.0 (7 4486r *� EV.1,2ti31-13 / N -- arr1� , V+" •� July 10,2013 ® FA I$G - Verify ers€grr paramet rn . d F?&W NUMMS ON IINIS AM INCLUDED, #PITi' K PEFRR?3 '& ga'dW IUI-747i3 t3E3F ,,RF LRSL? -- Design valid for use only with Mfrek connectors. This design is based only upon parameters shown, and is for an indvidual building component. Applicability of design parameters and proper incorporation of component a responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardng MiTek- fabrication, quality control, storage. delivery, erection and bracing, consult ANSVTPII Quality Crtteria, DSB-89 and BCSI BuOding Component 7777 Greenback Lane, Suite 109 Safety Inforrnalion available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 IASout'trem. Dins ISPI;umba.�it speci£aed., t3*a 4•.es/gn valuasamthaaes e�tivs 0"_f2fJ1.3 byA15£ 9 Job Truss Truss Type Qty Ply 3117 A R40054941 3117_A TZB SPECIAL TRUSS 1 1 Job Reference o tional BMC, Indio, CA - 92203 7A20 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:27:25 2013 Page 1 ID_IUKOyQYzmzBOzGgsMjQH7zNRLd-Q4RDxAG5JHOxgR6047Ew8R?SKnW66k7lo3ugkcyzjAW -1-2-11 54.13 10.1-12 154S -0 2D4 + 25-3-3 30.8-D 1-2-0 54-13 4-&15 5-24 5-24 4-8-15 5.4-13 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 4x6 = 18 3x10 = 3x4 = 10 6x10 MT20H = 3x4 = Scale = 1:54.0 23 3x10 7-9-0 15-4-0 22-11-0 30.8.0 7-0-0 7-7-0 7-7-0 7-9-0 Plate Offsets MY): 110:0-5-0,0-3-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.27 9-10 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.92 Vert(TL) -0.70 9-10 >525 240 MT20H 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.53 Horz(TL) 0.22 8 n/a n/a BCDL 10.0 Code IBC2009rrP12007 (Matrix-M) Wnd(LL) 0.21 9-10 >999 240 Weight: 131 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-7-14 oc puriins. BOT CHORD 2x4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 4-10-2 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation oe REACTIONS (lb/size) 8=1348/Mechanical, 2=1433/0-5-8 (min. 0-2-4) Max Harz 2=193(LC 14) Max Uplift8=-617(LC 12), 2=-646(LC 9) Max Grav 8=2038(LC 7), 2=2123(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=5300/1854, 3-4=-4332/1166, 4-5=-2885/620, 5-6=-2865/600, 6-7=-4281/1108, 7-8=-5237/1782 90T CHORD 2-18=-316/2644, 2-19=0/4523, 11-19=-1928/5125, 11-20=-1884/4624, 10-20=-1884/4624, 10-21=-1829/4605,9-21=-1829/4605,9-22=-1779/5020,8-22=-1779/5020, 8-23=-700/3068 JVEBS 5-10=0/970, 6-10=-772/59, 6-9=0/547, 7-9=-379/113, 4-10=-743/33, 4-11=0/542, 3-11=-346/86 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load, nonconcurrent with any other live loads. ��less/ 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom R nlr 9lF chord and any other members. �A, 'v 6) A plate rating reduction of 20 % has been applied for the green lumber members. O� O 2 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=617, V 2=646. LOUC 07rn 4486 9) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. EXF, 12-31-13 10) This truss has been designed for a total drag load of 4100 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist dreg * loads along bottom chord from 0-0-0 to 8-0-0 for 512.5 plf. s�9TFOFCP LOAD CASE(S) Standard July 10,2013 ® wLW1KG - Verify &'- is}sx na,."st"s and'R 4D N(r7W ON 7WI S AM DXf-TMM P& T`t K PFFERMCZ PACE Ml-74M Br"RS IAW. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Wit is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the �l i�il= erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding i tl fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Salety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 °f Sourltatn pine, tsp) lumber is spas$edz t%a-8esi nvafs.ea=samthafs aF`a=tnse 06f,S?/201.3 by A,.LSC Job Truss Truss Type Qty Ply 3117 A R40054942 1 3117_A T2C Special Truss 2 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:27:26 2013 Page 1 ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-uH b9WHj4a8oSbhadri9hfYeOBrOrBRBtjeNH3yzjAV -1-2-0 5413 10.1-12 15.4-0 20-64 2533 30-8-0 1-2-0 5-0-13 4.8.15 52-4 S2 4 4&15 5-4-13 Scale = 1:53.7 4x6 = 3x4 = 4x6 = 10 5x8 = 3x4 = 4x6 = 7-9.0 15-4-0 22.11-0 30-8-0 7.9-0 7-7-0 7-7-0 7-9-0 Plate Offsets (X Y): f10:0-4-0 0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) -0.26 9-10 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.98 Vert(TL) -0.69 10-11 >529 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.53 Horz(TL) 0.17 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.09 10-11 >999 240 Weight: 131 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 3-3-13 oc puriins. BOT CHORD 2x4 DF No.18Btf G BOT CHORD Rigid ceiling directly applied or 1 D-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [installation nid . REACTIONS (lb/size) 8=1327/0-5-8 (min. 0-1-8), 2=1430/0-5-8 (min. 0-1-8) Max Horz 2=64(LC 5) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3368/0, 3-4=-3061/0, 4-5=-2161/0, 5-6=-2160/0, 6-7=-3081/0, 7-8=-3385/0 BOT CHORD 2-12=0/3125, 11-12=0/3125, 11-13=0/2610, 10-13=0/2610, 10-14=0/2618, 9-14=0/2618, 9-15=013155, 8-15=013155 WEBS 5-10=0/963, 6-10=-763/29, 6-9=0/586, 7-9=-354/68, 4-10=-754/25, 4-11=0/579, 3-11=-339/62 OTES / Unbalanced roof live loads have been considered for -this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. - - 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. OQROFESS/p � LOAD CASE(S) Standard 4�Oo SOON 0.F� r C 074486 rn * E 12-31-13 iv qT OF July 10,2013 ® f4ASii1 NG - Verify cfeaign param&ers 4md PRAD RfCi= ON 7WX AM fA'i UDFJ).#7inK PE FR S PAGR IM71-74iJ FEFOR 3 (MFP Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. ` Applicability of design parameters and proper incorporation of component isresponsibility of building designer- not two designer. Bracing shown Dal is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the resporuibillity of the ■■� erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding MiTek' fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Qualify Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 So" Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 4 SO L"4m. P5—lsPI:umbe�-f spse ifie4: the dev%i values ase j,-. eta ospv3/2013'_YALsc re Job Truss Truss Type Qty Ply 3117 A R40054943 3117 A T21) Hip Truss 1 1 Job Reference (optional) BMC, Indio, CA- 92203 - 7.420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:27:27 2013 Page 1 ID:_IUKOyQYzmzBOzGgsMjQ H7zN RLd-MTYzMsILruGf3lGm BYGODsSkFbBpa7UKFN NxpVyzjAU •1-2-0 7-4-7 14-0-0 16-8-0 23.3.9 _ _ _ _ _ �_ 30-8-0 �1-2-0 7-4-7 6-7-9 2-8-0 6-7-9 7-4-7 Scale = 1:55.6 6x8 = 416 = 416 = 11 11 10 9 8 ,., 4x6 2x4 II 6x8 = 3x10 = 2x4 I I LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TP12007 CSI TC 0.64 BC 0.96 WB 0.80 (Matrix) DEFL in (loc) I/deft Ud Vert(LL) -0.19 2-11 >999 480 Vert(TL) -0.58 10-11 >630 240 Horz(TL) 0.18 7 n/a n/a Wind(LL) 0.09 10 >999 240 PLATES GRIP MT20 220/195 Weight: 132 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 3-0-3 oc purlins, except BOT CHORD 2x4 OF No.1&Btr G 2-0-0 oc purlins (4-3-12 max.): 4-5. WEBS 2x4 OF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer slat afo u'de, REACTIONS (lb/size) 7=1327/0-5-8 (min. 0-1-8), 2=1430/0-5-8 (min. 0-1-8) Max Horz 2=60(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3299/0, 3-4=-2386/0, 4-5=-2186/0, 5-6=-2388/0, 6-7=-3320/0 BOT CHORD 2-12=0/3047, 11-12=0/3047, 11-13=0/3047, 10-13=0/3047, 10-14=0/2184, 9-14=0/2184, 9-15=0/3069, 8-15=013069, 8-16=0/3069, 7-16=0/3069 WEBS 3-11=0/401, 3-10=-923/1, 4-10=0/530, 5-9=0/430, 6.9=-945/12, 6-8=0/404 IOTES ) Unbalanced roof live loads have been considered for this design. z) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. - 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. QFI=SJ�Ir 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Q�` �1�1 LOAD CASE(S) Standard O SOQ/1/ 0,�� i Lu v C 074486 rn * 12-31-13 SN9TFOFt' \� July 10,2013 ® KA NG - Verify dcairpl racy urr terra and RFAD Izli -1 W ON THIS AM3ATOf UDID MTHK PZFFZR S PAS i7M Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. �` Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respomibillity, of the R pTe4'= erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardiY[ing i iC fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 ttsauai,emnedrsgnaraIvr are Those c1t_-tme 0610>12013 by..l-sC Job Truss Truss Type City Ply 3117 A R40054944 3117_A T2E Hip Truss 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:27:28 2013 Page 1 ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-rf6LaCl cCOWhvrylGndm4duU?X8JBaTU17ULxyzjAT 211 7-48 12-40&3-8 30-8-01-14Q 1-2-0 7-4-8 47$ 6-8-0 47-8 7-4-8 Scale = 1:56.4 6x8 = 4x6 = 4x6 = ,., 12 .� 11 ._ 10 ._ 9 .. 4x6 = 2x4 11 5x8 = 3x10 = 2x4 II 7-0-8 12-0-0 16-8-0 233-8 30-8.0 1 1 7-48 4-7-8 68.0 47$ i 7-48 Plate Offsets MY): 111:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.74 Vert(LL) -0.19 10-11 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.65 10-11 >556 240 BCLL 0.0 Rep Stress Incr NO WB 0.30 HOrt(TL) 0.17 7 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.09 10-11 >999 240 Weight: 130 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF N0.18Btr G TOP CHORD Structural wood sheathing directly applied or 2-9-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G 2-0-0 oc purlins (3-9-0 max.): 4-5. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1427/0-5-8 (min. 0-1-8), 7=1427/0-5-8 (min. 0-1-8) Max Horz 2=49(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3257/0, 3-4=-2638/0, 4-5=-2451/0, 5-6=-2639/0, 6-7=-3256/0 BOT CHORD 2-13=0/3003, 12-13=0/3003, 12-14=0/3003, 11-14=0/3003, 11-15=0/2450, 10-15=0/2450, 10-16=013003,9-16=0/3003,9-17=013003,7-17=0/3003 -IEBS 3-12=0/373, 3-11=-634/16, 4-11=0/517, 5-10=0/459, 6-10=-633/17, 6-9=0/373 OTES r/ Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, live loads. gOFESS/0� nonconcurrent with any other 8) Graphical representation does not depict the size or the orientation of the along the top and/or bottom chord. Q 4 purin purlin �� O Sook V 000 LOAD CASE(S) Standard �Q LU U e 074486 rn E 12731-13 * Ofi t July 10,2013 ® b€�PE Nv^ - VerlfP design ptzratnc%ers =dREAD K01MI; ON TFUS.6M11Nr[,UD10.SflTWK PEF1:`v2 J3 PAGE I-7473 BUPORE COSP Design valid for use only with MiTek connectors. This designis based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the n ��T�{!l„> erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding AY1 1 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 df54tn,4-am.lmetSP)lumbes is ;ySgFifle4, t:'a=_...dcai .vah✓es arethos:s eft=_five OGAD1112013 hVALSC g Job Truss Truss Type Qty Ply 3117A R40054945 3117 A T2F Hip Truss 1 1 ob Reference (optional) tmic, mmo, vn-wzz- mey ,v I.W. i ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-JsgjnYJcNV WNJ2Q9JzJsIHA3aOto2Y3djhsl tOyzjAS -1-2-0 74-7 10.0.0 I 15-0-0 I 20-8.0 2� 30-8-0 31-14Q 1-2-0 74-7 2-7-9 5.4-0 54-0 2-7-9 7-47 Scale = 1:56.4 �1 6 04 = 4.00 3x10 = 4x4 = 4x6 = 15 14 16 13 17 12 18 11 19 10 20 06 = 2x4 II 3x10 = 5x6 = 3x10 = 2x4 11 74-7 24 0 2-3.9 30-8-0 -- I 7-4-7 I279 I 237 7-4-7 I Plate Offsets MY): 112:0-3-0 0-3-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.72 Vert(LL) -0.18 12 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.93 Vert(TL) -0.63 12-13 >578 240 BCLL 0.0 Rep Stress Incr NO WB 0.47 Horz(fL) 0.18 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.11 12 >999 240 Weight: 133 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.t&Btr G TOP CHORD Structural wood sheathing directly applied or 2-10-4 oc pudins, except BOT CHORD 2x4 DF No.1&Btr G 2-0-0 oc purlins (3-11-2 max.): 4-6. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS (lb/size) 2=1427/0-5-8 (min. D-1-8), 8=1427/0-5-8 (min. 0-1-8) Max Horz 2=43(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3265/0, 3-4=-2858/0, 4-5=-2663/0, 5-6=-2663/0, 6-7=-2858/0, 7-8=-3265/0 BOT CHORD 2-15=0/3011, 14-15=0/3011, 14-16=0/3011, 13-16=0/3011, 13-17=0/3148, 12-17=0/3148, 12-18=0/3148, 11-18=0/3148, 11-19=0/3011, 10-19=0/3011, 10-20=0/3011, 8-20=0/3011 "fEBS 3-13=-525/17, 4-13=0/663, 5-13=-671/0, 5-12=0/364, 5-11=-671/0, 6-11=0/663, 7-11=-525/18,3-14=0/369,7-10=0/369 —OTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20 % has been applied for the green lumber members. ROFESS/d 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Soo 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.4�©� 'y O �4 LOAD CASE(S) Standard Of C 074486 * P 12731-13 1 9rFOFC ` July 10,2013 ®WARMN^x- Verify dzsiprmrumc ersand Rrc'D1iliYiWONTHIS AMINUL11DED,MiUKPZFERir SPAGEX71-74n,BFX'OIX(ER Design valid for use only with MiTek connectors. This design B based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' . fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Bunding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Crams Heights, CA, 95610 'fsoutrxe- Dine ilsts) iumbe r is. sgesrire3,-t-m design vxtues are tho4e ef€a-:five OSjfl3/."13 by RISC Job Truss Truss Type Qty Ply 3117 A R40054946 3117 A T2G HIP TRUSS 1 3 Job Reference O tional amc, mar., cr. - az[w r. s may iu au is mn ea mausmes, au. i ue dui ua i— ar —a rage i ID_IUKOyQYzmzBOzGgsMjQH7zNRLd-FEoUCELsv7n5YMaXQOLKNiFWSCeEWrxwA?LSyGyzjAQ 11-8-14 15-4-0 18+28-0.0 30.8-0 31-10-q 1-2-0 4-8-0 34D 38-14 3-7-2 37-2 38-14 3-4-0 4-8.0 Scale = 1:56.4 NAILED _ NAILED NAILED 5x6 3x10 = 2x4 II 3x10 = 4.00 F1_2 NAILED NAILED NAILED 5x6 = 3x10 = 23 18 24 17 25 16 26 2728 15 2930 31 14 32 13 33 12 34 3x10 = 2x4 II 6x8 = JL24 2x4 II JL24 7x10 = 2x4 II 6x8 = 2x4 II HJC26 JL24 JL24 JL24 HUS26 4-8.0 B-0.0 11-8-14 0 11I11-2 22-8-0 F 26-0.0 30.8-0 Z.3-4-0 38-14 37-2 37-2 I 3.8-14 34-0 4-8-0 Plate Offsets (X,Y): f13:0-4-0,0-3-121. 115:0-5-0,0-4-81, 117:0-4-0,0-3-121 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) -0.32 14-15 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.61 Vert(TL) -0.72 14-15 >502 240 BCLL 0.0 Rep Stress Incr NO WB 0.38 HOrz(rL) 0.14 10 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix) Wind(LL) 0.05 15 >999 240 Weight: 482 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF 240OF 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 DF SS 2-0-0 oc purlins (6-0-0 max.): 4-8. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=3142/0-5-8 (min. 0-1-9), 10=2893/0-5-8 (min. 0-1-8) Max Horz 2=38(LC 5) Max Grav 2=4345(LC 17), 10=3627(LC 25) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-12333/0, 3-4=-12964/0, 4-19=-12157/0, 5-19=-12160/0, 5-20=-16251/0. 20-21 =-1 6251/0, 6-21 =-1 6251/0, 6-22=-16251/0, 7-22=-16251/0, 7-8=-9986/0, 8-9=-10653/0,9-10=-10216/0 BOT CHORD 2-23=0/1 1649,18-23=0/11649, 18-24=0/11649, 17-24=0/11649, 17-25=0/15087, 16-25=0/15087, 16-26=0/15087, 26-27=0/15087, 27-28=0/15087, 15-28=0/15087, 15-29=0/14898, 29-30=0/14898, 30-31=0/14898, 14-31=0/14898, 14-32=0/14898, 13-32=0/14898, 13-33=0/9646, 12-33=0/9646, 12-34=0/9646, 10-34=0/9646 (EBS 3-18=-365/3,.3-17=0/915, 4-17=0/3751, 5-17=-3599/0, 5-16=0/752, 5-15=0/1589, 6-15=469/39, 7-15=0/1819, 7-14=0/2131, 7-13=-5954/0, 8-13=0/3161, 9-13=0/695, 9-12=-268/13 NOTES 1) 3-ply truss to be connected together with 10d (0.131"xY) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equallyapplied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. o?,OFESS/p 1� 3) Unbalanced roof live loads have been considered for this design. QA` Y f� 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) Provide adequate drainage to prevent water ponding. 117 A A 4 G C 0 f 448 V rn 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will P i 2 31 93 fit between the bottom chord and any other members. k 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. �TF 10) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. QFC. 11) Use USP HJC26 (With 16d nails into Girder & 1 Od nails into Truss) or equivalent at 8-0-6 from the left end to connect truss(es) JD (1 ply 2x4 DF), CJ2A (1 ply 2x4 DF) to front face of bottom chord. JUN 10,2013 Continued on Daae 2 ® e+'.AR I - Verify cdfzsitgn paramders =d READ ARY17 fi ON THIS AND MCLUDED.sIYPTE P.EF�RSflK E PACE Iffl-74Tf BEMRS M& Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsbBity of building designer- not truss designer. Bracing shown i' is for lateral support of individual web members only. Additional temporary bracing to insure stability, during construction is the responsibillity of the pp� €,, erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi iT eil fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality CrRere, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 1f S,ow- irs pineol:'umber isclsecfiet.- time -Cetlirn vzla _are thosa:•eff zv) 06101_f.2013 byA Sit re Job Truss Truss Type Qty Ply 3117 A R40054946 3117_A T2G HIPTRUSS 1 - Job Reference o tional BMC, Indio, CA - 92203 7,420 s May 10 2013 MITek Industries, Inc. Toe Jul 09 18:27:31 2013 Page 2 ID_IUKOyQYzmzBOzGgsMjQH7zNRLd-FEoUCELsv7n5YMaXQOLKNiFVZCeEWrxwA?LByGycjAQ NOTES 12) Use USP JL24 (With 10d nails into Girder & NA9D nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 10-0-12 from the left end to 16-7-4 to connect truss(es) JD (1 ply 2x4 DF) to front face of bottom chord. 13) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent at 18-1-4 from the left end to connect truss(es) G6 (1 ply 2x6 DF) to front face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. 15) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-68, 4-8=-68, 8-11=-68, 2-10=-20 Concentrated Loads (lb) Vert:4=-93(F) 17=-723(F) 15=-95(F) 6=93(17) 19=-93(F) 20=-93(F) 21=-93(F) 22=-93(F) 25=-95(F) 26=-95(F) 28=-95(F) 29=-95(F) 31=-1422(F) AWAWiff,- Ver ifg 41esogn pa ra:m&en s mad RFAD PMW ON MS AND INCLiiiED.82T EK PEFrv'L E PACE M-7473 .f3UC1W test;. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component B responsibility of building designer- not truss designer. Bracing shown B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the IYEO�e' • erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding B fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Cdteria, DSB-89 and SCSI Bunding Component 7777 Greenback Lane, Suite 109 Safely Information available from Two Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 ti5aur".am fine tSis�ivarJ:ea is npec3fied ri= dercinuahu are those eaerove 0 101fZ01a byAl.5c Job Truss Truss Type City Ply 3117 A R40054947 3117 A T3A SPECIAL TRUSS 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:27:33 ZU13 Page 1 ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-BdwEdvM6RklpngkwYpNoT7Lmo01L HBDeJgF09yzjAO 4313 8-4.0 1 :58 138.8 20-SO 24-2-0 4313 40� 2-1-8 330 6-8-8 3-9-0 Scale: 1/4"=1' 4x8 II 4 00 12 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT 3 LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE 7,.e II CI IPPr1RTimr CTRI Ir`T1 IRF AC CTATrn IN THE nRAr: I r1An mnTr RFI r1W 13 1z rI 1V y 8 4xS = JUS24 8x12 = JUS24 JUS24 8x12 = 6x8 = JL26 JL26 7x10 = 4x6 MT20H = JUS24 JUS24 HUS26.2 THD26-2 THD26-2 JL24 JL26 4313 I 10.5-8 F 138-8 20-5-O 242-0 4313 6.1-11 330 6-8-8 39.0 Plate Offsets (X Y) f1.0-3-0 0-1-81 f8:Edge 0-2-01 f9:0-3-4 0-4-81 f10:0-3-4 0-4-81 f11:0-3-12.0-4-81 f12:0-6-0,0 4-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) -0.16 9-10 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.76 Vert(TL) -0.47 9-10 >606 240 MT20H 165/146 BCLL 0.0 ' Rep Stress Incr NO WB 0.78 Horz(fL) 0.07 8 n/a n/a BCDL 10.0 Code IBC2009ITP12007 (Matrix-M) Wind(ILL) 0.03 10 >999 240 Weight: 340 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied. or 3-6-12 oc purlins, except BOT CHORD 2x6 DF SS end verticals. WEBS 2x4 OF Stud G *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: W1,W12: 2x6 DF No.2 G, W2,Wl l: 2x4 DF No.18BtrG 6-0-0 oc bracing: 12-13. REACTIONS (lb/size) 13=6243/0-5-8 (min. 0-3-13), 8=5866/0-5-8 (min. 0-3-14) Max Harz 13=-202(LC 10) Max Uplift8=-195(LC 12) Max Grav 13=7188(LC 8), 8=7277(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5546/0, 2-3=-5512/0, 3-4=-7873/0, 4-5=-8600/0, 5-6=-11477/235, 6-7=-10108/183, 1- 1 3=-6937/0, 7-8=-7314/110 ROT CHORD 15-16=-341/439, 12-16=-426/523, 12-17=0/6030, 17-18=0/5515, 18-19=0/5515, 19-20=0/5339, 20-21=0/5586, 11-21=0/6003, 11-22=0/9247, 10-22=0/9613, 10-23=0f7882, 23-24=0/8332, 24-25=0/8332, 25-26=0/8435, 9-26=0/9190, 9-27=-245/493, 27-28=-77/343, 8-28=-77/343 WEBS 3-12=-2479/285, 3-11=015423, 5-11 =-3581 /0, 5-10=0/3190, 6-10=-747/2107, 6-9=-1729/567,1-12=0l7159,7-9=116/10047 NOTES 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-8-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. F��s/ 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply FLU a connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. (6� Soo Fy 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right �Q O© V D (,1 left Lumber DOL=1.00 DOL=1.00 CO exposed ;end vertical and right exposed; plate grip 5) All plates are MT20 plates unless otherwise indicated. C` 074486 irl 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. t0_ X 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will E 12-31-13 fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=195. 10) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Q TFOFC. Q� Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 4500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 2-0-0 to 22-0-0 for 225.0 plf. ,Judy 10,2013 Continued on Dane 2 ® i'ARKNG - Verify design param&ers and RE3T7 JV(i j W ON 7Wf.S ARD HICLUDED }pUMK P.FF ',1�riWE PAGE Mr-7473 BM)PU L SE7. Design valid for use only with Wek connectors. This design is based only upon parameters shown, and is for an individual building component. a Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 6 the responsibillity of the €€,', erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi tT eh.- fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Informaiton available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 If Sovai am Dine tSPI lvanbr is zp-ified. sae desi,-1.es an thosS efe:Cva 06rsys. j201.3 by:At sc Job Truss Truss Type Dry Ply 3117 A R40054947 3117 A T3A SPECIAL TRUSS 1 Job Reference (optional) BMC, Indio, CA - 92203 7.4zu s May 1 u zul3 MI I eK Inausines, Inc. I ue JUI Ue 1C:zr:'S"3 zu1S rage z ID:_IUKOyQYzmzB0zGgsMjQH7zNRLd-BdwEdvM6RklpngkwYpNoT7Lmo01L HBDeJgF09y74A0 NOTES 12) Use USP JUS24 (With 10d nails into Girder & 10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-11-4 from the left end to 8-74 to conned truss(es) T1 F (1 ply 2x4 DF), T1 G (1 ply 2x4 OF), T1 H (1 ply 2x4 DF), T11 (1 ply 2x4 DF) to front face of bottom chord. 13) Use USP HUS26-2 (With 16d nails into Girder & 16d nails into Truss) or equivalent at 10-5-8 from the left end to conned truss(es) T1J (2 ply 2x4 OF) to front face of bottom chord. 14) Use USP THD26-2 (With 16d nails into Girder & 10d nails into Truss) or equivalent spaced at 6-10-0 oc max. starting at 13-8-8 from the left end to 20-6-8 to connect truss(es) T1 K (2 ply 2x4 DF), T10 (2 ply 2x4 DF) to front face of bottom chord. 15) Use USP JL26 (With 10d nails into Girder & NA9D nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 14-7-4 from the left end to 18-7-4 to conned truss(es) T1 L (1 ply 2x4 DF), T1 M (1 ply 2x4 DF), T1 N (1 ply 2x4 DF) to front face of bottom chord. 16) Use USP JL24 (With 10d nails into Girder & NA9D nails into Truss) or equivalent at 22-7-4 from the left end to connect truss(es) JCS (1 ply 2x4 DF) to front face of bottom chord. 17) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-68, 3-7=-68, 13-18=-20, 18-21=-60, 8-21=-20 Concentrated Loads (lb) Vert: 11=-1223(F) 10=-1581(F) 9=-843(F) 14=-730(F) 16=-730(F) 17=-741(F) 18=-744(F) 20=-729(F) 23=-808(F) 24=-808(F) 26=-807(F) 28=-181(F) ® iPAMIG - Verify desupss r cram atrrs .=d PMAD NUM ON MB A10 3R%Li3I E D MTHK PEFFFERP E PAGE ffa{-✓473 BEFORE t Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. �� Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the R �w�i erector. Addi1Y1tional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding k fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 ?fS4Li1Y?rn: F1ne $53s{;un:13r 14 ifSELTf1E: j.:f:ka{tE S1 T. V21'�f8:42tE}h6rEE1$:'LiYE ir�fii.f.F:},: 1:1'IF°L Job Truss Truss Type Qty Ply 3117 A R40054948 3117_A T3B Special Truss 2 1 Job Reference o tional BMC, Indio, CA - 92203 7.420 s May 10 2013 M7ek Industries, Inc. Tue Jul 09 18:27:34 2013 Page 1 ID_IUKOyQYzmzBOzGgsMjQH7zNRLd-fpTcgFNIC29fPgl65Wul?Lty_PZSEFMszaoZbyzjAN 6.8.1 137-1 2D-4-0 28.1-12 32-1-8 368-8 6.8-1 6-11-1 6.8-15 7.9.11 311-12 47-0 Scale = 1:64.7 3x10 = 12 2x4 II 4.00 12 546 = 11 " 10 5x8 = 3x10 = 5x8 = 8 6x10 MT20H I I 6-&1 i 137.1 s 20A-0 28.1-12 36-8-8 i 6-8-1 6.11-1 6-8.15 7.311 8-6-12 Plate Offsets (X,Y): f3:0-4-0,0-3-41.f8:0-3-8,0-2-81.f9:0-4-0.0-3-01.f11:0-4-0,0-3-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.61 Vert(LL) -0.26 9-10 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.72 11-12 >603 240 MT2OH 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.86 Horz(TL) 0.22 8 n/a n/a BCDL 10.0 Code IBC2009lrP12007 (Matrix) Wind(LL) 0.12 11-12 >999 240 Weight: 174 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-9-6 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals. WEBS 2x4 DF Stud G *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W10: 2x4 DF No. t&Btr G WEBS 1 Row at midpt 3-10, 5-10, 6-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 1=1599/0-5-8 (min. 0-1-11), 8=1599/0-3-8 (min. 0-1-11) Max Horz 1=61(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4196/0, 2-3=-3266/0, 3-4=-2357/0, 4-5=-2371/0, 5-6=-2706/0, 6-7=-425/4, 7-8=-267/17 -OT CHORD 1-13=0/3902, 12-13=0/3902, 12-14=0/3902, 11-14=0/3902, 11-15=0/3017, 10-15=0/3017, 10-16=0/2545, 9-16=0/2545, 9-17=0/2151, B-17=0/2151 IEBS 2-12=0/390, 2-11=-924/8, 3-11=0/535, 3-1 0=-1 062/10, 5-10=-539/48, 4-10=0/934, 6-9=0/485, 6-8=-2284/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard ® iSFiftAfPEYa - Yurif4 df-mirgn ParamfAer s a>xa RE&D Nv IM ON TRIS AND MCLUDEV AfPT33K PEFER 'E PACE I ff-747J €IP,i' RE i 4SE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. ff Southern Pin,*(Sp) hunbe- isspscifie3 t?,a design.va.lu are :here efectnte OGM11201:3 hvALSC p? flFESS/Soo {},�� 2 C 074486 m RMI N ` ` July 10,2013 IV iTek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 3117 A R40054949 3117_A T3C Special Truss 4 1 Job Reference o tional BMC, Indio, CA - 92203 7.420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:27:35 2013 Page 1 ID:_IUKOyQYzmzBOzGgSMjQH7zNRLd•701_2bONzLHW1 ztJfEQGYYQ8QpvhSAtV5dJM51 yzjAM rl 68-1 13-7-1 i 20-4-0 28.1-12 I 32.1-8 I 36-8-8 1-2-0 6-8-1 6-11-1 6-&15 7-311 311.12 47-0 Scale = 1:66.3 4.00 F12 3x10 = 13 12 2x4 11 5x8 = 5x6 = 10 5x8 = 9 6x10 MT20H II 6.8-1 13-7-1 28-1-12 36-8.8 6-8-1 6-11-1 14.6-10 8-6-12 Plate Offsets (X,Y): I4:0-4-0,0-3-41, 19:0-3-8,0-2-81, 110:0-4-0.0-3-01. f12:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) -0.26 10-11 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.72 12-13 >603 240 MT20H 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(TL) 0.22 9 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wnd(LL) 0.11 12-13 >999 240 Weight: 176 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-10-4 oc puriins, except BOT CHORD 2x4 DF No.t&Btr G end verticals. WEBS 2x4 DF Stud G *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W10: 2x4 DF No.1&BV G WEBS 1 Row at midpt 4-11, 6-11, 7-9 Miek recommends that Stabilizers and required cross bracing be, nstalled during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1699/0-5-8 (min. 0-1-13), 9=1597/0-3-8 (min. 0-1-11) Max Horz 2=77(LC 5) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4163/0, 3-4=-3257/0, 4-5=-2352/0, 5-6=-2366/0, 6-7=-2702/0, 7-8=-425/4, 8-9=-267/17 -OT CHORD 2-14=013868, 13-14=0/3868, 13-15=0/3868, 12-15=0/3868, 12-16=0/3009, 11-16=0/3009, 11-17=0/2541, 10-17=0/2541, 10-18=0/2148, 9-18=0/2148 fEBS 3-13=0/386, 3-12=-898/0, 4-12=01532, 4-11=-1058/8, 6-11=-539/48, 5-11=0/932, 7-10=0/484, 7-9=-2280/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will �OFESS/In fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. �� OO O F� 7) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the �d�N V Bottom Chord, nonconcurrent with any other live loads. CO rn LOAD CASE(S) Standard LU C 074486 M * E 12-31-13 �TFt)rr� O� July 10,2013 ® &/BaRPv31a1G - Yca rf4 cdcsiDn pw-ame e^ and D � ON 7WIS AIVD rNC1,VD20.ffi TS P.F.FERUXE POORYff1-7473.8rstVW fWB Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. �` Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction ¢ the resporuibillity of the MiTek' � T erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding A V6) 1e' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Informalion available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 .1 Sas.^t ern pine t53"'71vmLer is s,.cmed.,-The dea?gnu Iuw ans thass etactive 0610-1/2033 by LSC Job Truss Truss Type Qty Ply 3117 A R40054950 3117 A T3E Special Truss 1 1 Job Reference (optional) tsmu' Inwo, L;A - V22W 6-8-1 0-f-'13 5-10-5 7-7-14 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 4.00 12 5x8 = 0 4x12 = 13 2x4 II 5 12 11 6x10 MT20H = 3x10 = 1AZ11 5 May lu LU1:5 MI I eK Inall6lnes, Inc. I ue Jul u9 1a:L/:m Lu13 Page 1 BOzGgsMjQ H7zN RLd-cCbNFxP?jfPNe7S V Dlo(V4mzDH DKJBg ifKH3vdUyzj,b 28-1-12 32-1-8 36-8-8 7-1 311-12 47A Scale = 1:66.1 I I I^ 10 9 5x8 = 6x10 MT20H = 6.8-1 12-8-2 28.1-12 r 36-8-8 6-0-2 155.9 B$12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.94 Vert(LL) -0.28 12-13 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.68 Vert(TL) -0.74 11-12 >591 240 MT20H 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.67 Horz(TL) 0.21 9 n/a n/a BCDL 10.0 Code IBC2009/iP12007 (Matrix) Wind(ILL) 0.21 12-13 >999 240 Weight: 174 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.18Btr G BOT CHORD 2x4 OF 2400F 2.0E WEBS 2x4 OF Stud G `Except` W10: 2x4 OF No. 18Btr G REACTIONS (lb/size) 2=1699/0-5-8 (min. 0-2-6), 9=1597/0-5-8 (min. 0-2-3) Max Horz 2=77(LC 13) Max Uplift2=-665(LC 9), 9=-486(LC 12) Max Grav 2=2410(LC 8), 9=2175(LC 7) BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-2-5 oc bracing. WEBS 1 Row at midpt 4-11, 6-11, 7-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6272/1892, 3-4=-4899/1349, 4-5=-3305/807, 5-6=-2982/487, 6-7=-3421/578, 7-8=-616/410, 8-9=-288/39 DT CHORD 2-14=-1821/5793, 13-14=-1268/5548, 13-15=-1207/5183, 12-15=-691/4954, 12-16=-691/4007, 11-16=-326/3642, 11-17=0/2922, 10-17=-179/2890, 10-18=-375/2583, 9-18=-777/3037 WEBS 3-13=01373, 3-12=-809/53, 4-12=01525, 4-11 =-1 138/22, 6-11=-782/302, 5-11=011004, 6-10=-327/256, 7-10=-262/808, 7-9=-3297/919 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 2=665, 9=486. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) This truss has been designed for a total drag load of 3500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 36-8-8 for 95.3 plf. LOAD CASE(S) Standard 5001 ti LU C 074486 rn E 3 1 13 �OF July 10,2013 ® WARKNG - Verfy d- sixgsn pwm al rags and REA i 1407&S ON 7'XWtS AND 1Nr&UDBD MMK P.} RPX E PACE Flf7I-74?Zl , 3P.,FkViV [&& Design valid for use only with Wek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown ;�! is for lateral support of individual web members only. Additional temporary braracing to insure stability during construction is the responsibillity of the MwTe 3i, erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria. DSB-89 and BCSI BuBding Component 7777 Greenback Lane, Sute 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrvs Heights, CA, 95610 Ifs6uthern. dine @S'G)?umber is 3pacified.,-",a. deslm val;uw. ars zha.s eF.e,,-M a 06V1,1201.3 bvA!SC re Job Truss Truss Type Qty Ply 3117A R40054951 3117 A T3F Hip Truss 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 102 MTek Industries, Inc. Tue Jul 09 18:27:37 2013 Page 1 ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-4091THPdUzXEGH1 hnfSkdzVQodbiw7goZxoT9wyzjAK 1-2- 7-2-3 13-6-5 20•D-0 2 27-1-11 33.65 36.30 1-2-0 7-2-3 6-0-1 SS11 0.8- SS11 6-4-10 2-.11 Scale = 1:67.1 4.00 12 5x6 = 5x6 = �-t 3x10 = 1r 16 10 15 1e 14 2u 13 12 21 11 22 10 2x4 5x8 = 6x12 = 7x10 WB = 1 4x6 =2x4 7.2-3 13Z-5 20-40 27-1-11 34-5-4 0 I 7-2-3 6-41 5rl1 I I 69-11 739 1-9-12 Plate Offsets (X.Y):f4:0-4-0,0-3-01.f13:0-3-8,0-3-81.fl5:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.78 Vert(LL) -0.20 14-15 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.99 Vert(TL) -0.65 14-15 >660 240 BCLL 0.0 Rep Stress Incr NO WB 0.69 Horz(TL) 0.19 10 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.11 15 >999 240 Weight: 184 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 2-6-5 oc puriins, except BOT CHORD 2x4 DF No.1 &Btr G end verticals, and 2-0-0 oc puriins (4-2-12 max.): 5-6. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 10-11. WEBS 1 Row at midpt 4-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=1678/0-5-8 (min. 0-1-13), 10=1576/Mechanical Max Harz 2=75(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4049/0, 3-4=-3200/0, 4-5=-2298/0, 5-6=-2143/0, 6-7=-2297/0, 7-8=-2602/0, 8-9=-1288/0, 9-10=-1582/0 OT CHORD 2-17=0/3756, 16-17=0/3756, 16-18=0/3756, 15-18=0/3756, 15-19=0/2965, 14-19=0/2965, 14-20=0/2408, 13-20=0/2408, 12-13=0/2408, 12-21=0/1635, 11-21=0/1635 JEBS 3-16=0/388, 3-15=-852/0, 4-15=01540, 4-14=-1025/2, 5-14=01535, 6-14=0/598, 7-14=-446/49, 8-12=0/826, 8-11=-1122/1, 9-11=0/1654 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 pFESSj 0fi/ wide will fit between the bottom chord and any other members. Q� 6) A plate rating reduction of 20% has been applied for the green lumber. members. SQQA Y 7) Refer to girder(s) for truss to truss connections. ��l�, O O1. S»; This has CO8) truss been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. W C44$6 Rt 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. W :O LOAD CASE(S) Standard `1 *\ i:�`�2 31 13 /* / July 10,2013 ® WARA1 ' - Yarify d6ns s1 aram-- .. =d RrAD .RiO'= ON 7WIS AND W,,[,VVED f{ MK P.EFEStEN E PAGE hfF! 747J BEMPX ME. -- Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability, of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the �ni erector. Additional permanent bracing of the overall structureis the responsibility of the building designer. For general guidance regarding MI ET ek- fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Intorma6on available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 1fSriCils=mPine$SF} 3vm ts�.r. 6s specified, th:s Cesi; nva.l: sare -thasaetfecCive 053£r_J29_:3 byR:lSC Job Truss Truss Type Ply 3117 A R40054952 3117 A T3G Hip Truss �Qty 1 1 Job Reference (optional) BMC, Indio, CA - 92203 aazu s may ru zur s mi i eK mausmes, inc. i ue uor ue ia:u:x 26- rage i I D: IUKOyQYzmzBOzGgsMjQH7zNRLd-Yaj7gdQ FFGf5u RctKMzzAB2fzl zsfZ8ynbYOiMyzjAJ 51-13 12.2-7 18-0.0 22-8-0 28.59 I 34-1-4 , 36.32 , 1-2-0 - 61-13 60.10 S9.9 46A 5 57-11 2-1-12 Scale = 1:67.1 4.00 12 6x8 = 5x6 = I_f 3x10 = „ 16 15 14 "� `. 13 12 11 10 2x4 II 3x4 = 6x8 = 3x10 = 5x6 = 4x6 =2x4 II 28-59 1589-9 34- I 50.2 15-9-9 0 4-8-0 -2N-13 51519-13 Plate Offsets (X Y): 14:0-4-0 0-3-01 112 0-3-0 0-3-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) -0.19 15-16 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.87 Vert(TL) -0.64 15-16 >674 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.74 Horz(TL) 0.19 10 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.11 15 >999 240 Weight: 185 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-10-2 oc purtins, except BOT CHORD 2x4 DF No.1 &Btr G end verticals, and 2-0-0 oc purlins (4-3-7 max.): 5-6. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 10-11. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=1712/0-5-8 (min. 0-1-13), 10=1612/Mechanical Max Harz 2=69(LC 5) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4214/0, 3-4=-3458/0, 4-5=-2704/0, 5-6=-2327/0, 6-7=-2519/0, 7-8=-2636/0, B-9=-1329/0, 9-10=-1599/0 ROT CHORD 2-17=013918, 16-17=0/3918, 16-18=0/3918, 15-18=0/3918, 15-19=0/3210, 14-19=0/3210, 14-20=0/2497, 20-21=0/2497, 13-21=0/2497, 13-22=0/2441, 12-22=0/2441, 12-23=0/1274, 11-23=0/1274 VEBS 3-16=01367, 3-15=-768/0, 4-15=0/499, 4-14=-871/7, 5-14=0/684, 5-13=-419/29, 6-13=0/418, 7-13=-279/82, 7-12=-285/83, 8-12=0/1234, 9-11=0/1730, 8-11=-1129/8 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. OFESSI 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will OQ� �f(f� fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A rating reduction of 20% has been applied for the green lumber members. O SOON L� plate 7) Refer to for truss to truss connections. O�� girder(s) 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. r li n�� Tn Lu 074486 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. E 12-31-13 LOAD CASE(S) Standard * t?fi July 10,2013 ® WAPNIING - Verify design p arm7Wen ar, d Via) MnW ON THIS AND DX,,1;i3Eim.P2T€ K P.UFYtX'',E P,PiCii IV-T4ZI i3 `( RS i t&P, — Design valid for use only with Mirek connectors. This design is based any upon parameters shown, and is for an individual building component. � Applicability of design parameters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown !f is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the �y erector. Additional permanent brocing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi 1T ek' fabrication, quality control, storage. defvery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Salety Informalto" available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Hei tlis, CA, 95610 'Pf a_ or lumber: it sP¢affied,:-tt=a desi& uahjass ari:•:ha.� ef-e.:ti./2ve 06/0?13 bVAL5C g Job Truss Truss Type Ply �Qty 13117A R40054953 3117 A T3H Half Hip Truss 1 1 Job Reference o tional tsmu, maio, DA - a1zU5 r.azu s may iu zuss mu ex maussnes, mc. i ue uoi uu 1 e:zrae zuu rage i I D:_IU KOyQYzmzBOzGgsMj QH7zNRLd-OnHVt7RtOanyW bB4u4UC iObp6QNwO3A50FHZEoyzjAl 1-2-Q 52-11 10.11-1 16-0.0 20.4-0 248.0 29.8.14 345.4 353-0 �1-2-0 6-2-115415 4-40 50.14 4 G } 1-t1�12 Scale = 1:67.1 4.00 12 5x6 = 3x10 = 5x6 = 4x6 = 18 17 16 15 `• `J 14 13 `r 2x4 I I 3x4 = 5x8 = 2x4 II 5x8 = 44 = 12 " 11 4xG = 3.4 I I F 4 345 f-03-0 12-11 41_1 50.1 + I %12 Plate Offsets (X,Y): 14:0-3-0,0-3-01. 114:0-2-8,0-3-41, 116:0-2-8,0-3-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) -0.18 17 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.63 Vert(TL) -0.60 16-17 >716 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.56 Horz(TL) 0.18 11 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Wtnd(LL) 0.10 17 >999 240 Weight: 190 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-9-6 oc puriins, except BOT CHORD 2x4 DF 240OF 2.0E end verticals, and 2-0-0 oc purlins (3-11-2 max.): 5-7. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS (lb/size) 2=172010-5-8 (min. 0-1-11), 11=1629/Mechanical Max Horz 2=62(LC 5) FORCES (lb) -Max. Comp./Max. Ten. -Ali forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4211/0, 3-4=-3606/0, 4-5=-2972/0, 5-6=-2784/0, 6.7=-2466/0, 7-8=-2640/0, 8-9=-2558/0,9-10=-1355/0,10-11=-1592/0 BOT CHORD 2-19=0/3911, 18-19=013911, 18-20=0/3911, 17-20=0/3911, 17-21=0/3361, 16-21=013361, 16-22=0/2831, 22-23=0/2831, 15-23=012831, 15-24=0/2831, 24-25=0/2831, 14-25=0/2831, 14-26=0/2382, 13-26=012382, 13-27=0/1276, 12-27=0/1276 IEBS 3-18=0/356, 3-17=-651/1, 4-17=0/472, 4-16=-729/8, 5-16=0/596, 6-16=-265/141, 6-14=-683/4, 7-14=0/490, 8-14=-144/255, 8-13=-398/30, 9-13=0/1212, 9-12=-1095/0, 10-1 2=0/1 667. 6-15=0/323 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8..4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. OFESSt 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will Q� �!(/ fit between the bottom chord and any other members, with BCDL = 10.Opsf. %��!`� CJ��p, 9r� 6) A plate rating reduction of 20% has been applied for the green lumber members. V 7) Refer to girder(s) for truss to truss connections. �� 0 8) This truss has been designed for a moving concentrated load of 250.O1b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. L.0 C 074486 M" 9) Graphical puriin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. LOAD CASEE 12-31-13S) Standard 'k sTN FOFC July 10,2013 ® ihA1°il 13NG - Verifg drsixgrt Parzrmiterx arad RMD At+i ES ON INI fi AND INd't:=M) MTEK PEF'ER EME PACE fffl-747J .II9MRE Cam. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M'TeK fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 if-soulleam Cine$SPI lumbe�T is:rpstflad;01ias deslg- ualx.ras art those �e-m's 06101/2s38.3 tyAL5C Job Truss Truss Type Qty Ply 13117A R40054954 3117_A T31 Half Hip Truss 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:27:40 2013 Page 1 ID_IUKOyQYzmzBOzGgsMjQH7zNRLd-Uzrt5JSVnuvp7lmGSn?RFc7yDgcG7PaFFvl7mFyzjAH 2-01 + 14-0-0 I 26.8-0 I 34-4-7 , 3-E10.012 2 6-0 , Scale = 1:65.9 5x8 = 3x10 = 6x10 MT20H = 3x10 = -10 14 1a 13 rr 12 1a 11 is 10 to 9 2.4 II 7x10 = 2.4 II 7x10 = 5,15 =2x4 II 732 14-0-0 20-0-0 i 26-8-0 34-5-4 , 36.3.0 , 7-3-2 6-8-14 6-0-0 i 6."0 7-9-4 1-9-12 Plate Offsets (X,Y): 16:0-5-4.Edgel, 111:0-4-8,0.3-81, f13:0-4-8,0-3-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.76 Vert(LL) -0.21 13-14 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 1.00 Vert(TL) -0.69 13-14 >627 240 MT20H 165/146 BCLL 0.0 Rep Stress Incr NO WB 1.00 Horz(TL) 0.20 9 n/a n/a BCDL 10.0 Code IBC2009rrP12007 (Matrix) Wnd(LL) 0.12 13 >999 240 Weight: 172 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 2-7-1 oc purlins, except BOT CHORD 2x4 DF No.18Btr G end verticals, and 2-0-0 oc purlins (3-8-1 max.): 4-6. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 9-10. Tel recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=1678/0-5-8 (min. 0-1-13), 9=1576/Mechanical Max Horz 2=56(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4050/0, 3.4=-3175/0, 4-5=-2955/0, 5=6=-2454/0, 6-7=-2661/0, 7-8=-1361/0, 8-9=-1599/0 -',OT CHORD 2-15=0/3757, 14-15=0/3757, 14-16=0/3757, 13.16=0/3757, 13-17=0/3097, 12-17=0/3097, 12-18=0/3097, 11-18=0/3097, 11-19=0/1335, 10-19=0/1335 VEBS 3-14=01394, 3-13=-865/12, 4-13=0/574, 5-13=-374r70, 5-12=0/365, 5-11=-916/0, 6-11=0/427, 7-11=0/1168, 7-1 0=-1 167/49, 8-10=0/1861 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20 % has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard O?? ESS({}, � C"S00N 0 2 LU U C 074486 m *� E*.12-31-13 �* July 10,2013 ® KAf:X7I*rG - Verify desig. p ,amete .. d Fr�AD mwrz on ma AND fN,—La3l3m m r13K'IP.F,F'ERmB PAGE Pffl-74 J ,BEY )RE US& Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability, of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown f a for lateral support of individual web members any. Additional temporary bracing to insure stability during construction is the responsibillity of the ��k� erector. Addtional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding r� fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Cdteria, DSB-89 and BCSI BuBding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 ofSoudnam?.neW)t—tJer is v�d ��: tZ2 deiigr valuei am:h8 OF.E LICE X1/2013 byALSC Job Truss Truss Type Qty Ply 3117 A R40054955 3117 A T3J Half Hip Truss 1 1 Job Reference o tional BAAC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:27:41 2013 Page 1 ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-y9OGleT8YB1 gluLSOUWgnpg9GEz3syOUZmgJhy4AG r1-2-0 6-51 12-0.0 149-5 20-40 2510.11 2&8.0 31-8-0 3E-3.0 1-2-0 6-51 56-15 249-5 5E-11 5-Cr11 2 95 I 3-0.0 47-0 Scale = 1:65.9 5x6 = 4.D0 12 3x4 = 3x4 = 3x4 = 5x6 3x10 = 18 17 - 19 16 20 15 21 14 22 13 23 12 24 11 2x4 II 7x10 = 3x10 = 3x4 II 3x4 = 6x10 MT20H = 06 = I 6S1 + 12-0.0 - 17-511 231-5 28.8-0 3454 363o 6-51 5-G15 5$11 56-11 5$11 S 4 1-9-12 Plate Offsets (X.Y): 116:0-4-8,0-3-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.61 Vert(LL) -0.21 15 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -0.74 15-16 >579 240 MT20H 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.48 Horz(TL) 0.22 11 n/a n/a BCDL 10.0 Code IBC2009frP12007 (Matrix) Wind(LL) 0.14 15 >999 240 Weight: 177 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.1 &Btf G TOP CHORD Structural wood sheathing directly applied or 2-9-8 oc purlins, except BOT CHORD 2x4 OF No. 1&Btr G end verticals, and 2-0-0 oc purlins (3-3-14 max.): 4-8. WEBS 2x4 OF Stud G 'Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W8: 2x4 DF No.1&Btr G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation ouide. REACTIONS (lb/size) 2=1678/0-5-8 (min. 0-1-13), 11=1576/Mechanical Max Horz 2=50(LC 5) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4093/0, 3-4=-3405/0, 4-5=-3185/0, 5-6=-3593/0, 6-7=-3327/0, 7-8=-2335/0, 8-9=-2502/0, 9-1 0=-1 320/0, 10-11 =-1 535/0 BOT CHORD 2-18=0/3801, 17-18=013801, 17-19=0/3801, 16-19=0/3801, 16-20=0/3502, 15-20=0/3502, 15-21=0/3607, 14-21=0/3607, 14-22=012968, 13-22=0/2968, 13-23=0/2035, 12-23=0/2035 (EBS 3-17=0/367, 3-16=-701/13, 4-16=0/808, 5-16=-667/20, 5-15=0/279, 6-14=-520/32, 7-14=0/656, 7-13=-1098/0, 8-13=0/630, 9-13=0/544,10-12=0/1461, 9-12=-1247/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will ��QRpFES$/ � fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. �4 O �J�(}p, �l 8) Refer to girder(s) for truss to truss connections. d VV 9) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the /1' Bottom Chord, nonconcurrent with any other live loads. 10) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. UJ C 074486 rn LOAD CASE(S) Standard * E 12-31-13 �T�rFOF July 10,2013 ®DVAWIfr. - Verify esaigneeararalete-s,mtdREAD E'F€7:WON ESAADINULiDU).ANT91i'P.s'JF3SWF,PAGE IfitFd-74MB'Emr&ME. Design valid for use only with MTek connectors. This design B based only upon parameters shown, and is for an individual building component. �f Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MrT e fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTP11 Quality Criteria, DSB-89 and BCSI BuOdng Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria. VA 22314. tfSaus am Pir tmlumhe:a is mestfied,t4i:a 4esign val;esaxe;hose sf?ertive 06{{311.2013 hyA1SC Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 3117 A R40054956 3117 A T3K HALF HIP TRUSS 1 1 Job Reference o tional amc, maio, cA - azzus i.— s may ru' mn ex mausrnes, inc. i ue — ua io:ccce tuis rage i ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-QMyeW TmJV9XN2wIZC2wK1DMTePHbMwXiDW)r7y4AF 1.2 57-14 10-0-0 142-11 18-39 22-4-7 26•S5 30-8.0 352-15 3 1-2-0 57-14 442 4-2-11 4-0-14 40.14 4-0-14 42-11 4- -41 Scale = 1:67.1 4.00 12 54 = 3x10 = 4 5 2x4 11 6 5x8 = 7 3x4 = 8 5x6 = 9 22 23 19 24 18 25 17 26 16 27 15 28 14 29 13 30 12 4x8 = 2x4 11 4x8 = 7x10 = 4x8 = 2x4 II 7x10 = 5x8 = 4x6 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code IBC2009/TP12007 LUMBER TOP CHORD 2x4 DF 240OF 2.0E BOT CHORD 2x6 OF SS WEBS 2x4 DF Stud G CSI TC 0.45 BC 0.52 WB 0.82 (Matrix-M) REACTIONS (lb/size) 2=167210-5-8 (min. 0-1-13), 12=1587/Mechanical Max Horz 2=45(LC 5) DEFL in (loc) Udell Ud Vert(LL) -0.2316-17 >999 480 Vert(TL) -0.7916-17 >549 240 Horz(TL) 0.16 12 n/a n/a Wmd(LL) 0.15 16 >999 240 BRACING TOP CHORD BOT CHORD FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4358/0, 3-4=-3837/0, 4-5=-3577/0, 5-6=-4534/0, 6-7=-4534/0, 7-8=-3593/0, 8-9=-2274/0, 9-10=-2449/0 BOT CHORD 2-22=0/4095, 2-23=0/4105, 19-23=0/4105, 19-24=0/4105, 18-24=0/4105, 18-25=0/4343, 17-25=0/4343, 17-26=0/4343, 16-26=0/4343, 16-27=0/4297, 15-27=0/4297, 15-28=0/4297, 14-28=0/4297, 14-29=0/3563, 13-29=0/3563, 13-30=0/915, 12-30=0/915 JEBS 3-19=01343, 3-18=-613/14, 4-18=0/893, 5-18=-1045/0, 5-17=0/317, 5-16=-41/344, 6-16=272137, 7-16=-2/381, 7-15=0/328, 7-14=-926/0, 8-14=0/643, 8-13=-163210, 9-13=0/488, 10-13=0/1495, 10-12=-1680/0 PLATES GRIP MT20 220/195 Weight: 203 lb FT = 20% Structural wood sheathing directly applied or 3-8.14 oc puffins, except end verticals, and 2-0-0 oc purlins (3-9-4 max.): 4-9. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. If; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. LOAD CASE(S) Standard �4gpFESS/pCO �� 00 SQON p�FyG� C 074486 * E 12-31-13 \rFOFC Fo t July 10,2013 ® GP.APiAT - Yeri 4 cres7yrt msramnt,. m1d READ NOTES ON THIS AM 1hV UDi.'Lt M712K PEFERMCE PAW ff1-74TJ .BI3MrM WE. Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and is for on indvidual building component. �f Applicability of design parameters and proper incorporation of component a responsibility of.building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary brocing to insure stability during construction is the responsibiliity of the �{ erector. Additional permanent bracing of the overall structure is the responsibility of the buildng designer. For general guidance regarding Mire k fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and SCSI Buliding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 HE=tiaarn DineISP) lumber is sgxes: ea#: t4ia design. varies, are tha i:• effective 0610I 1.3 tsvAlsc' 9 Job Truss Truss Type Qty Ply 17 A R40054957 Lb 3117_A T3L HALF HIP TRUSS 1 3 Reference (optional) E]Xu8�aua ID:_IUKOyQYzmzBOzGqsMjQH7zNRLd-nJmX1 opTpocMId514wDRf5_GeYGsUD_WLyzjAA r1-2-01 3 30.12-2-8 F240.0 2412 28-528 0 47-14 42-8 40.2 12 4-0-12 4-0.142 63I Scale = 1:67.1 NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 4.00 12 NAILED NAILED 3x10 = 2x4 II Sx6 = NAILED 2x4 II NAILED Sx8 NAILED Sx6 NAILED 4 21 5 22 6 23 7 24 8 25 9 26 10 27 S, A ` 109 4--1 N 4x8 = 28 20 29 19 30 18 31 17 32 16 33 15 34 14 35 13 36 12 2x4 I I 6x8 = JL24 JL24 8x12 MT20H = JL24 2x4 I I 2x4 18x12 MT20H = 2x4 11 Skill= JL24 4x4 11 HJC26 JL24 JL24 JL24 JL24 JL24 JL24 JL24 JL24 JL24 JL24 44 14 8-0.0 12-2-8 i 16-3 4 20-40 24.412 28-518 32-8-0 3Cr30 i 47-14 3!2 42-8 40.12 40.12 4.0.12 40.12 42-8 37-0 Plate Offsets (X,Y): 17:0-4-0,0-3-01, f12:Edge.0-3-91, fl3:0-1-12,0.2-01. f15:0-6-0,0-4-81, f17:0-6-0,0-4-81, f19:0-4-0,0-4-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.51 16-17 >839 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.61 Vert(TL) -1.09 16-17 >396 240 MT20H 165/146 BCLL 0.0 ' Rep Stress Incr NO WB 0.66 Horz(TL) 0.17 12 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.11 17 >999 240 Weight: 594 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF 240OF 2,0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 DF SS end verticals, and 2-0-0 oc puffins (6-0-0 max.): 4-10. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=3263/0-5-8 (min. 0-1-11), 12=3349/Mechanical Max Horz 2=44(LC 4) Max Grav 2=4729(LC 18), 12=5016(LC 27) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-13486/0, 3-4=-14238/0, 4-21 =-1 3355/0, 5-21 =-1 3357/0, 5-22=-19009/0, 6-22=-19009/0, 6-23=-19012/0, 7-23=-19012/0, 7-24=-16621/0, 8-24=-16621/0, 8-25=-16621/0, 9-25=-16621/0, 9-26=-6121/0, 10-26=-6118/0, 10-27=-6506/0, 11-27=-6565/0, 11-12=4735/0 a0T CHORD 2-28=0/12739, 20-28=0/12739, 20-29=0/12739, 19-29=0/12739, 19-30=0/17376, 18-30=0/17376, 18-31 =0/1 7376, 17-31=0/17376, 17-32=0/19086, 16-32=0/19086, 16-33=0/19086, 1533=0/19086, 1 5-34=0/1 2585, 14-34=0/12585, 14-35=0/12585, 13-35=0/1 2585,13-36=0/362, 12-36=0/362 WEBS . 3-20=-425/14, 3-19=0/1062, 4-19=0/4102, 5-19=4747/0, 5-18=0/945, 5-17=0/2092, 6-17=-441/44, 7-17=-307/131, 7-16=0/1276, 7-15=-3053/0, 8-15=-440/45, 9-15=0/4851, 9-14=0/973, 9-13=-7529/0, 10-13=0/1757, 11-13=0/6457 NOTES 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 19-4 2x4 - 1 row at 0-5-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCOL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss.has been designed for a live load of 20.Opsf-on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) Refer to girder(s) for truss to truss connections. 11) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9&CAb%06R6W�r2representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ® W-&RKNG - V--rtfg d—mirpn parame trra and PEAR NOTM ON 7F31S AND fNCLtMED iffP SK P.EF R&FsJL'E PAGE MTf-7 47J tiP,MPS LASE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary brocing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BC51 Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. f4 Sm•utharn Pine lasl3g lumber it spet;#;Pdi., tb a eicr:gn,r l.r:Fs axe those eft—Vve W31/2,01.3 bV ALSC 4�OFESS!{3, SOCK ol�� UDC 074486 r *� EVJ122-31-13 /* July 10,2013 19t WeW 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 3117 A R4D054957 3117_A T31- HALF HIP TRUSS 1 Job Reference (optional) BMC, Indio, CA - 92203 aazu s may iu zuia mi i ex moumnes, inc. i ue uw ua --- zu- rage � ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-nJmXZiXu81 opTpocMld514wDRf5_GeYGsUD_WLyzjAA NOTES 13) Use USP HJC26 (With 16d nails into Girder & 1 Od nails into Truss) or equivalent at 8-0-6 from the left end to conned truss(es) JD (1 ply 2x4 DF), CJ3A (1 ply 2x4 DF), to back face of bottom chord. 14) Use USP JL24 (With 10d nails into Girder & NA9D nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 10-0-12 from the left end to 34-74 to conned truss(es) JD (1 ply 2x4 DF) to back face of bottom chord. 15) Fill all nail holes where hanger is in contact with lumber. 16) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-68, 4-10=-68, 10-11=-68, 2-12=-20 Concentrated Loads (lb) Vert:4=-93(B) 19=-624(B) 5=-93(B) 18=-95(B) 17=-95(B) 6=-93(B) 7=-186(B) 16=-191(B) 15=-95(B) 8=-93(B) 14=-95(B) 9=-93(B) 13=-95(B) 10=-93(B) 21=-93(B) 22=-93(B) 23=-93(B) 24=-93(B) 25=-93(B) 26=-93(B) 27=-93(B) 30=-95(B) 31=-95(B) 32=-95(B) 33=-95(B) 34=-95(B) 35=-95(B) 36=-95(8) ® WA - Verify design parameters =d READ fd07W ON THIS AND f%CiC.:i M k 2MK P.EFF,Rv E a*siGS M-7473 BF -FORE ddS Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsblity of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 3f 5.curb:=_m'i4ne f.m l:ssa+abe., is: arecfed, the design uziusx are zhaas efiestire 06/011201.3 b A 5,C Mit MiTek" 7777 Greenback Lane, Suite 109 Chrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 3117 A R40054958 3117_A T4A HIP TRUSS 1 3 Job Reference (optional) BMC, Indio, CA- 92203 7.420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:27:49 2013 Page 1 ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd jitH_NZ9ge2Xi7y?UAgZ6V?YESnZkZdZJoi5bDyzjA6 2-2-0 610.0 11-SS 133.12 17-4-14 21-6-0 22-l;0 f 2-2-0 4&0 4-7-5 + 1-10.7 41-2 41-2 1-2-0 4.00 F12 Scale = 1:41.4 6x8 = QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT 5x6 = LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 3xi 15 HUS26 7x10 = 6x8 HUS26 4x12 Bx12 - 8x12 - 2x4 II = 6x16NIT20H = 2x4 /I HUS26 HUS26 HUS26 Special HUS26 1-510 4-GO 7-5-0 21.6.0 1-510 3.0.6 2-11-0 41-1-10.7 0. I 44-1-21-2 I Plate Offsets MY): f2:0-4-0.0.1-81, f3:0-1-12.0-1-41. I7:0-6-0,0-1-121, f10:0-6-0,0-4-121, f11:0-6-0,0-5-41, f12:0-3-8,0.3-121, fl3:0-5-0,0.3-121 LOADING (psf) SPACING 2-0-0 CS1 DEFL in (loc) I/deft L/d PLATES , GRIP TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.17 10 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.61 Vert(TL) -0.50 9-10 >507 240 MT20H 1651146 BCLL 0.0 Rep Stress Incr NO WB 0.63 Horz(TL) 0.11 7 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Wind(LL) 0.03 10 >999 240 Weight: 423 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 5-5-3 oc pudins, except BOT CHORD 2x6 OF SS end verticals, and 2-0-0 oc pudins (6-0-0 max.): 2-3. WEBS 2x4 OF Stud G `Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W4,W1,W2,W6: 2x4 OF No.18Btr G REACTIONS (lb/size) 15=8812/0-3-8 (min. 0-3-4), 7=5911/0-5-8 (min. 0-2-6) Max Horz 15=-261(LC 9) Max Grav 15=9092(LC 8), 7=6753(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-400/277, 2-3=-7408/0, 3-4 -11202/0, 4-5=-16477/0, 5-6=-18999/0, 6-7=-19136/0 BOT CHORD 1516=0/3619, 14-16=0/4177, 14-17=-342/4771, 17-18=-342/4771, 13-18=-342/4771, 13-19=0/9833, 19-20=0/9833, 12-20=0/9833, 12-21=0/15383, 11-21=0/15383, 11-22=0/17239, 10-22=0/17239, 10-23=0/16730, 9-23=0/16730, 9-24=0/16730, 24-25=0/16730, 7-25=0/17882 1EBS 2-13=0/7794,4-12=-6827/0, 4-11=0/6098,5-11=4903/0,5-10=014875,2-15=-8942/0, 3-13=-4590/0, 2-14=0/1084, 3-12=0/6742, 6-9=421/0, 6-10=0/727 NOTES 1) Special connection required to distribute web loads equally between all plies. 2) 3-ply truss to be connected together with 1 Old (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 5-10 2x4 - 2 rows staggered at 0-4-0 oc. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply OFESSIr) connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4) Unbalanced roof live loads have been considered for this design. �� Sr( FZ 5) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 Q O1� 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. CD 1� A A 4C f� 074486rn L1J C 448 V 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Cr_U rn 9) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will EXPi 12-31-13 fit between the bottom chord and any other members. 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. q lFOF fl� 12) This truss has been designed for a total drag load of 2900 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 3-0-0, 18-6-0 to 21-6-0 for 483.3 plf. 13) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chard. July 10,2013 Continued on oaae 2 ® WAIUrTNG - Valid{ alesigsl par,rcnet, zxd READ hrZnW OK THIS AM INCiUi iT.81t2f3K P.z?FEREVIKE PAW W1 7473 BEFORE I)SE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. �f Applicability of design parameters and proper incorporation of component a responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek- fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPIt Quality Criteria, DSB-89 and SCSI BuBding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 €f SouThxm.P The $Si311 be= issp�ec�e,3,-Theedesign: values are those efe:tfve 05{TI1/231.3 by A. SC 9 Job Truss Truss Type Qty Ply 3117 A. R40054958 3117_A T4A HIP TRUSS 1 Job Reference (optional) Bmc, Inelo, cA - 9ZZa3 "" s may iuzura mirex ma—nes, inc. iuedm ue io:--zu- rage ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd jKH_NZ9ge2Xi7y?UAgZ6V?YESnZQdZJoiSbDyzjAB NOTES 14) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-5-4 from the left end to 11-5-4 to connect truss(es) T3F (1 ply 2x4 DF), T3G (1 ply 2x4 DF), T3H (1 ply 2x4 DF), T31 (1 ply 2x4 DF), T3J (1 ply 2x4 DF), T3K (1 ply 2x6 DF) to back face of bottom chord. 15) Fill all nail holes where hanger is in contact with lumber. 16) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 4996 lb down at 13-3-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-68, 2-3=-68, 3-8=-68, 7-15=-20 Concentrated Loads (lb) Vert: 11=-1567(B) 12=-1556(B) 10=-3329(B) 14=-1556(B) 18=-1592(B) 19=-1609(B) 21=-1556(B) WARNING - Verifq d--� rsaramclzr. a 1d PY—AD /> YMS ON TFJSAIVD INCLUDED 1WT€ K P.a7,Frr'?f<''e E PRi`rC< l71i1-7473.fft£:MIM VISE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the r{ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M1T eW fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIt Qualify Criteria, DSB-89 and Ill Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 'f 5auxias»pre$ }iumL+r: i=;p.�si ¢ t-,m ekzae mat ref are zhase ef°Pctvve 0610?/`.2013by ALSC Job Truss Truss Type Ply 3117 A 1Qty R40054959 3117- A TAB Hip Truss 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 M7ek Industries, Inc. Wed Jul 10 09:35:32 2013 Page 1 ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-HopATEgOvWpoHO5Q vBd3kOIXBEC_nfgirKXLeyzU6f 74-0 14-M 20-M 26-8-0 ( 34-0 40 -0 35-2-01-2-0, 76-& 0 6-0-0 6-8-0 7-4 0 Scale = 1:58.8 6x8 = ADO 4x4 = J 12 11 .� i 12-4-0 2x4 I 4x4 = 6x8 = 8 5x6 = 4x4 = 2x4 II 12-6-12 2641-0 1 1 12-6-12 4 5 4 4 8-0 5-0-0 75 44 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defi L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.56 Vert(LL) -0.18 6-8 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.81 Vert(TL) -0.38 6-8 >671 240 BCLL 0.0 Rep Stress Incr NO WB 0.71 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.04 6-8 >999 240 Weight: 146 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G BOT CHORD REACTIONS (lb/size) 1=210/0-5-8 (min. 0-1-8), 11 =1 988/0-5-8 (min. 0-2-2), 6=852/0-5-8 (min.0-1-8) Max Horz 1=-60(LC 6) Max Uplift 1=-1O(LC 5), 6=-18(LC 4) Max Grav 1=363(LC 15), 11=1988(LC 1), 6=881(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-174/400, 2-3=0/1082, 4-5=-818/48, 5-6=-1638/0 T CHORD 1-13=-342/105, 12-13=-342/105, 12-14=-342/105, 11-14=-342/105, 11-15=-465/24, 10-15=-465/24, 10-16=0/556, 9-16=0/556, 9-17=0/1479, 8-17=0/1479, 8-18=0/1479, 6-18=0/1479 vvr-BS 2-12=0/396, 2-11=-947/13, 3-11 =-1 576/0, 3-10=01912, 5-9=-864/8, 5-8=0/391, 4-9=0/562, 4-10=-803/0 Structural wood sheathing directly applied or 4-8-6 oc purlins, except 2-0-0 oc puriins (6-0-0 max.): 3-4. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 6. 8) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Graphical purtin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. LOAD CASE(S) Standard Q?,gFESS/o 500rn N U� p �� Z LU C 074486 rn *� f"i-12-31-13 �* / July 10,2013 ® kS!AiW3M - Werifg dcsirgn ar=,9trrs mxd READ IM-7 W Olsl 7AIS AND MCLUDED.0P'EK PEfER—EME PAGE F1T7--d473.B eY}IZV (EL Design valid for use only with MOek connectors. This design is based only upon parameters shown, and is for an individual building component. �rt Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTeW fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSO.89 and BCSI BuBding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 1f5as. mSne(Sp);vmUexis;3Sgsisrad, N3 a design: rafres are those ef!e-:true 06Jff?j:243.3 by XL g Job Truss Truss Type Qty Ply �1111A R40054960 3117_A T4C Hip Truss 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 9013 MTek Industries, Inc. Wed Jul 10 09:35:40 2013 Page 1 ID_IUKOyQYzmzBOzGgsMjQH7zNRLd-2KIC9_xPlzpfEFizSbKWOQkiUPyASN9?YSGydByzU6X 6 5 1 12-0-0 :- 1 17-M 224)-0 2715 34-0 6-5-1 5.6-15 5-0-0 5-M 5-G-15 6-5-1 W 6 4x8 = 4 00 f17 3x4 = 4x8 Scale = 1:58.8 4x4 — 6x12 = 4x4 = i 12244) II 6x12 = 2x4 II 6-5-1 510-15 9-" 5.10-15 6-5-1 Plate Offsets (X,Y): 1[3:0-4-0.Edpel. 15:0-4-0.Edae1, It0:0-5-0.0-3-01. 111:0-5-0.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft ' Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0.32 10-11 >805 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.83 Vert(TL) -0.55 10-11 >461 240 BCLL 0.0 Rep Stress Incr NO WB 0.87 Horz(rL) 0.03 7 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wlnd(LL) 0.03 9 >999 240 Weight: 146 Ito FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-9-15 oc purlins, BOT CHORD 2x4 OF No. 1&Btr G except WEBS 2x4 OF Stud G 2-0-0 oc purlins (6-0-0 max.): 3-5. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=192/0-5-8 (min. 0-1-8), 11=2022/0-5-8 (min.0-2-3), 7=836/0-5-8 (min. 0-1-8) Max Horz 1=-53(LC 6) Max Uplift 1=-14(LC 5), 7=-19(LC 4) Max Grav 1=354(LC 14), 11=2022(LC 1), 7=867(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. P CHORD 1-2=-197/400, 2-3=0/1046, 3-4=0/1033, 4-5=-738/39, 5-6=-848/37, 6-7=-1658/0 T CHORD 1-1 3=-346/168,12-13=-346/168, 12-14=-346/168, 11-14=-346/168, 10-16=0/1504, 9-16=0/1 504, 9-17=0/1 504, 7-17=0/1 504 _iBS 2-12=0/374, 2-11=-912/9, 4-11 =-1 356/0, 4-10=0/857, 6-10=-806/5, 6-9=0/367, 3-11=-674/20 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for live load 20.Opsf the bottom in 3-6-0 tall by 1-0-0 Q �QFESS/O /t! a of on chord all areas where a rectangle wide fit between the bottom q l will chord and any other members. 6) A reduction 20% has been for the lumber �, O SOON l� 4- plate rating of applied green members. 7) Provide mechanical connection others) of truss to bearing capable of 100 Ito 1, 7. O�i_ (by plate withstanding uplift at joint(s) CO 2 8) This truss has been designed for a moving concentrated load of 250.O1b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Lu C 074486 tT11 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the lop and/or bottom chord. XI 1231-13 LOADCASE(S) Standard / OF July 10,2013 ® WAWIArG- Yerify dt&iq l rsarzrmrtem assd RLA D R{DTM OK 7771E 11M LWrLUD D.IM7E [ PEFER1-PWE» PACxE lSd1-7473 86MR13 i ASP. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown I, for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respomibillity of The IMR� i�' = erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding _ fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI BuSding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Cibus Heights, CA, 95610 ff Soumam Pine '}furnba-is 5xesit9ezk2 medest$nualiaw we thwa g1{rtnse 06/0212,01.3 byA15C Job Truss Truss Type Ply. 3117 A �Qty R40054961 3117_A T4D Hip Truss 1 1 Job Reference o tional BMC, Indio, CA - 92203 7.420 s May 10 2013 Mirek Industries, Inc. Tue Jul 09 18:27:52 2013 Page 1 ID: IUKOyQYzmzBOzGgsMjQH7zNRLd-8HZQcPbl yZQEZbga91DGkBd5_gpUxsuO?mxlBYyzjA5 5315 10-0-0 12-513 17-0-0 21-8.0 240-0 28-8-1 34-0-0 3Sz-0, r 5315 48-1 2-513 4-6-3 48-0 I 2-0-0 48.1. 53-15 1-2-0 Scale = 1:59.9 6x8 = 4.00 12 2x4 11 4x6 = 18 17 19 16 20 15 21 14 22 13 23 12 24 11 25 2x4 II 3x10 = 5x6 = 2.4 II I s31s 10 0 o E 1z s 1z n-ao 1 z1-6 o z4ao zB B 1 340 0 5115 4-11 2-6-12 414 4-8-0 2.4-0 4-8-1 1115 Plate Offsets (X,Y): r7:0-2-8.D-0-121 f9:0-4-1.0-1-81 114:0-3-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.32 Vert(LL) -0.08 9-11 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.59 Vert(TL) -0.19 11-12 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.85 Horz(TL) 0.04 9 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix) Wind(LL) 0.03 11-12 >999 240 Weight: 159 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 4-10-1 oc purlins, except BOT CHORD 2x4 DF No. I&Btr G 2-0-0 oc puriins (6-0-0 max.): 3-7. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=217/0-5-8 (min. 0-1-8), 15=1979/D-5-8 (min. 0-2-2), 9=85310-5-8 (min. 0-1-8) Max Horz 1=-47(LC 6) Max Uplift1=-11(LC 5), 9=-16(LC 4) Max Grav 1=369(LC 17), 15=1979(LC 1), 9=876(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-394/248, 2-3=0/664, 3-4=0/1171, 4-5=0/1169, 6-7=-911/31, 7-8=-1159/15, 8-9=-1765/0 30T CHORD 1-18=-208/357,17-18=-208/357,17-19=-208/357,16-19=-208/357,16-20=-617/33, 1520=-617/33, 14-22=0/909, 13-22=0/909, 13-23=0/1041, 12-23=0/1041, 12-24=0/1613, 11-24=0/1613, 11-25=0/1613, 9-25=0/1613 WEBS 2-16=-756/0, 3-16=0/452, 3-15=-935/0, 5-14=0/591, 7-13=-336/4, 7-12=0/439, 8-12=-667/0, 2-17=0/362, 8-11=0/347, 6-13=0/336, 5-15=1577/0, 6-14=-869/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. (}FESS/ 4) All plates are 3x4 MT20 unless otherwise indicated. Q� Q 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. A, 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will S4`t fit between the bottom chord and any other members. U.r b 2 7) A plate rating reduction of 20% has been applied for the green lumber members. CD rs 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 9. LU C 074486 M 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Cif Bottom Chord, nonconcurrent with any other live loads. * E 12-31-13 10) Graphical purlin representation does not depict the size or the orientation of the purin along the top and/or bottom chord. LOAD CASE(S) StandardT�r �0F fl July 10,2013 ® WARNTNG - Verify d1.u^Krxgn param&em a au'.RE4D NOTES ON THIS AND d?SF.a'3a21 S PAG9 JW1-7473.SPFVR9 (ER Design valid for use only with M7ek connectors. This design B based only upon parameters shown, and is for an individual building component. �f Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the pp� tt'' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarclmg MiTe`0. fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB.89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 dfsoi.�m Piret&P) lumis&: it spec ied:me 9es4t vaivas amtha^.a< ef.`etive 06101f:2013 by aLSC Job Truss Truss Type Qty Ply 3117 A R40054962 1 3117 A T4E Hip Truss 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 is May 10 2013 MiTek Industries, Inc. Wed Jul 10 09:36:25 2013 Page 1 I D:_IUKOyQYzmzBOzGgsMjQH7zNRLd-E_WDbMUeQoUG89ecbYe3jv5RJYRMuovdubgri4yzU5q r1-2-0 4�E.. - 8-0.0 12b-0 171 F 21b-0 V— + 29-7-10 r r� - 37-10 4-6-0 41r0 4$ 0 4-_6 37-10 Scale = 1:60.6 o d 4.00 12 4x4 = Special Special 4x6 = 3x10 = 4x5 = 4x4 20 18 21 17 22 16 23 24 15 25 14 26 13 27 12 28 2x4 II 7x10 = Special Special 7x10 = 7x10 = 2x4 II 12-4-0� ` - 12F>-12 17-0-0 21E-0 26-0-0 29-7-10 34.0.0 4-0-0 37-10 4-Cr12 45-0 4-6-0 4-611 37-10 4-0-6 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d TCLL 20.0 Plates lncrease 1.25 TC 0.23 Vert(LL) -0.04 17-18 >999 480 TCDL 14.0 Lumber Increase 1.25 BC 0.28 Vert(TL) -0.08 13 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.57 Horz(TL) 0.01 10 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.02 13 >999 240 LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x6 DF No.2 G WEBS 2x4 OF Stud G PLATES GRIP MT20 220/195 Weight: 358 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except 2-0-0 oc puriins (6-0-0 max.): 4-8. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 2=662/0-5-8 (min. 0-1-8), 16=2968/0-5-8 (min. 0-1-13), 10=845/0-5-8 (min. 0-1-8) Max Horz 2=-38(LC 6) Max Uplift 10=-24(LC 4) Max Grav 2=1054(LC 17), 16=3347(LC 12), 10=856(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2410/0, 3-4=-2099/0, 4-19=-1969/0, 5-19=-1971/0, 5-6=0/1450, 6-7=-1103/54, 7-8=1293/24, 8-9=-1397/17, 9-10=-176810 BOT CHORD 2-20=0/2263, 18-20=0/2263, 18-21=0/2263, 17-21=0/2263, 17-22=-1450/0, 22-23=-1450/0, 16-23=-1450/0, 16-24=518/127, 15-24=-518/127, 15-25=-518/127, 14-25=-518/127, 14-26=0/1103, 13-26=0/1103, 1327=0/1631, 12-27=0/1631, 12-28=0/1631, 10-28=0/1631 _BS 3-18=-13/254, 317=-443/0, 4-17=-180/391, 5-17=0/3713, 5-16=-2006/0, 6-16=-1709/0, 6-14=0/1138, 7-14=-443/24, 7-13=0/469, 9-13=-527/3, 9-13=0/280 NOTES 1) 2-ply truss to be connected together with 1Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0.9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) Provide adequate drainage to prevent water ponding. 6) All plates are 3x4 MT20 unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10. 11) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 110 lb down and 13 lb up at 8-0-0. and 110 lb down and 13 lb uo at 10-0-12 on too chord. and 1654 lb down at 8-0-0. and 303 lb down at 10-0-12. and 413 lb X IiY.AI KffG - YeriA etsign na -c metevas and PXAD NOTES ON 7WIS ARID DCLUDE0 BUTEK P.EFF..R-ENCE PACE M/1-74n €3SKIRB iRSE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and k for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resporuibillity of the erector. Additional permanent bracing of the overall structure B the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality CrIteda, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 'f Sas.^rhamFnet l'umtaar is gees: the desig rrah—; art;ha fe-vve 05fs1E,j283?:3 hvA�LSC �,ROFESS/pN SOON o�FZc G C 074486 rn t *` E' � 2-31-13 f July 10,2013 Idt MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 3117 A R40054962 3117_A T4E Hip Truss 1 Job Reference (optional) 6MG, Indio, GA - 92Z03 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-68, 4-8=-68, 8-11=-68, 2-10=-20 Concentrated Loads (lb) Vert: 4=-93(F) 17=-723(F) 19=-93(F) 22=-95(F) 23=-323(F) f.4Zu s May 1u Zu13 MI I ex Inausmes, Inc. vvea JUI lu U9:3ti:zo Zu13 Mage Z I D:_IU KOyQYzmzBOzGgsMj Q H7zN RLd-E_W DbMUeQoUG89ecbYe3jv5RJYRMuovdubgri4yzU5q ® WAiCK s - Verify d—ns yn ©m^ametey s and FEAR NUT W, ON MIS AND INM UDED drP TWT P YERS CE PACE M-7473-Si%P`i3R9 (RSP Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consuh ANSI/TPII Quality Criteria, DSB-89 and BCSI BuOding Component Safety Inforrnallon available from Truss Plate Institute, 781 N. lee Street, Suite 312, Alexandria, VA 22314. tfsatrmam Fine$'Sp}lumber: islesfmd, e-=design.0 haw ass¢hcsa eft=tine ORfG2/:201.3 byALSC MR, MiTek� 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Ply 3117 A �Qty R40054963 3117 A TSA Common Truss 3 t Job Reference (optional) i d 57-10 may w oo<ois rage ID_IUKOyQYzmzBOzGgsMjQH7zNRLd-YsFYERdwFUohQ2P9gRmzMmFcbtm08NdSikAPotyzjA2 5.2-6 6-2-6 4x6 = 3 5-7-10 1-2-0 Scale = 1:37.7 3x6 = Sx8 = 3x4 = 34 = i 7-5-5 14-2-11 2150 7-5-5 6-9-5 7.5.5 Plate Offsets ()(,Y): 11:0-1-1.Edgel, 15:D-1-1,Edae1, 18:0-4-0.D-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) -0.19 7-8 >999 480 MT20 1 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -0.41 1-8 >621 240 BCLL 0.0 Rep Stress Incr NO WB 0.21 Horz(fL) 0.08 5 n/a n/a BCDL 10.0 Code IBC2009/fP12007 (Matrix) Wind(LL) 0.04 8 >999 240 Weight: 83 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc puffins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [installationid REACTIONS (lb/size) 1=930/0-5-8 (min. 0-1-8), 5=1035/0-5-8 (min. 0-1-8) Max Horz 1=-50(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2201/0, 2-3=-1924/0, 3-4=-1908/0, 4-5=-2191/0 BOT CHORD 1-9=0/2039, 8-9=0/2039, 8-10=0/1386, 7-10=0/1386, 7-11=0/2015, 5-11=0/2015 WEBS 3-7=0/668, 4-7=-383/66, 3-8=0/677, 2-8=-394/71 OTES i Unbalanced roof live loads have been considered for this design. i Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard I, WARKNG - Verify dmnisgm paramtl ers mr3READ NO 3M, S ON 7WIS .&itrS1 LK1,=10 Aff'ff dS P,f FED£ PAGE MI 74rd 8M)!{i'.3IM Design valid for use only with Welk connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component lately Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 13 Sc "sm Ria?e ) lumber is 3petified, Nua tiaaigas vakbes ans shasa ef?e,:x ue rPSJfl.3;j2:#1.3 i y ESC saoN one v C 074486 rn E� 12-31-13 1* OF July 10,2013 Not Mi iek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qly Ply 3117 A R40054964 3117 A T5B Common Truss 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MiTek Industries, Inc Toe Jul 09 18:27:55 2013 Page 1 ID_IUKOyQYzmzBOzGgsMjQH7zNRLd-YsFYERdwFUohQ2P9gRmzMmFcbtm08NdSikAPotyzjA2 5-7-10 10-10-0 + 16-0-6 21-8-0 1 22-10 0 5.7-10 52-6 5-2-6 5-7-10 1-2-0 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE . SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 4x6 = Scale = 1:37.7 3x6 = 5x8 = 3x4 = 34 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) -0.19 7-8 >999 480 TCDL 14.0 Lumber Increase 1.25 BC 0.86 Vert(TL) 0.41 1-8 >621 240 BCLL 0.0 Rep Stress Incr NO WB 0.21 Horz(TL) 0.08 5 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.05 1-8 >999 240 LUMBER BRACING TOP CHORD 2x4 OF No. 1&BV G TOP CHORD BOT CHORD 2x4 OF No. 1&Btr G BOT CHORD WEBS 2x4 OF Stud G REACTIONS (lb/size) 1=930/0-5-8 (min. 0-1-8), 5=1035/0-5-8 (min. 0-1-8) Max Harz 1=-50(LC 6) Max Uplift 1 =-204(LC 9), 5=-240(LC 12) Max Grav 1=1185(LC 8), 5=1290(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2924/643, 2-3=-2303/258, 3-4=-2286/248, 4-5=-2953/630 BOT CHORD 1-9=-614/2707, 8-9=-364/2507, 8-10=-115/1621, 7-1 0=-1 15/1621, 7-11=-317/2483, 5-11=-566/2683 IEBS 3-7=0/668, 4-7=-393/77, 3-8=0/677, 2-8=405/81 PLATES GRIP MT20 2201195 Weight: 83 lb FT = 20% Structural wood sheathing directly applied or 3-7-6 oc purlins Rigid ceiling directly applied or 8-6-10 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. , OTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) except at=lb) 1=204, 5=240. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 21-8-0 for 69.2 plf. LOAD CASE(S) Standard � ?,OF ESS/o SOON c 2 CID 2�, y LU C 074486 M *� EXPr 12-31-13 �* �F July 10,2013 ® 6drA/7 PFC - bert�q design par'amea enss and i'- %AD NDTF.S CIN YWJS AND INC LUDED,MTEK PXFr^.ROWE> PAGE IV- 747"J .i3%F`U w (ME Design valid for use only with Mnek connectors. This design is based only upon parameters shown, and is for an individual building component. �f Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the A erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiT ek' fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPII Quality Criteria, DSB-89 and BCSI BuOdng Component 7777 Greenback Lane, Suite 109 Safely Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 tf S:oL'G'ta_ pir efw, hlrnbe:r is spec fie_„'the design wfues asetho" of -tive 06 41:12013 byA'L5C Job Truss Truss Type Ply 3117 A 10ty R40054965 3117 A TSC Common Truss 1 1 Job Reference (optional) BMC, Indio, CA - 92203 - 7.420 s May 10 2013 M7ek Intlustries, Inc. Tue Jul 09 18:27:56 2013 Page 1 I D:_IU KOyQYzmzBOzGgsMjQ H7zNRLd-02oxSneY0owY2C_LOB I Cu_onKH6FtgtbwOvzKJyzjA1 5-7-12 10.10-0 16-&6 21.8-0 72-10-0 5-7-10 5-2.6 5-2-6 5-7-10 1-2-0 Scale = 1:37.7 44 = N IA d 3x6 = 5x8 = 3x4 = 34 = 7-5-5 14-2-11 21-8-0 7-5-5 6-9-5 7-5-5 Plate Offsets (X,Y): fl:0-1-1,Edgel, f5:0-1-1,Edge1, 18:0-4.0.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) -0.19 7-8 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -0.41 1-8 >621 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.21 Horz(TL) 0.08 5 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Wind(LL) 0.04 8 >999 240 Weight: 83 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.l &Btr G TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc purlins. BOT CHORD 2x4 DF No.t&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installationuid REACTIONS (Ib/size) 1=93010-5-8 (min. 0-1-8), 5=1035/0-5-8 (min. 0-1-8) Max Harz 1=-50(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2201/0, 2-3=-1924/0, 3-4=-1908/0, 4-5=-2191/0 BOT CHORD 1-9=0/2039, 8-9=0/2039, 8-10=0/1386, 7-10=0/1386, 7-11=0/2015, 5-11=0/2015 WEBS 3-7=0/668, 4-7=-383/66, 3-8=0/677, 2-8=-394/71 "OTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cal. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20°% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard ��ti�op S40N 2 Lu U C 074486 rh ST� 'Z�OF July 10,2013 ® itYA?t INN - Verifg dr ign parasrz&em alai nRrAD IV07M ON 7WIS AM 1NCr_VDi�1). flMK P-17YEREE!7l'E PACE JJMfP-7473 SEi` RS Cam. Design valid for use only with M7ek connectors. This design 6 based only upon parameters shown, and is for an individual building component. �a Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the �L erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi iT ek• fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll QuaBty Cdterio, DSB-89 and BCSI Building Component - 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 SaL^T' —m. Pine ISPI, tumbe . is s'pecifle �L. tlxe daxign val�am those eFe—K 06ic212,11.3 by A-:LSC Job Truss Truss Type Qty Ply 3117 A R40054988 3117 A T5D Common Truss 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 is May 10 2013 MTek Industries, Inc. Tue Jul 09 18:27:56 2013 Page 1 ID_IUKOyQYzmzBOzGgsMjQH7zNRLd-02oxSneYOowY2C LO81Cu onjH6PtgwbwOvzKJyzjA1 -1-2-0 5-7-10 10-10-0 16-0-6 21-8-0 22-10-0 , 1-2-0 5-7-10 5-2.6 5-2-6 5-7-10 1-2-0 Scale = 1:39.7 �1 0 44 = 3,65 = 5x8 = 3x4 = 3x6 = I� 0 i 7-5-5 14.2-11 21-8-0 7-55 6-9-5 7.5-5 1 Plate Offsets MY): 12:0-1-1,Edge1, 16:0-1-1,Edgel, 19:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 . Plates Increase 1.25 TC 0.34 Vert(LL) -0.19 8-9 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -0.40 2-9 >638 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.21 Horz(TL) 0.07 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.04 8-9 >999 240 Weight: 85 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.t&Btr G TOP CHORD Structural wood sheathing directly applied or 4-3-6 oc purfins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Insiallation uid REACTIONS (lb/size) 2=1031/0-5-8 (min. 0-1-8), 6=1031/0-5-8 (min. 0-1-8) Max Horz 2=-46(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2182/0, 3-4=-1898/0, 4-5=-1898/0, 5-6=-2182/0 BOT CHORD 2-10=012006, 9-10=0/2006, 9-11=0/1376, 8-11=0/1376, B-12=0/2006, 6-12=0/2006 WEBS 4-8=0/669, 5-8=-382/66, 4-9=0/669, 3-9=-382/66 - IOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard WAWING - Verify dmign parameter s mass READ RD ISaS ON 7WIS AM 1Ns"CLUDEi).lk3 TEK P"ERSWE PACE 1 -74 rJ SE)"i RZ Z P Design valid for use only with M7ek connectors. This design B based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component'a responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Qualtiy Crtteria, DSO.89 and BCSI BuIlding Component Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. i5 Soun=_m Dine fSP)lumbo , is recified t, a design —1ues ate -those et=e=tnre MM112,31.3 bV A I, SC PROF ESS/p Sooty o1�2 C 074486 *� E� 1231-13 �* July 10,2013 MR, MiTek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Ply 13117A R40054967 3117 A T5E GABLE 1QtY 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s may iu 2vi3 Mn ex i i-ui—, 4- r u. iui ua i..27.5cv, o F.W. . ID_IUKOyQYzmzBOzGgsMjQH7zNRLd-UEMJf7fAn62PgM7XyrpRRBK OhYScHB192fMmyzjAO -1-2-0 5-10-1 10-10-0 15-9-15 21-8-0 22-1a0 1-2-0 s1a1 4-11-1s 4-11-1s slat 1-2-0 �1 0 Scale = 1:39.7 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH,AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 5x6 = 4x4 = 4x4 = 13 12 14 11 15 10 16 2x4 II 5x8 = 2x4 II 5-10-1141a0 15-9-ts 21-8-0 S1a1 4-11.1s 4-11-'IS slat Plate Offsets MY): r3:0-3-0 Edael f7:0-30 Edoel f11:0 1-0 0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.24 Vert(LL) -0.08 8-10 >841 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.12 8-10 >576 240 BCLL 0.0 Rep Stress Incr NO WB 0.20 Horz(TL) 0.00 10 n/a n/a BCDL 10.0 Code IBC2009ITP12007 (Matrix) Wind(LL) 0.01 2-12 >999 240 Weight: 103 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No. 1&Btr G `Except` TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. T2: 2x6 OF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 OF No.1 &Btr G MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 OF Stud G be installed during truss erection, in accordance with Stabilizer sallation guide, REACTIONS All bearings 16-4-0 except (jt=length) 2=0-5-8, 8=0-5-8. (lb) - Max Harz 2=-42(LC 15) Max Uplift All uplift 100 lb or less at joint(s) except 2=-163(LC 9), 10=-166(LC 12), 12=-169(LC 13). 8=-169(LC 12) Max Grav All reactions 250 lb or less at joint(s) except 2=481(LC 8), 11=459(LC 29), 10=707(LC 20), 12=675(LC 21), 8=466(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. -DP CHORD 2-3=-617/405, 3-4=-351/364, 4-5=-464/370, 5-6=-478/381, 6-7=-376/378, 7-8=-583/459 DT CHORD 2-13=-381/529, 12-13=-209/335, 11-14=-295/444, 11-15=-264/373, 10-16=-231/312, 8-16=-425/506 vJEBS 5-11=-261/23,6-11=-356/331,6-10=-588/237,4-11=-411/331,4-12=-560/243 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 163 lb uplift at joint 2, 166 lb uplift at joint 10 169 lb uplift at joint 12 and 169 lb uplift at joint 8. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 21-8-0 for 69.2 pH. 9) No notches allowed in overhang and 10200 from left end and 10200 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. LOAD CASE(S) Standard oFESSIO� 4w ©o sooty o�F LU C 074486 rn Dr- * P 1231.13 q�FOF C. July 10,2013 ® WARKP80 - Verify dte cr"ga varm7mteyz and RFAD NO jT-S 01f THi6 AND INC LUDiM 112 Mf PSYRREICE PAGE I+III-7473 BEMR91FE, Design valid for use onlywith MiTek connectors. This design is based ony upon parameters shown, and is for an individual building component. ` Applicability of design parameters and proper incorporation of componentis responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members ony. Additional temporary bracing to insure stability during construction is the respom billity of the /� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiT ek' fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 if§oumern. Pine t'Sis1',vmb3 is sise Wmd,-me design. foes so�e thmt egs-.rue%fG112iD13 tsy A15C Job Truss Truss Type Qty Ply 3117 A R40054968 3117 A T5F GABLE 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7,420 5 May 10 2013 M7ek Industries, Inc. Tue Jul 09 18:27:59 2013 Page 1 I D:_IU KOyQYzmzBOzGgsMjQH7zNRLd-QdU34ogQJj 16Aw3Gry WcQ GVU9f4Ap2cM6dxey74 -1-20 - 5.10.1 10-10-0 15-9-15 21-8.0 22-10-0 1-2-0 510.1 4-11-15 411-15 5-10.1 1-2-0 Scale = 1:39.7 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 4x6 11 3x10 II 3x10 II 5 6 7 4x6 = 5x8 = 3x4 = 4x6 = i 5-101 10-10-0 159-15 21-8-0 5-10-1 4-11-15 411-15 5-10-1 l LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TPI2007 CSI TC 0.43 BC 0.81 WB 0.26 (Matrix) DEFL in (loc) I/deft Ud Vert(LL) -0.14 10-12 >999 480 Vert(TL) -0.37 10-12 >706 240 Horz(TL) 0.10 10 n/a n/a Wind(ILL) 0.06 14-15 >999 240 PLATES GRIP MT20 220/195 Weight: 122 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G *Except* TOP CHORD Structural wood sheathing directly applied or 3-3-15 oc puffins. T2: 2x6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 8-9-15 oc bracing. BOT CHORD 2x4 OF No. 1&Btr G MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 OF Stud G be installed during truss erection, in accordance with Stabilizer [Installationui OTHERS 2x4 OF Stud G e REACTIONS (lb/size) 2=1036/2-8-0 (min. 0-1-8), 10=1036/2-8-0 (min. 0-1-8) Max Horz 2=-43(LC 16) Max Uplift2=-199(LC 9), 10=-199(LC 12) Max Grav 2=1256(LC 8), 10=1256(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3246/595, 3-4=2896/499, 4-5=-2066/177, 5-6=-1636/0, 6.7=-1647/0, 7-8=-2109/191, 8-9=-3045/484, 9-10=-3285/625 OT CHORD 2-34=0/3083, 34-35=0/2365, 15-35=0/2365, 15-36=0/2360, 14-36=0/2360, 14-37=0/1662, 13-37=0/1662, 13-38=0/2406, 12-38=0/2406, 12-39=0/2412, 39-40=0/2412, 10-40=-575/2912 WEBS 8-13=-875/9, 8-12=0/366, 414=-844/5, 4-15=0/355, 5-14=0/521, 7-13=0/536 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/rPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated.4Lfl (� 9( 5) Gable studs spaced at 1-4-0 oc. 6) This has been designed for 10.0 bottom live load live loads. w�� N FZ truss a psf chord nonconcurrent with any other 7) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will �Q QQ 0 ` C fit between the bottom chord and any other members. i V 0 Z 8) A plate rating reduction of 20% has been applied for the green lumber members. W !� 074486 17171 li 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 199 lb uplift at joint 2 and 199lb uplift at Of joint 10. EVI 12-31-13 10) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the 7t Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag sX t �� loads along bottom chord from 0-0-0 to 2-0-0, 19-8-0 to 21-8-0 for 375.0 pit. �¢ rFOF 12) No notches allowed in overhang and 10200 from left end and 10200 from right end or 12" along rake from scarf, whichever is larger. C. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. July 10,2013 ® WARK - V lri y d_-f pta-amet aw.d PRAD i11i}1W ON 71IIS A74D l7diLTid M IkIITx.3 3' PAGE mid-747J BEMRE its. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. ` Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the R #i � <. erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding IYB fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 ffsout'e=_m frir tipj lasmhea is;lsas^frsd6 thedes8n v;iik es are:'thote stY' 06j01/2013 byAtSC 9 Job Truss Truss Type Ply 3117 A �Qty Raoosas69 3117 A T6A Half Hip Truss 1 1 Job Reference(optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Intlustries, Inc. Tue Jul 09 18:27:59 2013 Page 1 ID_IUKOyQYzmzBOzGgsMjQH7zNRLd-QdU3409QJjl6vfjw3GrvWcQHpUBy4Dz2cM8dxeyzjA 6.3-0 12-6-0 136.0 6.3-0 6-3-0 1-2-0 Scale = 1:22.6 4x6 = 2x4 11 3x6 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) -0.13 1-5 >999 480 TCDL 14.0 Lumber Increase 1.25 BC 0.67 Vert(TL) -0.23 1-5 >642 240 BCLL 0.0 Rep Stress Incr NO WB 0.12 Horz(TL) 0.02 3 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.02 1-5 >999 240 LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G REACTIONS (lb/size) 1=531/Mechanical, 3=641/0-5-8 (min. 0-1-8) Max Harz 1=-36(LC 6) Max Uplift 3=-7(LC 4) Max Grav 1=541(LC 11), 3=641(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1040/0, 2-3=-1044/0 BOT CHORD 1-6=0/929, 5-6=0/929, 5-7=0/929, 3-7=0/929 "EBS 2-5=0/399 PLATES GRIP MT20 220/195 Weight: 40 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer installation ui :)TES Unbalanced roof live loads have been considered for this design: 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=B:Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7 lb uplift at joint 3. 8) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard lO Q?,O ESS/� SQON OIF�Cs LU C 074486 r *i E12 -31-13 I July 10,2013 A ib'AW1 -'t ecJy cles* pm-atw&eyx anal PUD NO TW ON ITNE AND MULUDID 11V t'f-3K P.Lxi'&1U. R PACE MI-747J .B1701W t rSE. -- Design valid for use only with Wek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M' 1T eW fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Crlfedc, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Informalion available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 ifT.aut°sam.Pine ISD) lumber it specified:tile d"—,9n uaiu�n.s are:tis OS eftmue, 01f2,21.3 byA25t Job Truss Truss Type Qty Ply 3117 A R40054970 3117_A T6B Hip Truss 1 1 Job Reference o ti nal BMC, Indio, CA - 92203 36-1 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:28:00 2013 Page 1 ID_IUKOyQYzmzBOzGgsMjQH7zNRLd-vp2RH8h241 QzXpl6d_M83gySguYepUlBrOtAT5yzj9z 6_6-0 26-15 2315 030 6x8 = Special 3 3S1 12.0 Scale = 1:23.0 2x4 11 Bx12 = 2x4 II 3x10 = HJC26 66-0 ell 26-15 26-15 3-5-1 r;6 LOADING (psf) SPACING 2-0-0 CS1 DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) -0.14 8-9 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.57 Vert(TL) -0.25 8-9 >584 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.86 Horz(fL) 0.05 5 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Wind(LL) 0.02 8 >999 240 Weight: 58 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.18Btr G BOT CHORD 2x6 DF SS WEBS 2x4 DF Stud G REACTIONS (lb/size) 1=966/Mechanical, 5=1088/0-5-8 (min. 0-2-0) Max Horz 1=-38(LC 6) Max Grav 1=1785(LC 13), 5=1865(LC 17) BRACING TOP CHORD Structural wood sheathing directly applied or 2-10-3 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installatign guide, FORCES (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4849/0, 2-3=-4840/0, 3-4=-4840/0, 4-5=-4740/0 BOT CHORD 1-10=0/4591, 9-10=0/4591, 9-11=0/4591, 8-11 =014591, 8-12=0/4465, 7-12=0/4465, 7-13=0/4465, 5-13=0/4465 "/EBS 4-8=-123/314, 3-8=0/2777 OTES r / Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph: TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) Use USP HJC26 (With 16d nails into Girder & 1 Od nails into Truss) or equivalent spaced at 0-5-4 oc max. starting at 6-0-6 from the left end to 6-5-10 to connect truss(es) JD1 (1 ply 2x4 DF), CJ6A (1 ply 2x4 DF), JD1 (1 ply 2x4 DF), CJ6A (1 ply 2x4 DF) to front face of bottom chord. 9) Fill all nail holes where hanger is in contact with lumber. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 210 lb down and 38 lb up at 6-3-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-68, 3-6=-68, 1-5=-20 AWARKNG- verify d,;s:yr1 p ror rltrf s ar>a somas a tncl rs .i?at 1 a n ft°° r�r rrrr-7473.€iEF Lt�J 3 trsP Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component B responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSIM1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. °fSouthrem Pine (SPI lumbe . is sc axifiPd'. tits 4esi€n values are tha,r¢ efft-cive 06;AGI f2,013 by ALSC Q?OESS/SOON {} , 4- Lu UDC 074486 rn * E 12731-13 IV 4��P AZ OF July 10,2013 MiTek' T777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 13117A R4005497D 3117_A T613 Hip Truss 1 1 Job Reference (optional omc, main, c. - anus LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 3=-130(F) 8=-753(F) "4zu s may iu zul3 ml l eK Inousmes, Inc. I ue Jul U9 16:z6:uu zu13 Page z ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-vp2RH8h241QzXpl6d_M83gySguYepUlBrOtAT5yzj9z ® WAMislc - Verify tics srps eerumc2c s mxd FEED Att ITZ ON MR APR) LWVITJVM),IfflTEK PEFERPME PAW ARtf-74 TJ .E3 Y)RE [IM Design valid for we only with MOek connectors. This design is based only upon parameters shown, and is for an individual building component. �f Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction s the responsibility of the {{ /� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek.' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCS] Bunding Component 7777 Greenback Lane, Suite 109 Safely Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If SzsUVIempi.ne ISV} lumber isalseefed, the desia ualxes am those eife_tive 061,1112013 byAtSC Citrus Heights, CA, 95610 Symbols Numbering System I A General safety Notes PLATE LOCATION AND ORIENTATION ' 3j4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0 -1�16 For 4 x 2 orientation, locate plates 0-'nd' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. `Plate location details available in MITek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 X 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 o: O x U d O 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUM BERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Southern Pine lumber designations are as follows: SYP represents values as published by AWC in the 2005/2012 NDS SP represents ALSC approved/new values with effective date of June 1, 2013 © 2012 MiTekO All Rights Reserved � n MiTek" igineering Reference Sheet: MII-7473 rev. 02/26/2( Failure to Follow Could Cause Property Damage or Personal Injury I . Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. 16-00-00 i 30-00-00 34-00-00 I t 16-02-00 ( 12-06-00 N 15-04-00 N I 12-04-00�21-06-000 Roof Layout 'his is a truss placement diagram only. 'hese trusses are designed as individual building components to be incorporated into the building design at the specification of the building designer. See individual design sheets for each he building designer is responsible for temporary and permanent bracing of the roof and floor system and for the overall structure. The design of the truss support structure including hea f the building designer. For general guidance regarding bracing, consult "Bracing of Wood Trusses" available from the Truss Plate Institute: 83 D'Onifrio Drive ladison, WI 53179 n 0 M a)O N O � C Z � w .0 0 (D : CC m ti M L L f_ N n D � ©- Hhus26-2 (x03) L IC Z UA)` W L AA A u O q ©- Hus26 (ill) Lus26 (x14) 0 A211Q- eQ- Tbj.26 (x02) ) �2601 z4 S .� V9 1 WNW 73 P P' 05W YYY. ji6p�--'tt F �t ®U. >` r I WG3 : z r_ (.i N nth 4. 0 Q cM m V% u'i Z _ CO TM <�Tnn W 20 we.y..�� >- M _,y WG:r 0 uss si i93ent•e n It4e"6 lacem ' drawing. -and.�' esponsibility MIM MI MiTek' Re: 3117 B MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by BMC-Indio, CA. Pages or sheets covered by this seal: R40054971 thru R40055018 My license renewal date for the state of California is December 31, 2013. Lumber design values are in accordance with ANSVTPI 1 section 6.3 These truss designs rely on lumber values established by others. QROF ESS/pN CO�`��o� SOON 0 2 U C 074486 c 1 *� EXR 12-31-13 J* ci July 10,2013 Ong, Choo Soon The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. Job Truss Truss Type Qty Ply R40054971 3117 B CIA DIAGONAL HIP GIRDER 1 1 Job Reference (optional) BMC, Indio, CA - M03 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:28:28 2013 Page 1 ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-4CklAjlcUdy?u7RUGssiBk6H9A1 RNIxJHNffSTyzj9X 3-1-4 5. 0.1 10-0-33-1-4 1-10-13 5-O.2 Scale = 1:19.2 ^" NAILtU Special - 3x4 = -11-8 54-11 9-10-11 1 3 2-11-2 2-53 4�i1 41-8 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.24 TCDL 14.0 Lumber Increase 1.25 BC 0.88 BCLL 0.0 Rep Stress Incr NO WB 0.20 BCDL 10.0 Code IBC2009/TP12007 (Matrix) LUMBER TOP CHORD 2x4 DF No.18Btr G BOT CHORD 2x4 DF No. I&Btr G WEBS 2x4 DF Stud G SLIDER Left 2x4 DF Stud -G 2-7-4 DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.15 7-8 >363 240 MT20 220/195 Vert(TL) -0.16 7-8 >356 180 Horz(TL) 0.01 8 n/a n/a Weight: 44 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 7-8. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation -guide. REACTIONS All bearings 0-7-0 except Qt=length) S=Mechanical, 8=0-7-12, 7=Mechanical. (lb) - Max Horz 1=69(LC 3) Max Uplift All uplift 100 lb or less at joint(s) 5 Max Grav All reactions 250 lb or less at joint(s) 5 except 1=711(LC 11), 8=1702(LC 13), 7=361(LC 10) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-10=728/0, 2-10=-718/0, 2-3=-715/0, 4-11=-11/262 -OT CHORD 1-13=0/697, 9-13=0/697, 9-14=0/697, 8-14=0/697 /EBS 4-8=-428/83, 3-9=0/631, 3-8=-1021/0 .OTES 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 261 lb down and 6 lb up at 1-6-10, and 265 lb down at 1-6-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CA$E(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-68, 1-8=-35(F=-15), 6-8=-20 WAi"'KM - Verify d'migst P=am&'-fM =d k-EAD NOTW ON Y73FS AM INCLilDEP.11fi.T SK PJIF'd REWE f'Ai:is' Ml-747J BFIN11W, i WW, Design valid for use only with Wek connectors. This design is based only upon parameters shown, and is for an individual building component. Appi cabifrty of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Crlteda, DSO.89 and SCSI Bunding Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. 1fS�utfiatm via e tspl lum.bea i€specified:t?mdeaign vatas am;]rosy:o&f01I2013 byAISC Qg pFESS1 so o�F� C 074486 cr_rn Ems. 12-31-13 July 10,2013 MiTek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply R40054971 31178 CIA DIAGONAL HIP GIRDER 1 1 Job Reference (optional) r.azu s may iu zuis mi i eK inauscnes, inc. i ue uw u9 1a:za:za zu13 rage 2 ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-4Ck1Aj1 cUdy?u7RUGssiBk6H9A1 RNIxJHNffSTyzj9X LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 10=35(F=33, B=2) 11=43(B) 12=-25(F=-71, B=47) 13=-40(F=-11, B=-28) 14=-85(F=-10, B=-74) 15=29(F=-36, B=65) IAAZfhr3NG - Verifg dig. param&u ,a =,-READ Ni TM ON MIB AM IARM i7liM) DUM P.P.#'ir i3l'ttCE PAW MI 747 3 BF", g [WS Design valid for use only with Mgek connectors. This design's based only upon parameters shown, and is for an individual building component. if Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M'Tek, fabrication, quality control. storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Bu9ding Component 7777 Greenback Lane, Suite 109 Safety Information �!v navailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 4iSauthz- PinetWj lumber. is. apes"ffie..: thad"f Znvxfrelam those eYB-=Cisra fi5JS8T.f2&3S.3 bVAISC Citrus Heights, CA. 95810 Job Truss Truss Type Qry Ply R40D54972 3117_B C2A Diagonal Hip Girder 1 1 Job Reference optional) BMc, Indio, CA-92203 1-7-13 5-7-5 7.420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:28:30 2013 Page 1 I D:_IUKOyQYzmzBOzGgsMj QH7ZNRLd-Obsna P2tOFCj7QatN HvAH9Cbt_jKr7lclh6m WLyzj9V 2-10-0 ruen rn 2-9-11 Scale = 1:22.6 4x6 = 2x4 11 6x8 = 6x8 = 7 Special Special Special 4x4 = Special Special Special 3-3-6 5-7-5 8-5-5 11-1.8 1N1 3-3-6 2-315 I 2-10-0 2-8.3 41-8 Plate Offsets (X.Y): f2:0-4-3,Edgel, f9:0-3-9.0-3-01. 110:0-3-9,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) -0.14 10-11 >954 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -0.21 10-11 >614 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.53 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code IBC2009ITP12007 (Matrix) Weight: 50 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-1-9 oc purlins. BOT CHORD 2x4 OF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [installation gude REACTIONS (lb/size) 6=76/Mechanical, 2=70510-7-6 (min. 0-1-8), 8=659/Mechanical Max Harz 2=84(LC 3) Max Uplift6=-11(LC 3), 2=-18(LC 3) Max Grav6=76(LC 1), 2=1388(LC 12), 8=1363(LC 11) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-3959/0, 3-12=-3949/0, 3-4=-3269/0, 4-5=-1734/0 BOT CHORD 2-13=0/3800, 13-14=0/3800, 11-14=0/3800, 11-15=0/3800, 10-15=0/3800, 10-16=0/3185, 9-16=0/3185, 9-17=0/1682, 8-17=0/1682 VEBS 4-10=0/983, 4-9=-1753/0, 5-9=0/1481, 5-8=-2105/0, 3-11 =-I 2/650, 3-10=-865/1 . TOTES 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) This truss has been designed for a 1 O.p psf bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Refer to girder(s) for truss to truss connections. 8) Provide bearing (> ��FESSJp mechanical connection (by others) of truss to plate capable of withstanding 100 lb uplift at joint(s) 6, 2. O soot, y 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, live ©� C nonconcurrent with any other loads.CO �© 10) "NAILED" indicates 3-1Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. U 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 249 lb down and 2 lb up at 2-9-8, LU C 074486 rn 249 Ib down and 2 lb up at 2-9-8, 267 lb down at 5-7-7. 267 lb down at 5-7-7, and 287 lb down at 8-5-6, and 287 lb down at 8-5-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12-31-13 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). * LOAD CASE(S) Standard s 1V �P 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 OFCA July 10,2013 16 iiY&Ia ING - Verify af_er`gn gar m4 rss <md READ H07M ON YNIS AM YNiI;UDW OTSK PUPPREEML`E PAGE mr-74n.Bi?iY IX USE Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and a for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown i' is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respomibillity of the ��{{� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding YXB ��eW fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSI Bonding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 'f Sourharn. Pii.ne$SP) lumbe-is ,lsebifis :llsredzsgn:.uaWw am those e^Feztiwe 0G101f241.3 hyA,L5C g Job Truss Truss Type Qty �P" R40054972 3117_B C2.A Diagonal Hip Girder 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 15:211:30 2013 Page 2 I D:_I UKOyQYzmzBOzGgsMj QH7zNRLd-Obsna P2tOFCj7 QatN HvAH9Cbt_jKr7lcihBm WLy49V LOAD CASE(S) Standard Uniform Loads (pif) Vert: 1-6=-68, 2-7=-20 Concentrated Loads (Ib) Vert: 4=-76(F=-38, B=-38) 10=-34(F=-17, B=-17) 9=-74(F=-37, B=-37) 5=-225(F=-113, B=-113) 12=62(F=31, B=31) 14=2(F=1, B=1) A WBFfKNG - Verify design parameley s mad PEAR #07M ON YNIS APM sArMO DIM 3f ITSKPPYER- E PAW Ifid7-7 47*J.BF-F RR I ISP. Design valid for use only with Mifek connectors. This design is based only upon parameters shown, and is for an indvidual building component. Applicabifty of design parometers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown t is for lateral support of individual web members only. Additional temporary brocing to insure stability during construction is the respornibillity of the gg� I�{{ T EE�� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 9Yi( ter R fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 €fSouthem Fuse ¢SC.} fur b*T is zsecifie , ta.a 2e4i;nvalues arethost effective OGMI f2t13 by A15C Job Truss Truss Type Qty Ply �J.bRgfarence(optional)R40054973 3117 B Doi Monopitch Truss 1 1 BMC, Indio, CA - 92203 7.420 s May 10 2013 MiTek Industries, Inc. To Jul 09 18:28:31 2013 Page 1 ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-UnQ9ol3VmYKalag3X QPpMkhSO5DaYZIzLuJ3oyzj9U 6-15-5 511-11 3x4 11 Scale = 1:26.3 4x6 = 2x4 I US = 685 511-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.62 Vert(LL) -0.13 1-5 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25. BC 0.68 Vert(TL) -0.25 1-5 >590 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.66 Horz(TL) 0.04 4 n/a n/a BCDL 10.0 Code IBC2009/rPI2007 (Matrix) Weight: 52 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-11-13 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 4-0-13 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer installation e REACTIONS (lb/size) 1=533/0.5-8 (min. 0-1-10), 4=533/0-2-0 (min. 0-1-8) Max Horz 1=127(LC 11) Max Upltft1=-949(LC 13) Max Grav 1=1505(LC 8), 4=545(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less, except when shown. TOP CHORD 1-2=-3923/2867, 2-3=-1537/1430 BOT CHORD 1-6=-2728/3499, 5-6=-1414/2915, 5-7=-1268/2184, 4-7=-453/1508 IEBS 2-5=0/388, 2-4=-965/61 OTES 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 1=949. 7) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) This truss has been designed for a total drag load of 2900 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 12-6-0 for 232.0 plf. LOAD CASE(S) Standard oQRpF ESSIC) SOON o�Fc ti Uj C 074486 rn lRWWAZ� ® \,r F July 10,2013 A 6irARKt G - Verify design param&r s and READ NOTrX ON TNI6 AM INC LS DED.M i33KPF',FEP-1WE PAGE P91-747J SFJ,'GRB (W. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown �n is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the A erector. Addtional permanent brocing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek" fabrication, quality control, storage, delivery, erection and bracing, consult ANSIMII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, Lane, Su if SDL't1'l=Ri Fine 10 01humber se.;gkes.5ed ti-edesign uatues art thosa �:tive DS,011=3 by A'L5C Job Truss Truss Type Qty Ply R40054974 3117 B G1 Jack -Open Truss 1 1 Job Reference (optional) BMC, .Indio, CA - 92203 7.420 s May 10 2013 MiTek Industries, Inc. Tue Jul 0918:28:31 2013 Page 1 I D:_I UKOyQYzmzBOzGgsMj QH7zNRLd-U nQ9ol3VmYKala93x_Q PpMkoGO4Uab8lzLuJ3oyzj9U 57.5 ti0.0 57-5 2-4-11 Scale = 1:18.9 2x4 II 34 = 2-10.5 5-7-5E-0-0 I 2-145 2-9-0 2-4-11 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.18 TCDL 14.0 Lumber Increase 1.25 BC 0.73 BCLL 0.0 ' Rep Stress Incr NO WB 0.49 BCDL 10.0 Code IBC2009ITP12007 (Matrix) DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.04 6-7 >999 240 MT20 220/195 Vert(TL) -0.10 6-7 >884 180 Horz(TL) 0.02 5 n/a ri LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD BOT CHORD 2x6 DF No.2 G BOT CHORD WEBS 2x4 OF Stud G REACTIONS (lb/size) 1=1151/0-5-8 (min. 0-1-8), 5=1565/Mechanical Max Horz 1=66(LC 3) Max Grav 1=1263(LC 10), 5=1685(LC 13) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2760/0, 2-3=1682/0 BOT CHORD 1-8=0/2595, 8-9=0/2595, 7-9=0/2595, 7-10=0/2595, 6-10=0/2595, 6-11=0/1596, 11-12=0/1596, 12-13=0/1596, 5-13=0/1596 EBS 3-5=1981/0, 3-6=0/1595, 2-7=0/717, 2-6=-1148/0 Weight: 42 lb FT = 20% Structural wood sheathing directly applied or 3-11-1 oc puffins Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. DTES 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20 % has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) Use USP JL26 (With 10d nails into Girder & NA9D nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 7-0-12 to connect truss(es) T6A (1 ply 2x4 DF) to front face of bottom chord. 8) Fill all nail holes where hanger is in contact with lumber. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-68, 1-5=-20 Concentrated Loads (lb) Vert: 9=-51 1 (F) 10=-511(F) 11=-511(F) 13=-511(F) ® bPSMJrU - Vcx+ify dbsiq. Paa-urrasfi a d READ INOTFS ON 7WIS AM DML = WTS£a P.EFEP.R NCE PAW lf4il-T4TJ BM01 LI ti - Design valid for use only with MiTek connectors. This design B based only upon parameters shown, and B for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Qual ly Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. NSautsr=sn Fine $STsj lumber ia;p�c:tiFck,tltz vesigm ussls.rdx4s arE;hLKE e1=s:trvc 0sftls f2s}}23 ttrk'LY' �,?OESS/o SOO 0` Vim. ti� y C 074486 \� July 10,2013 Idt MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply R40054975 3117_B G2 Jack -Partial Truss 1 1 Job Reference (optional) BMC, Indio, CA- 92203 7,420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:28:32 2013 Page 1 ID:IUKOyQYzmzBozGgsMjQH7zNRLd-zz_Y?447XsSRMkkGVixeMaHzxoXGJ9BuC?dtbEyzj9T NAILI 435 3.8.11 NAI6ED I 4-8-12 B-0-0 2x4 II Scale = 1:21.2 LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TP12007 CSI TC 0.19 BC 0.31 WB 0.05 (Matrix) DEFL in (loc) I/deft Ud Vert(LL) -0.01 4-5 >999 240 Vert(TL) -0.02 1-5 >999 180 Horz(TL) 0.00 4 n/a n/a PLATES GRIP MT20 220/195 Weight: 38 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 1 D-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer stallation REACTIONS (lb/size) 1=219/0-3.8 (min. 0-1-8), 5=593/0-5-8 (min. 0-1-8), 4=144/Mechanical Max Harz 1=66(LC 3) Max Uplift 4=-21 (LC 3) Max Grav 1=357(LC 9), 5=706(LC 10), 4=406(LC 11) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-310/43 '1OTES Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 �) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 1=5� 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Qj1j� LOADCASE(S) Standard �OgR Q SOONIFZ 0 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 �� ia3 Uniform Loads (plf) Vert: 1-3=-68, 1-5=-50(F=-30), 4-5=-20 p W C �7�At U6rn Concentrated Loads (lb) :D Vert: 7=- 1 43(B) P 12-31-13 'OFG July 10,2013 WARNING - Verify d—sign varmm&erm =d READ !St{nW ON THISAIM HJUL DED M BK RP_ "xPjZE E PAGE M#I-7473.BUYGRE IhSE -- Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Addifional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiT e(' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Sheet. Suite 312, Alexandria, VA 22314. ifiau^C sem. Pic ISR) iumber is 3pecifiei:-titi=,.des,Sn:value; are tho,. a efte-eisrei6102/2013 byAA.SC Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply R40054976 3117 B JD JACK -OPEN TRUSS 6 1 Job Reference optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:28:32 2013 Page 1 ID: IUKOyQYzmzBOzGgsMjQH7zNRLd-zz_Y?447XsSRMkkGVixeMaMToQJJ91 uC?dtbEy749T -1-2-0 8-0-0 1.2., 2 0 B-0-0 1 8 3x6 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code IBC2009/TPI2007 LUMBER TOP CHORD 2x4 DF No.l &Btr G BOT CHORD 2x4 DF No.1 &Btr G Scale = 1:18.8 51-2 7-10.8 51-2 2-9-6 41- CSI DEFL in (loc) I/deft L/d TC 0.54 Vert(LL) -0.21 4-7 >457 240 BC 0.75 Vert(TL) -0.42 4-7 >226 180 WB 0.00 Horz(TL) 0.01 2 n/a n/a (Matrix-M) REACTIONS (Ib/size) 3=203/Mechanical, 2=504/0-5-8 (min. 0-1-8), 4=74/Mechanical Max Horz 2=85(LC 3) Max Uplift3=-32(LC 3), 2=-6(LC 3) Max Grav 3=203(LC.1), 2=514(LC 9), 4=315(LC 11) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1674/0 BOT CHORD 2-8=0/1859 PLATES GRIP MT20 2201195 Weight: 24 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 4-9-14 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation u'de OTES I Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 . 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Soo G?„ Cr C 074486 * E 12-31-13 July 10,2013 wF,rw - Vein P rams+exs and mw Ntnw ON ms Aw IJsmSUF:a).#Y TEK N.s?i',:suwr, PAW FRFT-747J ]39MRV ME Design valid for use only with MTek connectors. This design is based only upon parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary brocing to insure stability during construction is the responsibillity of the pp �q T erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi @ek- fabricafion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Buitding Component 7777 Greenback Lane, Suite 109 Safety Informaiton available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. p € Citrus Heights, CA, 95610 f 5at„rr-'a n. u,.e%PT tum.ber is: spacifiad,. tx_tfea,V rWuesa tha of ctiue: 0630Z12013 by ALSO Job Truss Truss Type PlyR4005497731178 71y— JD1 Jack•Open Truss 1 Job Reference o tional BMc, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:28:32 2013 Page 1 ID: IUKOyQYzmzBOzGgsMjQH7zNRLd-zz Y?447XsSRMkkGVixeMaHzloUvJ9AuC?dtbEyzj9T 8-0-0 1.2-0 8-0-0 Scale = 1:20.1 6 2x4 I I NAILED LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009ITP12007 CSI TC 0.17 BC 0.46 WB 0.06 (Matrix) DEFL in Vert(LL) -0.06 Vert(TL) -0.10 Horz(TL) -0.00 (loc) Vdefi L/d 2-6 >936 240 2-6 >549 180 4 n/a n/a PLATES GRIP MT20 2201195 Weight: 26 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS All bearings Mechanical except (jt=length) 2=0-3-8, 6=0-5-8. (lb) - Max Harz 2=85(LC 3) Max Uplift All uplift 100 lb or less at joint(s) 4, 2, 5 Max Grav All reactions 250 lb or less at joint(s) 4 except 2=413(LC 9), 5=263(LC 11), 6=528(LC 10) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-6=-314/51 NOTES 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20 % has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2, 5. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 0 oFESSFO LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 (L� Soo9l Q s F Uniform Loads (plf) o O 2 Vert: 1-4=-68, 2-6=-50(F=-30), 5-6=-20 ni LU C 074486 M E 12-31-13 FOFG July 10,2013 WARWIM- Yew rfy design parameters arFd READ M) I W ON TKIS A}tdl:INULTZ 0) WTSK PEFFIRSWE PACE X11-7473 HEr^GR9 i:FSE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. - Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the A erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi7ek- fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Y Sos.�am PtnefSP1 lumber is rP- fi-o, T"t= design vak sale ;hote eftzcive 06g01f2013 bV P&SC Citrus Heights. CA, M10 Job Truss Truss Type Qty Ply R40054978 lJob, 3117_B T1A GABLE 1 1 Reference (optional) BMC, Indio, CA - 92203 7.420 is May 10 2013 M7ek Industries, Inc. Wed Jul 10 D9:44:17 2013 Page 1 ID_IUKOyQYzmzBOzGgsMjQH7zNRLd-PolefmBiGpylmijKFg6lrSe NpNeUC15010pHjyzU S 1-2 8-5-7 16-0-11 23-8-0 313-5 38-10-9 474-0 -2 8 5 7 7-7-5 7-7-5 7-7-5 7-7-5 8-5-7 -2 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 4x6 = Scale = 1:80.1 5x8 = 33 4Z 31 3U Z`J ZS Z/ Zo Lo 44 LG L1 ZU 19 i6 1/ 91597 98 99 100 101 102 103 104 105 106 5x8 - 6x8 = 3x6 = 5x6 7x10 WB = rN, M � 117 i 8-5.7 16-0-11 23-8-0 313-5 38-10.9 47A-0 8-5-7 7-7-5 7-7-5 7-7-5 7-7-5 8-5-7 Plate Offsets (X,Y): [3:0-3-0,Edge], [5:0-5-0,0-4-8], [7:0-2-0,Edge], [9:0.5-0,0-4-8], [14:0-4-0,Edge], [15:0-3-15,Edge], [22:0-2-12,0-2-0], [23:0-3-0,0.3-8], [49:0-1-12,0-1-0], f52:0-1-12,0-1-01.[54:0-1-12,0-1-01,f76:0-1-12,0-1-01,182:0-1-12,0-1-01,185:0-1-12.0-1-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.66 Vert(LL) -0.24 21-22 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.93 Vert(TL) -0.64 20-21 >587 180 BCLL 0.0 Rep Stress Incr NO WB 0.81 Horz(TL) 0.10 15 n/a n/a BCDL 10.0 Code IBC2009frP12007 (Matrix-M) Weight: 398 lb FT = 20% LUMBER BRACING TOP CHORD 2x6 DF No.2 G `Except' TOP CHORD Structural wood sheathing directly applied or 2-8-2 oc purfins. 1-3,14-16: 2x4 OF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 4-5-4 oc bracing. BOT CHORD 2x4 OF No. 1&Btr G WEBS 1 Row at midpt 9-22, 10-21, 5-24, 4-24 WEBS 2x4 OF Stud G MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 OF Stud G be installed during truss erection, in accordance with Stabilizer [installation fluide. REACTIONS All bearings 16-0-0 except (jt=length) 15=1-4-0. (lb) - Max Horz 2=-210(LC 15) Max Uplift All uplift 100 lb or less at joint(s) 26, 27, 28, 30, 33 except 2=-328(LC 9), 24=-424(LC 12), 29=-1024(LC 20), 25=-207(LC 34), 32=-104(LC 24), 15=-337(LC 12) Max Grav All reactions 250 lb or less at joint(s) 25, 32, 2 except 2=509(LC 21), 24=3411(LC 7), 29=887(LC 21), 26=303(LC 51). 27=270(LC 50), 28=278(LC 49), 30=274(LC 47), 31=289(LC 46), 33=373(LC 44), 15=1610(LC 7) vuRCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=860/1334, 3-4=-812/1299, 4-5=-141312940, 5-6=-1193/766, 6-7=-616/403, 7-8=-599/349, 8-9=-620/299, 9-10=-2340/634, 10-11 =-3552/702,11-12=-3769/855, 12-13=-4113/853, 13-14=-4026/923, 14-15=-4184/945 BOT CHORD 2-96=-202/437, 2-97=-1235/802, 33-97=-1235/802, 33-98=-1235/802, 32-98=-1235/802, 32-99=-1235/802, 31-99=-1235/802, 31-100=1235/802, 30-100=-1235/802, 30-101=-1235/802, 29-101=-1235/802, 29-102=-1288/834, 28-102=-1288/834, 28-103=-1288/834,27-103=-1288/834,27-104=-1288/834,26-104=-1288/834, 26-105=-1288/834, 25-105=-677/260, 25-106=-1032/579, 24-106=-1711/1258, 23-24=-1580/254, 23-107=-1958/631, 107-108=-2218/891, 108-109=-2218/891, ()FE.SS/ 22-109=-2218/891, 22-110=-1010/2600, 110-111=-1010/2600, 111-112=-1010/2600, 21-112=1010/2600, 21-113=-1026/3826, 20-113=-1026/3826, 20-114=-952/4092, ¢k>� soot, 19-114=-952/4092,19-115=-952/4092,18-115=-952/4092,18-116=-952/4092, .� 2 V L 17-116=-952/4092,17-117=-952/4092,15-117=-952/4092,15-118=-517/2874 WEBS 22-61=-1440/26, 9-61=-1375/18, 9-21=0/619, 10-21=-1245/23, 10-20=0/446, LU C 074486 M 5-34=-179/2373, 22-34=182/2431, 5-24=2561/184, 4-24=-2040/1049, 4-29=-861/1052, 20-88=-563110,88-89=-550/72,12-89=-536/74,7-22=-416/189 * V 12-31-13 NOTES 1). Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 L 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/rPI 1. July 10,2013 - Yccify design nurame ,ra dPEAD NVIM 01Y 7WIS ND LIYC1=BZf -NTt3K PPFEJBFM'E PAGE MITI-7478 BETTORS Cd Design valid for use only with MiTek connectors. This design is based any upon parameters shown, ands for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional pemronent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' fabrication, quality control, storage. delvery, erection and bracing, consult ANSIfrMl Quality Crtteria, DSB-89 and BCSI Bundling Component 7777 Greenback Lane, Suite 109 SSafety Information available from Truss Plate Irutftute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Cfts Heights, CA, 95610 1so,na�v efsp)lu be-isspe lcz.,dergn�Tvwassthn atae,-clve09/01/201.3bVAISC Job Truss Truss Type Qty Ply R40054978 Lb 3117 B T1A. GABLE 1 1 Reference (optional BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Wed Jul 10 09:44:18 2013 Page 2 ID_IUKOyQYzmzBOzGgsMjQH7zNRLd-t_blt5CK1749NslWpNd_OfB96DjtDfHFfhlNp9yzU_R NOTES 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 26, 27, 28, 30, 33 except at=lb) 2=328, 24=424, 29=1024,25=207,32=104,15=337,2=328. 10) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 2800lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 12-0-0 to 17-6-0 for 509.1 plf. 12) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. 13) No notches allowed in overhang and 10200 from left end and 10200 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. LOAD CASE(S) Standard WARK2 NG - Verify el--F racarsmetenx =dREAD AUT&S ON DAIS AM D INrLUDED,#2 UK P.ErBPR E PAC-S xT-74"-j E3k?Fi' RIS 1&e Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown .. is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respomibillity of the Welk' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Welk' fabrication, qualify control, storage, derwery, erection and bracing. consult ANSI/TPII Quality CrBeria, OSB-89 and BCSI BuBding Component 7777 Greenback Lane, Suite 109 Safely Inlorma8on available from Truss Plate Institute. 781 N. Lee Sheet, Suite 312, Alexandria. VA 22314. Citrus Hei hts, CA, 95610 %fSzBifT'k.Vl—tSPl I—b+c� kDELlBS:: .'rM dM12rt.VAktiE,-ib- V 'r-- CAS MI f>01Z hw A I SC 9 Job Truss Truss Type Qty Ply - - R40054979 3117 B T1B COMMON TRUSS 1 1 Job Reference (optional) orvn., mmo, s.N- accua r.ncu s may iu euu , r ex inoustnes, mc. r ue uw ua 1aao:n[ zut s rage t ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-guaJ6VCOBxjOZGVB4o6 mhia7gpjfWRNVY2Pytyzj9J 1-2- 7.10-4 156-2 23-8-0 31-7-13 39.512 47-4-0 -2-0 7-10-4 7-9.15 7-11.13 7-11.13 7-9-15 7-10.4 1-2-0 Scale = 1:82.0 4.00 12 5x6 = 15 "' 14 `. "' 13 - `" .,,• 12 ", 11 4x6 —_ 2.4 I I 6x8 = 5x8 = 6x8 = 2x4 11 - 2x4 4x6 = 5x6 11 7-10.4 158-2 1 23-8-0 31-7.13 39.512 42-10-0 46•S8 4 -4- 7-10-4 7-315 0- -2 7-10-12 7-11-13 .jr 3-4-4 3-4-4 3-7-8 .1 Plate Offsets (X,Y): f4:0-4-0.0-3-81, f8:0-0-14.1-0-81, [8:0-3-1,Edge], 112:0-4-0.0-3-81, It3:0-2-12.0-2-41, 114:0-3-12.0.3-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) -0.28 12-13 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC - 0.88 Vert(TL) -0.63 11-12 >606 180 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(fL) 0.08 8 n/a n/a BCDL 15.0 Code IBC2009/TPI2007 (Matrix-M) Weight: 222 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-10-3 oc purtins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 4-11-7 oc bracing. WEBS 2x4 OF Stud G WEBS 1 Row at midpt 3-14, 4-14, 6-13, 7-12 WEDGE MiTek recommends that Stabilizers and required cross bracing Right: 2x4 DF Stud be installed during truss erection, in accordance with Stabilizer Installation uide REACTIONS (lb/size) 2=428/0-5-8 (min. 0-1-8), 14=3047/0-5-8 (min. 0-3-4), 8=1515/0-3-8 (min. 0-1-10) Max Horz 2=-87(LC 6) Max Uplift2=-34(LC 5) Max Grav 2=528(LC 7), 14=3047(LC 1), 8=1515(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1399/430, 3-4=0/1376, 4-5=-748/80, 5-6=-749/73, 6-7=-2017/0, 7-8=-2735/0, 8-22=-130/430 OT CHORD 2-24=-2/1534, 2-25=-373/195, 15-25=-373/195, 15-26=-373/195, 14-26=-373/195, 14-27=-1114/13, 27-28=-1114/13, 13-28=-1114/13, 13-29=0/1808, 29-30=0/1808, 12-30=0/1808, 12-31=0/2722, 11-31=012722, 11-32=0/2722, 10-32=0/2722, 10-33=0/2532, 8-33=0/2532, 8-34=0/761, 8-35=-369/124 WEBS 3-15=01477, 3-14=-1198/0,4-14=-2332/0,4-13=0/2097,6-13=-1442/8, 6-12=0/669, 7-12=-935/6, 7-11=0/477, 7-10=-323/185 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 15.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. 7) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard o4 21FESS/� q� $00N �F2 CO of C 074486 M *` A� P l 2-31-13 l * \F\ July 10,2013 A WAlt%iM - Wcify d sign aram&em and s` &W syi7M ON Txi7S AND INC[, JDa) IQIYiff N.f'.FFRFW'Ex PAGE tr?fd 7473 SM)[W #Ja&Z Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an indvidual building component. �� Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown n for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek- fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 .fsmuthem. PinetsDjh—ber is3recified4 t odesign vsluas are effte-t�ve 0&{fi_'2,IIS3 FAiSi Job Truss Truss Type Qty Ply R40054980 31178 TIC Common Truss 1 1 Job Reference (optional) BMC, Indio, CA- 92203 7,420 s May 10 2013 MiTek Industries, Inc. Toe Jul 09 18:28:43 2013 Page 1 ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-858iJrD1 yErtBQ4NeWeDluEk5D8ZOz2WkCoyU5yzj91 -1-2 7-10.4 158-2 23-8-0 31-1-15 39.513 46-5-8 -2-0 7-10-4 7-9-15 7-11-13 7-11.15 7-9-14 6-11-11 �1 d QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT Scale=1:80.8 LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 4.00 12 5x6 = 4x6 = ra 15 rr 14 1C IV 13 to Z1 12 11 Z3 l0 8 24 4x12 2x4 II 6x8 = 5x8 = 6x8 = 2x4 11 4x12 = 2x4 '� lr 0 7-10-4 158.2 1 238-0 31.7-15 39•S13 42-10-0 4656 7-10-4 7-9-15 0- -2 7-10-12 7-11-15 7-9-14 3-43 37-8 Plate Offsets MY): I4:0-4-0.0-3-81, f6:0-4-0,0-3-81. 18:0-0-11,0-1-141. f12:0-4-0,0-3-81, 113:0-2-12.0-2-01. f14:0-3-12,0-3-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in ([cc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) -0.27 12-13 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -0.67 11-12 >554 180 BCLL 0.0 Rep Stress Incr YES WB 0.69 HOrz(rL) 0:09 8 n/a n/a BCDL 15.0 Code IBC2009/1-PI2007 (Matrix) Weight: 220 Ito FT = 20 % LUMBER BRACING TOP CHORD 2x4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 2-8-9 oc purlins. BOT CHORD 2x4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 4-10-1 cc bracing. WEBS 2x4 OF Stud G WEBS 1 Row at midpt 3-14, 4-14, 6-13, 7-12 SLIDER Right 2x4 OF Stud -G 2-5-0 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation guide. REACTIONS (Ib/size) 2=393/0-5-8 (min. 0-1-8), 14=3091/0-5-8 (min. 0-3-8), 8=1319/0-5-8 (min. 0-2-0) Max Horz 2=93(LC 13) Max Uplift2=-412(LC 13), 14=-3(LC 9), 8=-503(LC 12) Max Grav 2=866(LC 21), 14=3262(LC 8), 8=1861(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1466/1418, 3-4=-571/1915, 4-5=-1030/379, 5-6=-1350/692, 6-7=-3092/1100, 7-8=-4637/1383 DT CHORD 2-16=-1361/1272,15-16=-1177/1088,15-17=-947/858,14-17=-523/433,14-18=-1387/161, 18-19=-1291/81,13-19=-1550/324,13-20=-246/2130,20-21=-250/2152, 12-21=-492/2371,12-22=-666/3310,11-22=-902/3735,11-23=-922/3755, 10-23=-1101/3929, 9-10=-1080/4118, 9-24=-1134/4153, B-24=-1280/4242 WEBS 3-15=0/501,3-14=-1321/12, 4-14=-2534/106, 4-13=-61/2373, 5-13=-251/144, 6-13=-1482/37, 6-12=0/681, 7-12=-1078/87, 7-11=0/448, 7-10=-40/499 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 ��1=�� i) 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. R 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will Soo�` fit between the bottom chord and any other members, with BCDL = 15.Opsf. �' © Y 5) A plate rating reduction of 20% has been applied for the green lumber members. , �� C 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 14 except gt=lb) �� Z 2=412, 8=503. � C 074486 rn 7) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. * E 12-31-13 8) This truss has been designed for a total drag load of 2800 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 46-5-0 for 60.3 plf.T cl \� LOAD CASE(S) Standard Q lFOFC�� July 10,2013 ® IRAWING - VeriN dsaigxl paramctes:a ¢ad PEAD AKA'-M ON TRIS AND INCLUDED /if1TEK P"EREME PAGE Iffr-`Ik7"J.Bi3TG 9 i JiS& Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not Truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the /L erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek fabrication, quality control, storage, delivery, erection and bracing, consult ANSIM11 Quagty Crtterla, DSO-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. if Sou2?r_�m Pine ISPI lum.b,--is.=exited,.&§ deciilm vahs—, axe Yhc a eftcifive 06101.[W1.3 by A1.5c Citrus Heights, CA, 95610 Job Truss Truss Type Ply �Qty R40054981 3117 B T1D Common Truss 5 1 Job eference optional) �,• �, ,,,� �. .� omea m s may lu LUl J ml I art inaumne5, mc. I ue JUI uv mzo:4 zul3 rage 1 I D:_IU KOyQYzmzBOzGgsMj QH7zNRLd-cH i4 W BDf YzkpafZCD9Sr6nwYdTo7 QcfzsXVOXyzj9H 1-2- 7-10-0 i 15-&2 23-8-0 I 31-7-15 39-513 I 46-5-8 2-0 7-144 7-9 15 7-11-13 7-11.15 7-9 14 6-11-11 Scale = 1:80.6 4.00 12 5x6 = 5 416 — 1O 15 'r 14 to IV 13 2u z1 12 11 23 10 9 24 4x8 2x4 II 6x8 = 5x8 = 6x8 = 2x4 11 2x4 '\3x10 = LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 ' BCDL 15.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2009/1-P12007 CSI TC 0.60 BC 0.90 WB 0.67 (Matrix) DEFL in (loc) I/deft Ud Vert(LL) -0.27 12-13 >999 240 Vert(TL) -0.67 11-12 >554 180 Horz(TL) 0.08 8 n/a n/a PLATES GRIP MT20 220/195 Weight: 220 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3-5-6 oc purlins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or4-10-1 oc bracing. WEBS 2x4 DF Stud G WEBS 1 Row at midpt 3-14, 4-14, 6-13, 7-12 SLIDER Right 2x4 DF Stud -G 2-5-0 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [installation guide. REACTIONS (lb/size) 2=393/0-5-6 (min. 0-1-8), 14=3091/0-5-8 (min. 0-3-5), 8=1319/0-5-8 (min. 0-1-8) Max Horz 2=91(LC 5) Max Uplift 2=-41 (LC 5) Max Grav2=495(LC 7), 14=3091(LC 1). 8=1319(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-338/401, 3-4=0/1426, 4-5=-689/80, 5-6=-689f72, 6-7=-1953/3, 7-8=-3139/0 OT CHORD 2-16=-339/249, 15-16=-339/249, 15-17=-339/249, 14-17=-339/249, 14-18=-1227/2, 18-1 9=-1 227/2, 13-19=-1227/2, 13-20=0/1762, 20-21 =0/1 762, 12-21 =0/1 762, 12-22=0/2726, 11-22=0/2726, 11-23=0/2726, 10-23=0/2726, 9-10=0/2862, 9-24=0/2862, 8-24=012862 WEBS 3-15=01501, 3-14=-1300/0, 4-14=-2358/0, 4-13=0/2166, 6-13=-1453/8, 6-12=0/681, 7-12=-1003/12, 7-11=0/448, 7-10=-40/499 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ` ()FES rill 4) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will i)�j� fit between the bottom chord and an other members, with BCDL = 15.0 sf. �O() so 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing 100 lb �` �+� O� plate capable ofwithstanding uplift atjoint(s) 2. ) 7) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the yr Bottom Chord, nonconcurrent with any other live loads. LIJ (% C 074486 M Of LOAD CASE(S) Standard -EX 12-31-13 * OFIC July 10,2013 b+rB NG. - Verifg dcsra,/s3 aarametef and ter} ATY W ON TRIS AM MLf1DM.11i MK P.F.i'iy2Sf? B PACE Mi1-747J .f3M)RE iWS Design valid for use only with Mrrek connectors. This design is based any upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members any. Additional temporary bracing to insure stability during construction is the responsibillity, of the p�■ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi lg ek fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI BuBding Component 7777 Greenback Lane, Suite 109 Safely Intormalion available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. ISPI 1umbe a 1s Mat:1rh d'.. the design>vxlue: are tho a effertive, 0610a/Z131S by At SC Citrus Heights, CA, 95610 Job Truss Truss Type pty Ply R40054982 �J.IbRiaference 3117 B TIE Common Truss 1 1 (optional) o �, ma u, �n aeew LVLU s may I ZU14 MI I eK inuumnes, inc. I ue Jul uv lo:zo:4o zu13 rage 1 ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-4TGSkXEHTs5bpkEmmxghNJK5M1 pjstwpBWH3Yy49G 1-2- 7-10-4 15-8&2 23-8-0 31-7-15 39-513 46-" -2-0 7-10-4 7.9.15 7-11-13 7.11-15 7-9-14 611-11 Scale = 1:80.7 4.00 12 5,6 = 5 4x6 = 1b 14 10 13 1t 18 12 19 20 11 21 10 22 5x6 II 2x4 II 6x8 = 5x8 = 6x8 = 2x4 II 7-100 15-8-2 15- 3.8.0 31-7-15 355-13 4FaS8 7-10.4 7-9-15 0- -2 7-10-12 7-11-15 7-9.14 6-11-11 LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 15.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2009/rP12007 CSI TC 0.59 BC 0.92 WB 0.66 (Matrix) DEFL in (loc) I/defl Ud Vert(LL) -0.27 10-11 >999 240 Vert(TL)-0.681D-11 >543 180 Horz(TL) 0.09 9 n/a n/a PLATES GRIP MT20 220/195 Weight: 216 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3-9-8 oc purlins. BOT CHORD 2x4 DF No. I&BIT G BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 DF Stud G WEBS 1 Row at midpt 3-13, 4-13, 6-12, 7-11 SLIDER Right 2x4 DF Stud -G 3-7-3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=401/0-5-8 (min. 0-1-8), 13=3079/0-5-8 (min. 0-3-5), 9=1323/0-5-8 (min. 0-1-8) Max Harz 2=91(LC 5) Max Uplift 2=-41(LC 5) Max Grav2=498(LC 7), 13=3079(LC 1), 9=1323(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-349/374, 3-4=0/1399, 4-5=-701/82, 5-6=-702R5, 6-7=-1966/6, 7-8=-2815/0, 8-9=-2945/0 BOT CHORD 2-15=-313/259, 14-15=-313/259, 14-16=-313/259, 13-16=-313/259, 13-17=-1202/0, 17-18=-1202/0, 12-18=-1202/0, 12-19=0/1779, 19-20=0/1779, 11-20=0/1779, 11-21=0/2705, 10-21=0/2705, 10-22=0/2705, 9-22=0/2705 WEBS 3-14=0/501, 3-13=-1299/0, 4-13=-2346/0, 4-12=0/2150, 6-12=-1459/9, 6-11=0/671, 7-11=-965/10, 7-10=0/458 4�()FESS/0 NOTES 4O 9� Soo 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; MWFRS enclosed; (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 V m 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. C 074486 m 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 15.Opsf. E 12-31-13 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. 7) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the �'� CIV �Q Bottom Chord, nonconcurrent with any other live loads. 9j OF C. LOAD CASE(S) Standard July 10,2013 � EPARNTPeG -Verify d miegnpr ratr,&er. and REA3? N07M ON YNIS AM IATLi3liSD.i UTSK PEFF.. PMEM6 PAW MU-7473 BB PX M Design valid for use only with MiTek connectors. This design is based any upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members any. Additional temporary bracing to insure stability during construction is the responsibillity, of the Welk' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPlI Quality Criteria. DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Infomtation available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 }f Sar:xisarn Dine f) 3uar.J;e:= is.spec::fix(.-115x Ge:gn values arE2hMe effective 05O,j2s3?:3 byAISC Job Truss Truss Type Qty Ply R40054983 3117 B T1F COMMON TRUSS 2 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek industries, Inc. Tue Jul 09 18:28:46 2013 Page 1 ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-YgggxtFvE9DS2upyJeBwwXsGIR9GbHEyQAOc5Qyzj9F 1-2- 7-104 16-0-11 18&15 23.8-0 29-0-12 34�'r6 33512 46.0.0 -2-0 7-10-4 8-2-7 2-9-0 4141 5412 5-5-11 411-G 66-4 Scale = 1:80.2 5x6 = 4.00. 12 11 96 c. 25 16 25 15 27 25 29 1430 31 3Z 13 33 12 34 4x6 = 2x4 II 5x8 = 300 = 6x8 = 3x6 = 54 II 116-0-11 21-112 33612 I 4E0077104 82-7 0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) -0.34 12-13 >855 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -0.60 12-13 >474 180 BCLL 0.0 Rep Stress Incr NO WB 0.85 Horz(TL) 0.02 11 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix-M) Weight: 227 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-1-10 oc puffins. BOT CHORD 2x4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF Stud G WEBS 1 Row at midpt 3-15, 6-14, 7-14 SLIDER Right 2x4 OF Stud -G 2-6-0 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [installation guide. REACTIONS (lb/size) 2=621/0-5-8 (min. 0-1-8), 14=3229/0-3-8 (min. 0-3-7), 11=830/Mechanical Max Horz 2=99(LC 5) Max Uplift2=-26(LC 5) Max Grav 2=709(LC 7), 14=3229(LC 1), 11=915(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1415/42, 3-4=0/677, 4-5=0/642, 5-6=0/1493, 6-7=0/1244, 7-8=-500/127, 8-9=- 1638/82, 9-1 0=- 1590/35, 10-11 =-728/0 OT CHORD 2-24=-11/1531, 2-25=-67/853, 16-25=-67/853, 16-26=-71/846, 15-26=-71/846, 15-27=-927/15, 27-28=-927/15, 28-29=-927/15, 14-29=-927/15, 14-30=-272/137, 30-31=-272/137, 31-32=-272/137, 13-32=-272/137, 13-33=-15/889, 12-33=-15/889, 12-34=0/1508,11-34=-39/1508 WEBS 3-16=0/415, 3-15=-1158/0, 4-15=-436/77, 5-15=0/1042, 5-14=-949/25, 6-14=-122010, 7-14=-1373/0, 7-13=0/1007, 8-13=-729/46, 8-12=0/859, 9-12=-324/69 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Continued on Daae 2 QROF�ss,foti S00 � 2 LU U C 074486 M *� E 21113 /* JUN 10.2013 ® isrSftA'1'NG - Verify desisgrs paramc*eys =d Rf AD NOME ON 7i116 AAD 1=LfJDR0.ff1TSK P.;9 Z SKLB PAGE Pfff-7473 13L'FY RE CASE Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown [^ is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTeW fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Butiding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 372, Alexandria. VA 22314. Citrus Heights, CA, 95610 IfSoucw_m Pine 4SPIlumbea:. ismeec�ed, th—desigr inhaw arethasa-ef:-.Et- r orfG112013 byALSC g Job Truss Truss Type Qty Ply R40054983 3117 B T1F COMMON TRUSS 2 1 Job Reference (optional) amc, inaio, cA -ezzus 1.4za S may lu zo13 mi I eK Inaustnes, Inc. Tue Jul ou 18:z6:46 zo13 Page z ID_IUKOyQYzmzBOzGgsMjQH7zNRLd-YgggxtFvE9DS2upyJeBwwXsGIR9GbHEyQA0c5Qyzj9F LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-6=-68, 6-1 1=-68,17-27=-20, 27-29=-60, 29-30=-20, 30-31=-35(F=-15), 31-32=-75(F=-15), 20-32=-35(F=-15) i ARKNG - Verify design saram.-I-rsns and PEAD N01W ON MIS AM INN YLIM ft9MK PRFER1;ME PAGE?17f1-741n .fiP.rFORE LtSt& Design valid for use only with Walk connectors. This design is based only upon parameters shown, and is for an individual building component. wt Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the pp� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi Eg ek- fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 85610 if'Sourhs<.m t11.ne9VI lug be3 is sibecified. r9sa efe,uixn. val— are those eft—t'v M,(W f2f313 by A14:C 0 Job Truss Truss Type Qty Ply R40054984 1J.1 3117_B T1 G Hip Truss 1 1 Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:28:47 2013 Page 1 ID:_IUKOyQYzmzBDzGgsMjQH7zNRLd-1 sOC9DGX7TLJg208tMi9TkPQUrXpKIY6fgmAdsyzj9E -1-2- 7-1 -5 158-2 22-8-0 4.8-0 29-11-0 1-7-1 39-513 46.0-0 2 7-10.5 7-913 511-14 2-0.0 S30 1-613 7-10.0 61i3 Scale = 1:86.1 4.o0 12 6x10 MT20H = 6x8 = 4x6 _— 20 19 21 18 22 23 17 16 24 2526 15 _ 14 28 19 29 12 30 4x8 11 4x4 = 4x4 = 2x4 II 5x8 = 4x8 6x8 =3x6 = 2X4 II 4x4 = 4x4 = 7-10.5 158-2 -0.0 2& 12 29-11-0 1-7-1 39-513 46-0-0 7.10.5 7-9-13 6314 0.1-12 7-94 -8-13 7-10-0 6.63 Plate Offsets (X.Y): f4:0-4-0.0-3-41, f5:0-5-4.Edoel, f8:0-4-0.0-3-41, N 1:0-5-8.Edgel, 114:0-3-4.0-3-01. f18:0-4-0.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.62 Vert(LL) -0.25 18-19 >999 240 MT20 2201195 TCDL 14.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.43 2-19 >605 180 MT20H 165/146 BCLL 0.0 ' Rep Stress Ina NO WB 0.78 Horz(TL) 0.04 11 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Weight: 250 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.1&Btr G TOP CHORD BOT CHORD 2x4 OF No.1&Btr G *Except* B3: 2x6 DF No.2 G BOT CHORD WEBS 2x4 OF Stud G WEBS SLIDER Right 2x4 DF Stud -G 3-4-14 REACTIONS (lb/size) 2=608/0-5-8 (min. 0-1-8), 17=3241/0-3-8 (min. 0-3-7), 11=659/Mechanical Max Horz 2=87(LC 5) Max Uplifl2=-42(LC 5) Max Grav2=699(LC 7), 17=3241(LC 1). 11=760(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. OP CHORD 2-3=-1059/63, 3-4=0/588, 4-5=0/1522, 5-6=0/1331, 6-7=-251/324, 7-8=-264/292, 8-9=-531/208, 9-1 0=-1 319/5, 10-11 =-1 446/0 OT CHORD 2-20=-76/930, 19-20=-76/930, 19-21=-76/930, 1B-21=-76/930, 18-22=-533/45, 22-23=-533/45, 17-23=-533/45, 16-17=-876/8, 16-24=-876/8, 24-25=-876/8, 25-26=-876/8, 26-27=-876/8, 15-27=-876/8, 14-15=-876/8, 14-28=-169/419, 13-28=-169/419, 13-29=0/1291, 12-29=0/1291, 12-30=0/1291, 11-30=0/1291 WEBS 3-19=0/426, 3-18=-1171/0, 4-18=0/588, 4-17=-1214/8, 5-17=-771/0, 6-17=-1427/0, 6-14=0/1361, 8-14=-817/28, 8-13=0/626, 9-13=-953/9, 9-12=0/390 Structural wood sheathing directly applied or 5-6-6 oc purlins, except 2-0-0 oc purlins (10-0-0 max.): 5-6. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 3-18, 4-17, 6-17, 9-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) 180.01b AC unit load placed on the bottom chord, 26-0-0 from left end, supported at two points, 5-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. 11) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 12) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard ® WARRA' tda Verify da-Kitpsl taaramet"s ...d Xi AD NO I W 01Y TRJS AM INCLUDi#a3 AV'MK P.i3 EREWJa PAW IWI-7473.i3 3R)I:E; IMBS Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIt Quality Criteria, DSB-89 and BCSI BuOding Component Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If 5out$vam Pine(SRI iumbe= isspzCified'.,, xlae d& gn.0 ]u'es argthose eft_ne 0rM2/201.3 Isy A1.5c 0R()FESS/0 . 5 Q 0/v 01F CO ti LU U C 074486 r- * E 12-31-13 OFG July 10,2013 Nil' MiTelL 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply R4005498 5 3117 B T1H Hip Truss 1 1 Job Reference (Optional) n,ar , u w rage r ID:IUKOyQYzmzBOzGgZj'6 7zNRLd-zFVzauHnX4cOvLXX?mIdY9UmTeDGog2P68FGhlyzj9C -1L2-Q 7-10-5 158-2 22-0-0 T� 2B-10-13 31-11-0 33513 j 46-0-0 -2-d 7-10-5 7-9-13 63-14 3.4-0 4-6-13 1-9.3 7-9.13 6.6.3 Scale = 1:86.1 4.00 12 5x6 = 6x8 = c12 4x6 5 5x8 % 4 3x6 % 3 2x4 11 Sx8 7 8 20 19 21 18 22 23 17 16 2425 26 27 1514 292 3 2x4 II 5x8 = 4x8 = 4x4 = 4x4 = 5x8 =5x8 = 44 = 4x4 = 3x6 B ZZ- US 10 3x6 11 U ITr. 00 30 12 31 4x8 11 2x4 II I 7-105 1S8 2 22-1-12 29 10 13 31-&01 39 -13 46 D 0 7-145 7-9-13 SS10 7-9.1 1-9.3 7-9-13 66-3 Plate Offsets (X,Y): 14:0-4-0.0-3-41 18:0-4-0,0-3-41 f11:0-5-8 Edge], 113:0-&0 0-3-41 f18:0-4-0 0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) -0.25 18-19 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.44 2-19 >605 180 BCLL 0.0 Rep Stress Incr NO WB 0.72 Horz(TL) 0.04 11 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 249 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD BOT CHORD 2x4 OF No. 1&Btr G `Except` 133: 2x6 DF No.2 G BOT CHORD WEBS 2x4 DF Stud G WEBS SLIDER Right 2x4 OF Stud -G 3-4-14 REACTIONS (lb/size) 2=612/0-5-8 (min. 0-1-8), 17=3218/0-3-8 (min. 0-3-7), 11=662/Mechanical Max Horz 2=85(LC 5) Max Uplift2=-42(LC 5). Max Grav 2=701(LC 7), 17=3218(LC 1), 11=764(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. OP CHORD 2-3=-1067/63, 3-4=0/577, 4-5=0/1491, 56=0/1380, 6-7=-226/326, 7-8=-257/290, 8-9=-542/196,9-10=-1327/0, 10-11=-1454/0 OT CHORD 2-20=-74/937, 19-20=-74/937, 19-21=-74/937, 18-21=-74/937, 18-22=-523/45, 22-23=-523/45, 17-23=-523/45, 16-17=-779/20, 16-24=-779/20, 24-25=-779/20, 25-26=-779/20, 26-27=-779/20, 27-28=-779/20, 15-28=-779/20, 14-15=-779/20, 14-29=-157/429,13-29=-157/429,13-30=0/1298,12-30=0/1298,12-31=0/1298, 11-31=0/1298 WEBS 3-19=0/425, 3-18=-1177/0, 4-18=0/589, 4-17=4t98/5, 6-17=-1504/0, 6-14=0/1271, 8-14=-845/27, 8-13=0/620, 9-13=-950/8, 9-12=0/390, 5-17=-753/0 Structural wood sheathing directly applied or 5-6-4 oc purlins, except 2-0-0 oc puffins (10-0-0 max.): 5-6. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 3-18, 4-17, 6-17, 9-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. It; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) 180.01b AC unit load placed on the bottom chord, 26-0-0 from left end, supported at two points, 5-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed.for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. 10) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD-CASE(S) Standard �4\),QFESStp;�� SOON v C 074486 * EX 1231-13 9jFOFr,a �\ July 10,2013 NARKING - Verrfg cte<s&M Z,,arrret. mxd liMD NOTM ®N 7WJS AND 1NU1,M&D Affl T9K PS- E,RE KE PAW MTT-74TJ €315i`(tiRE i ems. Design valid for use only with MiTek connectors. This design 4 based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the ry �� - erector. Addtional permanent brocing of the overall structure is the responsibility of the building designer. For general guidance regarding (�f[ fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/711 Quality Criteria, DSO.89 and BCSI Building Component 7777 Greenback lane, Suite 109 SaMty Infomation available from Truss Plate institute, 781 N. Lee Street, Suite 372, Alexandria, VA 22314. '1#SautltemrDinetM1Vmber3c es3a3,tn=..Be�lvualuzs art those effetmre 06Jf1SM13 bVALS,C Cibus Heights, CA, 95610 Job Truss Truss Type Qty Ply R40054986 3117 B T11 Hip Truss 1 1 Job Reference o tional may m - nes, .— . ue — ue ,--u —u rage r ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-RR3LnEIQIOktXV6jYUGs4N1yY2ZRXBAYLo_gEByzj9B 20-0.0 -1-12 267 31-7-12 39-511 46-40 7-11-14 4312 2-1-12 310-4 -4-0 4312 7-9-15 6S5 Scale = 1:86.1 4.00 F12 6x8 = 4x6 = 2x4 I I 5x6 = 4x6 — 21 20 22 19 23 2425 18 17 25 27 28 29 16 15 31 14 32 13 33 4x8 11 2x4 I 5x8 = 4x8 = 4x4 = 44 = 5x8 = 3x6 = 2x4 I I 4x4 = 4x4 = 0 211 I 8-6 158-4 30-0-8 39-511 711-14 j I .91540.0.22-1-22 -747 64i5 Plate Offsets (X,Y): 13:0-4-0,0.3-81, 19:0-4-0,0-3-41. 112:0-5-8,Edgel, f15:0-2-12 0-3-01 119:0-4-0 0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.56 Vert(LL) -0.25 19-20 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.44 2-20 >604 180 BCLL 0.0 Rep Stress Incr NO WB 0.47 Horz(TL) 0.04 12 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix) Weight: 257 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 5-4-14 oc puffins, except BOT CHORD 2x4 DF No.t&Btr G *Except* 2-0-0 oc purlins (6-0-0 max.): 5-8. B3: 2x6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud G WEBS 1 Row at midpt 3-19, 5-18, 7-18, 10.14 SLIDER Right 2x4 DF Stud -G 3-4-15 Tel recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=645/0-5-8 (min. 0-1-8), 18=3158/0-3-8 (min. 0-3-6), 12=698/Mechanical Max Harz 2=79(LC 5) Max Uplift2=-38(LC 5) Max Grav 2=721(LC 7), 18=3158(LC 1), 12=790(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. OP CHORD 2-3=1141/54, 3-4=0/491, 4-5=0/463, 5-6=0/1398, 6-7=0/1397, 8-9=-340/194, 9-10=-618/85, 10-1 1=1391/0,11-12=-1518/0 OT CHORD 2-21=-61/1009, 20-21=-61/1009, 20-22=-56/1019, 19-22=-56/1019, 19-23=-987/0, 23-24=-987/0, 24-25=-987/0, 18-25=-987/0, 17-18=-625/33, 17-26=-625/33, 26-27=-625/33, 27-28=-625/33, 28-29=-625/33, 29-30=-625/33, 16-30=-625/33, 15-16=-625/33, 15-31=-44/513, 14-31=-44/513, 14-32=0/1357, 13-32=0/1357, 1 3-33=0/1 357, 12-33=0/1357 WEBS 3-20=0/425, 3-19=-1196/0, 4-19=-470/80, 5-19=0/1198, 5-18=-1331/0, 7-18=-1523/0, 7-15=0/1219, 9-14=0/619, 10-14=-930/9, 10-13=0/390, 9-15=-839/29 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) 180.0lb AC unit load placed on the bottom chord, 26-0-0 from left end, supported at two points, 5-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) A plate rating reduction of 20 % has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. 10) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard ® WARN3 WQ - Verify dcsiga Rararr stays and PWAD 1VDTM Off 5T3IS AND i CI;t8DLT 112TEK P.£sFFe2PW-E PAGE Pi7#I-747J l BMRV is Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an indvidual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respomibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TNI Qualify Criteria, DSB-89 and BCSI Building Component Safety Informaft available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Y S.as. mFine W) lumber it sin acife :-t%E dew gran kt art tholaeffe nm osfol.p201.3 bvAtsc QRC}FESSIO SOON D<FZ Co L C 074486 G)' i E&P. 12-31-13 July 10,2013 Mi dQrR- 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty, Ply R40054987 _ 3117 B T1J HIPTRUSS 1 2 Job Reference foptionall BMC, Indio, CA - 92203 7.420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:28:52 2013 Page 1 I D:_I UKOyQYzmzBOzGgsMjQH7zN RLd-NgB5CwKgq?_bmpG6gv I KAo6lasJ H?5kro6Txl4yzj99 1-2 7-10-4 15-8-3 1lSl-0 22-1-12 25-8-6 2330 31.7-13 39-572 46-0-0 -2 7-104 7-&15 2-4-13 1112 3.610 0.60 3.0.10 2.413 7.9.15 66-4 Scale = 1:86.1 4.00 12 5x6 = 5x6 = 4x6 = 5x6 = 4x6 —_ 23 22 24 21 25 20 26 19218 28 29 30 31 17 16 33 15 34 14 35 4x6 11 2x4 II 5x6 = 4x8 = 4x4 =44 = 4x4 = 5x8 = 2x4 II 04 = 7-10A 15-8-3 118-1-0 22-1-12 30-0-11 31-7-1a 39-5-12 46.0.0 1-10-4 7-9-15 2�-13 4-0-12 7-10-15 1-7-2 7-9-15 LOADING (psf) SPACING 3-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.53 TCDL 14.0 Lumber Increase 1.25 BC 0.48 BCLL 0.0 ' Rep Stress Incr NO WB 0.46 BCDL 10.0 Code IBC2009rrP12007 (Matrix) LUMBER TOP CHORD 2x4 DF No.l&Btr G BOT CHORD 2x4 DF No.1&Btr G *Except* B3: 2x6 DF No.2 G WEBS 2x4 DF Stud G SLIDER Right 2x4 OF Stud -G 3-4-15 DEFL in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.12 2-22 >999 240 MT20 220/195 Vert(TL) -0.29 14-15 >988 180 Horz(TL) 0.04 13 n/a n/a Weight: 516 lb FT = 20% BRACING TOP CHORD 2-0-0 oc purlins (6-0-0 max.) (Switched from sheeted: Spacing > 2-0-0). BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 13=1152/Mechanical, 2=1086/0-5-8 (min. 0-1-8), 19=4353/0-3-8 (min. 0-2-5) Max Harz 2=109(LC 5) Max Uplift2=-39(LC 5) Max Grav 13=1266(LC 8). 2=1169(LC 7). 19=4353(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1950/23, 3-4=-212/411, 4-5=0/719, 5-6=0/690, 6-7=0/1855, 7-8=Of704, 8-9=-632/95, 9-10=-735/111, 10-11=-1159/66, 11-12=-2297/0, 12-13=-2488/0 DT CHORD 2-23=-25/1735, 22-23=-25/1735, 22-24=-30/1724, 21-24=-30/1724, 21-25=-345/126, 20-25=-345/126,20-26=-1854/0,26-27=-1854/0,19-27=1854/0,18-19=-704/58, 18-28=-704/58, 28-29=-704/58, 29-30=-704/58, 30-31=-704/58, 31-32=-704/58, 17-32=-704/58, 16-17=-704/58, 16-33=0/984, 15-33=0/984, 15-34=0/2232, 14-34=012232, 14-35=0/2232, 13-35=0/2232 WEBS 3-22=0/521, 3-21=1752/0, 4-21=0/837, 4-20=-1341/0, 5-20=-444/0, 6-20=0/2016, 6-19=-1935/14, 7-19=-2237/0, 8-16=0/1918, 9-16=-304/0, 10-15=07777, 11-15=-1362/15, 11-14=0/460,10-16=-1212/37 NOTES 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) 180.01b AC unit load placed on the bottom chord, 26-0-0 from left end, supported at two points, 5-0-0 apart. 6) Provide adequate drainage to prevent water ponding. 7) All plates are 3x6 MT20 unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 10) A plate rating reduction of 20% has been applied for the green lumber members. (4AARAPA khg(d}ryr(H) for truss to truss connections. ©L€'AWING-verifBcdkmigrlPMz'2M&'Ysand P,LADNOTA'SON7WISAND [ATL[TdJED-AU EKPEF_Ma Ei'AGEM11-747'3IIWOREiASR Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiliity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPn Quality Criteria. DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. :i Sa ^t>fsm I+iite $3P}lumberis sped :the Jcstgn:—ves are share aVaz_,.'e i1/40112it1.3 bvAA.SC m IT IA 06 ��,RpFESS/p�� SQpN 0 c 'L r LU U C 074486 m -AP, 12-31-13 f \J OF July 10,2013 MR, MBTek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply R40054987 3117 B T1J HIPTRUSS 1 2 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 Mi Industries, Inc. Tue Jul 09 18:28:52 2013 Page 2 ID_IUKOyQYzmzBOzGgsMjQH7zNRLd-NgBSCwKgq' bmpG6gvlKAo61asJH?5kro6Txl4yzj99 NOTES 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 2. 13) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard FA.,4F8}yt - Verify ers&jnpm-c:m&eY-.s anal h%AD K07W ON 7WISANDINULUDIM A2 '9 P"EP-5WCE PAGE M1-V4'i3 F3t3)`t)RV i`M Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability dudng construction is the responsibility of the 6�/� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding IYEf�eW fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Quality Criteda, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 safety etInformation available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 (SP) hsmbe� isspiscifsed, the de�sim values M thaw eVtctn OS%f3-f2g-3 bvAILSt Job Truss Truss Type Qty Ply R40054988 3117 B T1K HIP TRUSS 1 2 Job Reference (optional) BMC, Indio, CA - 92203 _ 7,420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:28:53 2013 Page 1 ID: IUKOyQYzmzBOzGgsMjQH7zNRLd-rOIUPGKIbJ6SOzrIEcpZ7fNfFehkat 1mDUgV"98 -1-2 7-10-4 1410.0 1B-5-0 22-1-12 251-0 27-1-0 32$0 39572 460.0 -2-0 7-10.4 6-11-12 37-0 38-12 2-11-0 2-0-0 SSO 6-11-12 Scale = 1:84.6 5x6 = 4.00 12 3x6 = 2x4 II 5x8 = 5x6 = 6x8 = 4x6 = 21 20 22 19 2324 25 18 17 26 27 28 29 16 15 30 1431, 32 13 33 5x6 II I 2x4 11 22-0-0 5x8 = 3x6 = 2x4 11 3RhD = 4x4 =4x4 = 5.6 = 4x4 = 4x4 = 7-10-0 14-10-0 22-1-12 29-10-8 32-8.0 1 39512 46.0.0 7-10-0 6-11-12 7312 7-8.12 2-7-8 6-11-12 6.6-4 Plate Offsets MY): 115:0-3-0,0-3-01.119:0-2-8,0-3-01 LOADING (psf) SPACING 3-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.96 TCDL 14.0 Lumber Increase 1.25 BC 0.53 BCLL 0.0 " Rep Stress Incr NO WB 0.34 BCDL 10.0 Code IBC2009rrP12007 (Matrix) LUMBER TOP CHORD 2x4 OF No. I&Btr G *Except* T2: 2x4 OF 240OF 2.0E BOT CHORD 2x4 OF N0.18Btr G "Except" B3: 2x6 DF No.2 G WEBS 2x4 OF Stud G SLIDER Right 2x4 DF Stud -G 3-4-15 DEFL in (loc) I/deft L/d PLATES GRIP Vert(LL)-0.1214-15 >999 240 MT20 220/195 Vert(rL)-0.4014-15 >724 180 Horz(TL) 0.09 12 n/a n/a Weight: 468 lb FT = 20% BRACING TOP CHORD 2-0-0 oc purlins (6-0-0 max.) (Switched from sheeted: Spacing > 2-0-0). BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 12=1 561 /Mechanical, 2=1540/0-5-8 (min. 0-1-8), 18=3487/0-3-8 (min. 0-1-14) Max Horz 2=93(LC 5) Max Grav 12=1628(LC 8), 2=1540(LC 1), 18=3487(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3062/0, 3-4=-1518/8, 4-5=-1332/24, 5-6=-40/295, 6-7=-80/279, 7-8=-1239/61, 8-9=1766/0, 9-10=-2393/0, 10-11 =3256/0,11-12=-3368/0 DT CHORD 2-21=0/2785, 20-21=0/2785, 20-22=0/2785, 19-22=0/2785, 19-23=01766, 23-24=01'766, 24-25=0/766, 18-25=0/766, 17-1 8=0/1 239, 17-26=0/1239, 26-27=0/1239, 27-28=0/1239, 28-29=0/1239, 29-30=0/1239, 16-30=0/1239, 15-16=0/1239, 1531=0/2174, 14-31=0/2174, 14-32=0/3034, 13-32=0/3034, 13-33=0/3034, 12-33=0/3034 WEBS 3-20=0/498, 3-19=-1556/0, 5-19=0/1057, 5-18=-1633/0, 6-18=0/417, 7-18=-2402/0, 8-15=0/1150, 9-15=-971/9, 9-14=0/671, 10-14=-927/55, 10-13=0/432 NOTES 1) 2-ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. It; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) 180.0Ib AC unit load placed on the bottom chord, 26-0-0 from left end, supported at two points, 50-0 apart. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Refer to girder(s) for truss to truss connections. 11) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 9� ( 1 �rQrepresentation does not depict the size or the orientation of the puriin along the top and/or bottom chord. ?,;?,pF ESSIp SQO o�F� LU C 074486 rn *� E*37712- 1-13 �* / July 10,2013 ® WAXP NG - Vct4y ede=us}n aarame ers = d PrAD M). ^ ,, ON 77116 AND INCL i DRD. 2T&K P.EFERBR €%E PAGE 1 i1-7473.BM)RR (EL' Design valid for use only with Mnek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the p ��T�¢k( _ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding IYE i fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Qualify Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety feetyyInffor eons available from Truss Plate Insiffute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95810 i specified,ir?=1ea;gn us1vw are those ei°etvveiGM112€31.3 byA1SC Job Truss Truss Type Qty Ply R40DS4988 �JobReferenoe 3117_B T1K HIP TRUSS 1 2 (optional) BMC, Indio, CA - 92203 LOAD CASE(S) Standard 7,420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:28:53 2013 Page 2 ID:_IUKOyQYzmzBDzGgsMjQH7zNRLd-rOIUPGKIbJ6SOzrIEcp7j' f Fehkat 1mDUgWyzj98 WARKnG - Yer fy d- eq. fatxrum&ers'=d RRFAD NoTrz CDff TFEdS AND ox rmEr, h1 TEK PEFER;nrE PAw Mr 7473.BEMim tFE Design valid for use only with MOek connectors This designis parameters shown, only upon parameteshown, and is for an individual building component. i Applicability of design parameters and proper incorporation of component is responsibility of buildng designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability, during construction is the responsibiility of k the1@�. erector. Addtional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding IC fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality CrIteria, DSB-89 and SCSI Bonding Component 7777 Greenback Lane, Suite 109 Safety Informatlon available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 ft s"'u,them Pine {SPI lumbtZ- is: sp'.ecPled, the design values atE• ;hME eVe:tfsre irSIII$f2di3:3 InV A1SC 9 Job Truss Truss Type Qty Ply R40054989 Lb 3117 B T11. Hip Truss 1 1 Reference (optional) rn �, nm n accw may .0 n-, .., i ue uw uv ra:ca:aa cui a rage , ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-JCJsdclwMdEJ'?6QUnKKoFDBfbfvgTun8GQy1 Nyyzj97 •1.2 7-10-0 14-00 17-11-14 22-1-12 27-9-12 33-4-0 33512 46-0.0 -2-0 7-10.4 6.1.12 3-11-14 41-14 S8_0 61-12 6{s4 Scale = 1:84.5 N v 0 4.00 12 5x6 = 3x6 = 4 5 54 = 3x6 = 54 = 6 7 8 4x6 = 19 18 20 17 21 22 23 16 24 15 14 25 13 26 12 27 4x8 II 2x4 11 7x10 = 34 = 6x8 lNB = 3x10 = 2x4 11 7-10-4 1440 22.1-12 27-9-1239-512 46.0.0 7-10-4 6-1-12 8-1.12 5.8-0 56-4 61-12 6ds4 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code IBC2009/TPI2007 CSI DEFL in (loc) I/deft Ud TC 0.50 Vert(LL) 0.241617 >999 240 BC 0.87 Vert(fL) -0.47 2-18 >558 180 WB 0.94 Horz(fL) 0.04 11 n/a n/a (Matrix) LUMBER BRACING TOP CHORD 2x4 OF No. 1&Btr G TOP CHORD BOT CHORD 2x4 OF No. 1&Btr G WEBS 2x4 DF Stud G BOT CHORD SLIDER Right 2x4 DF Stud -G 3-4-15 REACTIONS (lb/size) 11=779/Mechanical, 2=779/0-5-8 (min. 0-1-8), 16=2609/0-3-8 (min. 0-2-13) Max Horz 2=60(LC 5) Max Upfift2=-20(LC 3) Max Grav 11=827(LC 8), 2=812(LC 7), 16=2609(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1375/1, 3-4=-448/58, 4-5=-358/64, 5-6=0/1347, 7-8=-815/73, 8-9=-911/65, 9-10=1451/0, 10-11=-1580/0 DT CHORD 2-19=0/1226,18-19=0/1226,18-20=0/1226,17-20=0/1226,17-21=-416/8,21-22=-416/8, 22-23=-4116/8, 16-23=-416/8, 16-24=-1302/0, 1 5-24=- 1302/0, 13-26=0/1409, 12-26=011409, 12-27=0/1409, 11-27=0/1409 WEBS 3-18=0/400, 3-17=-951/2, 5-17=0/1027, 5-16=-1383/0, 6-16=-1401/3, 6-15=0/1632, 7-15=-956/18, 7-13=0/932, 9-13=-677/16, 9-12=0/364 PLATES GRIP MT20 220/195 Weight: 218 lb FT = 20 % Structural wood sheathing directly applied or 4-11-6 oc purlins, except 2-0-0 oc puffins (6-0-0 max.): 4-8. Rigid ceiling directly applied or 5-8-3 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; M WFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. 9) This truss has been designed for a moving concentrated load of 250.Ofb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASES) Standard ® WARNING - Verify dmisgn paramctem anal RLA t zi�rs Cin TP3lS SPIs1lAiii3i}Bti i31.71S+s €$gF�R � AaO�O Air7-a473.BBkY 1?Ft LTFaB. Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent brocing of the overall structureis the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, derwery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. 1f Scut -}aim, Pane tsp) K=ber Itep..- md, t±ke 1es:Snvalues amthom e€€e nFe 04,V112013 bvA SC q;?,OFESS/p,�, SOON 1(F� LLI C 07448 0-1 rn �F July 10,2013 MR, MiTek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply R40054990 3117 B TIM Hip Truss 1 1 Job Reference o tional emu, inaio, uA- azzua Lazo s may iu zuis mi i eK inausmes, inc. i ue uui uu 1a:zo:= zuis rage r ID:_IUKOyQY7mzBOzGgsMjQH7zNRLd-GbRc21NAuEU1 FQatvINGKeH_bTbMxrSQiRBRry495 -1-2 7-10,4 12.0.0 17-0-0 22-1-13 2 11 32-0-14 35-4-0 39-514 46.0-0 -2-0 7-10-0 41-12 SO.O 51-13 3-4-14 6-6-3 3.32 41.14 6-62 Scale = 1:84.5 5x6 3x10 = 4.00 12 4 5 N l+l V� 2x4 II 5x6 = 3x8 5x6 _ = 6 7 8 9 4x6 = 20 19 21 18 22 17 23 16 24 15 25 14 26 13 27 4x8 II 2x4 II 3x10 = 5x6 = 3x10 = 5x6 — 3x10 = 2x4 II LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.53 Vert(LL) -0.21 2-19 >999 240 MT20 2201195 TCDL 14.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -0.46 2-19 >577 180 BCLL 0.0 Rep Stress Incr NO WB 0.74 Horz(TL) 0.05 12 n/a n/a BCDL 10.0 Code IBC2009ITP12007 (Matrix) Weight: 218 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 4-9-10 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G 2-0-0 oc purlins (6-0-0 max.): 4-9. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. SLIDER Right 2x4 DF Stud -G 3-4-14 WEBS 1 Row at midpt 5-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 12=794/Mechanical, 2=788/0-5-8 (min. 0-1-8), 16=2544/0-3-8 (min. 0-2-11) Max Harz 2=53(LC 5) Max Uplift2=-17(LC 3) Max Grav 12=828(LC 8), 2=810(LC 7), 16=2544(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 'OP CHORD 2-3=-1364/0, 3-4=-682/39, 4-5=-598/43, 5-6=0/1511, 6-7=0/1511, 7-8=-304/65, 8-9=-998/39, 9-10=-1097/35, 10-11=-1464/0, 11-12=-1562/0 OT CHORD 2-20=0/1213, 19-20=0/1213, 19-21=0/1213, 18-21=0/1213, 16-24=-514/0, 15-24=-514/0, 15-25=0/804, 14-25=0/804, 14-26=0/1389, 13-26=0/1389, 13-27=0/1389, 12-27=0/1389 WEBS - 3-19=0/396, 3-18=-745/0, 5-18=0/880, 5-17=0/348, 5-16=-1682/0, 6-16=-258/31, 7-16=-1517/0, 7-15=0/1023, 8-15=-845/13, 8-14=0/384, 10-14=-490/24, 10-13=0/338 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. C)FES3j 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.()R iA� 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will SooA, fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. �© 0. C 7) Refer to girder(s) for truss to truss connections. V 2 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. Uj C 074486 Ph 9) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. * P. 2-31-13 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard �TFOFC July 10,2013 WAWING-Verify cff=signpararn&ensans3REA13PdiYMONTRISATdD1NUi;BSi%''di.AffTE PBFFJZEWEPSGEX11-747J.Ei'iFORECTSE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and's for an individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction a the responsibillity of the ` A 1, erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Glj� j fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Qualtiy Cdfeda, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 if Saut�mrn Pixe$Sp)tumber is Sas P,,,-t.-design>values ate :hare et;e VweOG{fief2,E3i3 hyA15C Job Truss Truss Type Qty Ply R40054991 3117_B T1 N Hip Truss 1 1 Job Refere ce (optional) o mu , r.- n"uo r.czu s may 1u zura mi i ex inausmes, inc. i ue um uv io:zu:ar zu1 s rage 1 ID:_IU KOyQYzmzBOzGgsMjQH7zN RLd-kn_FeNpfYcusaB3TSuVtrp9bb¢gGSayNBhzHyzj 94 -1 -2- 7-10.5 10.0.0 13.0.1 19.0-4 22-2-2 26-415 337-0 37.4-0 3512 46.40 -2-0 7-145 2-1-11 3-41 10.3 31-14 310.13 7-&l 3-9-0 2-1-11 6-&5 Scale = 1:84.5 4.00 12 54 — 3x6 3x6 = 3 4 5 3x6 = 2114 I I 5x8 = 34 = 5x6 = 3x6 6 7 8 9 10 11 4x6 = 21 20 22 19 23 18 24 17 25 16 26 15 27 14 28 4x8 II 2x4 113x10 = 5x6 = 3x10 = 5x8 = 3x10 =2x4 II 7-145 10.0.0 16A•3 -1-12 22 -2 9-9-15 37 0 9-51 4&0.0 7-10.5 2.1.11 &43 &1-9 4 7-7-13 7-&1 2-1-11 6-&5 Plate Offsets (X.Y): f8:0-4-0,0-3-01. fl3:0-5-8,Edgel. 116:0-4-0,0-3-01. 118:0-3-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) -0.21 16-17 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.83 Vert(TL) -0.43 2-20 >618 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.84 Horz(TL) 0.05 13 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 211 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G BOT CHORD SLIDER Right 2x4 DF Stud -G 3-4-15 REACTIONS (lb/size) 13=804/Mechanical, 2=802/0-5-8 (min. 0-1-6), 17=2519/0-3-8 (min. 0-2-11) Max Horz 2=47(LC 5) Max Uplift2=-15(LC 3) Max Grav 13=827(LC 8), 2=815(LC 7), 17=2519(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. —OP CHORD 2-3=-1391/0, 3-4=-953/13, 4-5=-832/9, 5-6=-251/106, 6-7=0/1755, 7-8=0/1755, 8-9=-543/29, 9-10=-119217, 10-11=-1290/10, 11-12=-1454/0, 12-13=-1554/0 OT CHORD 2-21=0/1240, 20-21 =0/1 240, 20.22=0/1240, 19-22=011240, 19-23=0/627, 18.23=0/627, 18-24=-688/0, 17-24=-688/0, 17-25=-384/0, 16-25=-384/0, 16-26=0/1140, 15-26=0/1140, 15-27=0/1380, 14-27=0/1380, 14-28=0/1380, 13-28=0/1380 WEBS 3-20=0/411, 3-19=-660/9, 4-19=-9/348, 5-19=0/375, 5-18=-848/17, 6-18=0/1012, 6-17=-1527/0, 8-17=-1788/0, 8-16=0/1064, 9-16=-824/34, 9-15=-7/261, 10-15=-2/300, 11-15=-372/48,11-14=-79/301 Structural wood sheathing directly applied or 4-10-14 oc purlins, except 2-0-0 oc purlins (5-8-12 max.): 4-10. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 17-18,16-17. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard 4?�OI ssr0 0. Soo C 074486 ExXF,11�2-31-13 July 10,2013 ® r,AWa - vivrlfg d-1 of and READ A7TZ ON TRIS AP0 1=1, rMED.[fflTE.K PEFERFMIE PAGJ, r 7473 j3Mf?j -- Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the k-- _ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 'Te fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. sSoLq ernPine (ST11tumsecis.,gated,rthe deftg.ual;resale.hamseFe_Citrus Hetime,06101�2g83byArSc ights,CA,95610 Job Truss Truss Type Qty Ply R40054992 3117 S T10 Hip Truss 1 Job Reference (optional) BMC, Indio, CA- 92203 7.420 is May 10 2013 MTek Industries, Inc. Tue Jul 09 18:28:59 2013 Page 1 ID:_I UKOyQYzmzBOzGgsMj QH7zN RLd-gA61gJ P3A9so6ul SatwzyGvVLgg88FjtPhgo2Ayzj92 •1-2- a0-0 10.3.15 1411-14 19-7-13 22-1-12 27-&7 32-44 37-0.1 ?3 46.0.0 -2 8.0.0 2-315 47-15 47-15 2-515 5.611 47-13 47-13 2$15 6.8-0 Scale = 1:84.6 4.00 12 5x6 = NAILED NAILED NAILED �qa Sx6 = NAILED 5x6 = 4x6 = 25 21 26 20 27 19 28 16 29 17 30 1631 32 33 1534 35 36 14 37 5x6 II 5x6 = 4x6 = 5x6 = NAILED NAILED 4x5 = JL24 NAILED Special NAILED 0 12-7-15 17-313 22-1-12 25.4-8 30-0.5 348-3 39-0-0 f 46.0-0 B•0.0 47-15 47-14 49-15 32-12 47-13 47-14 47-13 6-&0 Plate Offsets MY): f7:0-3-0.0-3-01. 116:0-2-12.0-3-01. 119:0-3-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.56 TCDL 14.0 Lumber Increase 1.25 BC 0.59 BCLL 0.0 ' Rep Stress Incr NO WB 0.45 BCDL 10.0 Code IBC2009/TPI2007 (Matrix) LUMBER TOP CHORD 2x4 DF N0.1&Btf G BOT CHORD 2x4 DF No.t&Btr G WEBS 2x4 DF Stud G *Except* W7: 2x6 DF No.2 G SLIDER Right 2x4 DF Stud -G 3-3-13 DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL)-0.1814-15 >999 240 MT20 220/195 Vert(TL)-0.2415-16 >999 180 Horz(TL) 0.03 13 n/a n/a Weight: 410 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 3-11. BOT CHORD Rigid ceiling directly applied or B-0-0 oc bracing. REACTIONS (lb/size) 13=869/Mechanical, 2=793/0-5-8 (min. 0-1-8), 18=2614/0-3-8 (min. 0-1-9) Max Horz 2=41(LC 5) Max Uplift 13=-24(LC 4), 2=-4(LC 3) Max Grav 13=1595(LC 27), 2=795(LC 7), 18=2891(LC 22) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1342R, 3-4=-1198/0, 4-5=-663/657, 5-6=-32/1631, 6-7=0/3015, 7-8=0/921, 8-22=-2473/122, 9-22=-2473/122, 9-23=-3909/127, 23-24=-3909/127,10-24=-3909/127, 1D-11=-3299/115,11-12=-3543/112,12-13=3581/77 OT CHORD 2-25=0/1197, 21-25=0/1197, 21-26=-304/977, 20-26=-304/977, 20-27=-1077/291, 19-27=-1077/291,19-28=-2263/34,18-28=-2263/34,18-29=-2905/12,17-29=-2905/12, 17-30=-51/945, 16-30=-51/945; 16-31 =-82/3185, 31-32=-82/3185, 32-33=-82/3185, 33-34=-82/3185, 15-34=-82/3185, 15-35=-71/3706, 35-36=-71/3706, 14-36=-71/3706, 14-37=-47/3297, 13-37=-47/3297 WEBS 7-18=-2007/42, 6-18=-1487/0, 6-19=0/1195, 5-19=1045/18, 5-20=0/811, 4-20=-632/17, 4-21=-31/629, 7-17=-5/2914, 8-17=-2481170, 8-16=-7/2288, 9-16=-1264/39, 9-15=0/1 105,10-15=-183/314,11-14=0/1413, 10-14=-791/51 NOTES 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at D-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. -Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) Provide adequate drainage to prevent water ponding. 6) All plates are 3x6 MT20 unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. �QgpFESS/o -1 C.:) SQpN �2��c i LU C 074486 rn E. 12-31-13 flF C Inlu 1n 7n13 (j&dMgd (2) for truss to truss connections. iBA PiG - Verijr4 dig x €sararne t . aw d f?FAD RO-M ON THIS AND d IA)D D.M7 9K Pi EREPIKE PAGE X11-747U .BgFi?ZP. B i Tom. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applcabil'ity of design parameters and proper incorporation of component m responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi $g ek- fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 If 5aurhnm Fi.netSPI lumber is specified t,"- design .vahu e-we those ef'trae OSIM12013 byXLSL' Job Truss Truss Type Qty Ply R4D054992 7_ 311B T10 Hip Truss 1 �f 2 Job Reference (optional) t3M0, Inwo, cA- aZZa3 r.ncu s may iu cuts mi i es maus�nes, roc. t ue om ua io:co:oa cuts rage c ID_IUKOyQYzmzBOzGgsMjQH7zNRLd-gA6lgJP3A9so6ulSa"GvVLgg88FjtPhgo2Ayzj92 NOTES 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13, 2. 12) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 13) Graphical puffin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. 14) Use USP JL24 (With 10d nails into Girder & NA9D nails into Truss) or equivalent at 30-8-12 from the left end to connect truss(es) G2 (1 ply 2x6 DF) to front face of bottom chord. 15) Fill all nail holes where hanger is in contact with lumber. 16) "NAILED" indicates 3-1 Old (0.149'x3") or 3-12d (0.148"x3.25") toe-naitS'For mote details refer to MiTek's ST-TOENAIL Detail. 17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 115 lb down and 48 lb up at 39-4-0 on top chord, and 585 lb down and 21 lb up at 39-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-68, 3-1 1=-68, 11-13=-68, 2-13=-20 Concentrated Loads (lb) Vert:10=-8(F) 11=-75(F) 14=21(F) 22=-2(F) 23=-8(F) 24=-8(F) 31=-124(F) 32=13(F) 34=13(F) 35=13(F) 36=13(F) WARMING - Vcrifg d s sirgn narameten s and .READ 111t7ME ON THIS AAM 1ACL UDIM /#ftITM P.i F.iFx.Ft£;ME PAGE 1 f1-747,3.S8j10FE ZaS& Design valid for use only with Milek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility, of the Wit erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 t Sour�ernpinei lumberis Zpaz�e3.,0:--dewgru fats am thaw eft -tine 45}gj2#1.3 by A1S4; Job Truss Truss Type Qty Ply R40054993 31178 T2A Special Truss 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:29:00 2013 Page 1 ID_IUKOyQYzmzBOzGgsMjQH7zNRLd-8Mg7tfQhxT Tjlte8aRCUURi?4yKthYOeLPMacyzj9l -1-2-0 5413 10.1-12 i 154-0 206-4 _ 2411-15__ _ 3138-0 1-20 5413 4-8- 52-4 52-4 4511 58-1 Scale = 1:53.9 4x6 = 3x6 = 3x4 = 10 9 US Sx6 - 3x4 = 7-9-0 15A-0 22-1-12 30-8.0 7-9-0 7-7-0 6-9-12 8-6-4 Plate Offsets (X Y): 12:0-0-13.Edoe1. 18:0-0-13.Edge1 f10:0-4-0 0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase. 1.25 TC 0.44 Vert(LL) -0.27 8-9 >378 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -0A7 8-9 >218 180 BCLL 0.0 Rep Stress Incr NO WB 0.54 Horz(TL) 0.04 9 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 131 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-6-9 oc puffins. BOT CHORD 2x4 OF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [installation e REACTIONS (lb/size) 8=81/Mechanicaj, 2=953/0-5-8 (min. 0-1-8), 9=1737/0-3-8 (min. 0-1-14) Max Horz 2=64(LC 5) Max Uplift8=-38(LC 7) Max Grav 8=295(LC 17), 2=953(LC 1), 9=1737(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1958/0, 3-4=-1628/0, 4-5=-677/9, 5-6=-676/13, 6-7=0/905, 7-8=0/529 BOT CHORD 2-12=0/1798, 11-12=0/1798, 11-13=0/1227, 10-13=0/1227, 9-15=469/0, 8-15=-469/0 fEBS 3-11=-371/58, 4-11=0/606, 4-10=-777/21, 6-10=0/943, 6-9=-1436/0, 7-9=496/60 CITES i) Unbalanced roof live loads have been considered far this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8. © gOFESS/p 9 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Q // Bottom Chord, nonconcurrent with any other live loads. �, OO SOON O`F� LOAD CASE(S) Standard c'J V� /lid C 074486 rn * P 12-31-93 ST j OFIC July 10,2013 (+7Al2 DqG - Verify cde<ug1 parameters and READ NOT&S ON TRISAMIh°C£ iPiliiT:!!3I PSiIS PEFis25riVGIs F�is� fRtf-i4'13.EFflQ�E Elsa. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicabirdy of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' fabrication, quality control, storage, delivery, erection and bracing, consuit ANSI/TPII Qualffy Criteria, DSB-89 and BCSI BuBdrng Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 urham : Dine$ST?11um1sesis s�aiFied..: r"si E-.design uclu*:; are thwE eft motive 0bfi4tzf.2D?3 LVR'Lsi Job Truss Truss Type Qty Ply R40054994 LbReference 3117 B T28 Special Truss 1 1 (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 M7ek Industries, Inc Tue Jul 09 18:29:01 2013 Page 1 ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-cYEV5?QJim6JLBSgilyR1 h_r5UGccBkAt?9v62yzj90 2 5-4-13 10-1-12 15-4-0 20-6.4 25-313 30-8-0 1-2-0 5-4-13 .115 5-2-4 12-4 48-15 5-4-13 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 4x6 = Scale = 1:53.7 _ 10 _ 4x8 4x8 3x4 = 6x10 MT20H = 3x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.54 Vert(LL) -0.26 9-10 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.98 Vert(TL) -0.69 10-11 >529 180 MT20H 165/146 BCLL 0.0 ' Rep Stress Incr NO WB 0.54 Horz(TL) 0.23 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 131 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 2-6-3 oc purlins. BOT CHORD 2x4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 4-9-12 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [InglallaticlD guide, REACTIONS (lb/size) 8=1327/0-5-8 (min. 0-2-3), 2=1430/0-5-8 (min. 0-2-4) Max Horz 2=248(LC 14) Max Uplift 8=-623(LC 12), 2=-659(LC 9) Max Grav 8=2022(LC 7), 2=2125(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5446/1883, 3-4=-4453/1123, 4-5=-2892/607, 5-6=-2892/604, 6-7=-4460/1121, 7-8=-5377/1883 -10T CHORD 2-12=0/4514, 11-12=-1918/5205, 11-13=-1860/4640, 10-13=-1860/4640, 10-14=-1803/4619, 9-14=-1803/4619, 9-15=-1762/5098, 8-15=-1762/5098 VEBS 5-10=0/967, 6-10=-786/52, 6-9=0/586, 7-9=-398/112, 4-10=-766/37, 4-11=0/579, 3-11=-380/103 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 8=623, 2=659. 8) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) This truss has been designed for a total drag load of 4100 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to B-0-0 for 512.5 plf. LOAD CASES) Standard ® WSW Verify d&e iysa paramca?rrs amdPJi4D NOTES ON TRIS.BM Ihr1 %IiJCV JV 9K PYY1. REWE PAGE fiPii-7473 i3P,-)R[3ITSp_ Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSO-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 1fSau'Z-'_ twine ISP)turn besis5pec"fiied„2Me 'is aign Val -es are Yhase aft rtme OV01f201.3 bV Ai SC '?? �FESS/{}�,� SQOfy U C 074486 rn �r i -31-13 '* July 10,2013 Mi ieK.' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply R40054995 3117_B T2C Special Truss 2 1 Job Reference (optional) BMC, - Indio. CA - 92203 7.420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:29:02 2013 Page 1 ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-4IotILRxT4EAzL11 F?TgavX2nucrLbCJ6fuSfVyzj9? -1-2-0 54-13 10-1-12 154-0 20.6.4 253.3 30-8-0 1-2.04&15 5-2-4 S2 4 4.15 54-13 Scale = 1:53.7 4x6 = 3x4 = 4x6 = 10 5x8 = 3x4 = 7-9-0 15.4-0 22-11^0 30.8-0 4x6 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) -0.26 10-11 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.98 Vert(TL) -0.69 10-11 >529 180 BCLL 0.0 Rep Stress Incr NO WB 0.53 Horz(TL) 0.17 8 n/a n/a BCDL 10.0 Code IBC2009ITP12007 (Matrix) Weight: 131 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.t&Btr G TOP CHORD Structural wood sheathing directly applied or 3-3-13 oc puffins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation g REACTIONS (lb/size) 8=132710-5-8 (min. D-1-8), 2=1430/0.5-8 (min. 0-1-8) Max Horz 2=64(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3368/0, 3-4=-3061/0, 4-5=-2161/0, 5-6=-2160/0, 6-7=-3081/0, 7-8=-3385/0 BOT CHORD 2-12=0/3125, 11-12=0/3125, 11-13=0/2610, 10-13=0/2610, 10-14=0/2618, 9-14=0/2618, 9-15=0/3155, 8-15=0/3155 WEBS 6-10=-763/29, 5-10=0/963, 6-9=0/586, 7-9=-354/68, 4-10=-754/25, 4-11=0/579, 3-11=-339/62 OTES I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard 9?,OFESS/Soo 2 60 �G) of C 074486 rn 1r� E2-31-13 �* `.\F July 10,2013 ,j WARKN c - Wrii y dzsiga parameter_ =..d PMD 11t 7T0 Off YNIS M I=LdiDM Pia SK REFFREWE PACE ICI- 7473.BEFORE i &E. -- Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the ly et _- erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardiM'k ng fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality CMeria. DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Inlormagoen available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Carus Greenback Heights, CA, neF Su 3ftxur}xam Pitne i[SPI numbeer is Specified,:-rl." esign values are ihosa efttne 06i0112013 bYA15c g - Job Truss Truss Type Qty Ply R40054996 LbRf..n. 3117 B T2D HIP TRUSS 1 1 (optional) BMC, Indio, CA - 92203 7,420 s May 10 2013 M7ek Industries, Inc. Tue Jul 09 18:29:02 2013 Page 1 ID_IUKOyQYzmzBOzGgsMjQH7zNRLd-41otILRxT4EAzL11 F?TgavX1 zufCLauJ6fuSNy749? 1-1.2-01 7-1DA 14-D-0 1"0 I 22-9-12 3D-8.0 1-2-0 7-1DA 6.1-12 2-8.0 6-1-12 7-10-4 Scale = 1:55.6 4x6 = 6x8 = 4x6 = II lu _ `J — Is -- 2x4 II 6x8 = 3x10 = 2x4 II 7-104 14.0.0 16-8-0 22-912 30-8-0 7-10_4 6.1-12 2-8-0 6-1-12 1 7.104 44 = c n 0 24 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.16 8-14 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.83 Vert(TL) -0.52 8-9 >704 180 BCLL 0.0 Rep Stress Incr NO WB 0.61 Horz(TL) 0.16 7 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix-M) Weight: 131 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 3-4-12 oc purlins, except BOT CHORD 2x4 DF No.18Btr G 2-0-0 oc purlins (4-4-15 max.): 4-5. WEBS 2x4 OF Stud G BOT CHORD Rigid ceiling directly applied or 1 D-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS (lb/size) 7=1348/0-5-8 (min. 0-1-8), 2=1433/0-5-8 (min. 0-1-8) Max Horz 2=60(LC 5) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3106/0, 3-4=-2343/0, 4-5=-2139/0, 5-6=-2330/0, 6-7=-3115/0 BOTCHORD 2-18=0/2448, 2-19=0/2874, 11-19=0/2874, 11-20=0/2874, 10-20=0/2874, 10-21=0/2135, 9-21=0/2135, 9.22=0/2883, 8-22=0/2883, B-23=0/2883, 7-23=0/2883, 7-24=0/2518 VEBS 3-11=0/370, 3-10=-796/11, 4-10=0/519, 5-9=0/416, 6-9=-815/13, 6-8=0/373 IOTES ,) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) Graphical purlin representation does not depict the size or the orientation of the purin along the top and/or bottom chord. LOAD CASE(S) Standard �QROFESrS/O �lCd�� QO so Ql�� C-13 �� 2 LU C 074486 M t *� 7i^12-31-13 �* / OF July 10,2013 FiriA?YCx - Vcri 4 dosion narametem mnd READ} NOT W, ON T RIS AM INCLUDED.it7£ iUK P.P FAE GE PAGE Wl-7473 BFZVPJ3 (Rg& Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. �n Applicability of design parameters and proper incorporation of component is responsibility of budding designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily of the Nil' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI BuBding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, Lane, Su YSaus?tem. MM IISRj lumberisslPe6fied, rxa-designv vas an thosa e6a_rive OS/01/201.3 bvALSC Job Truss Truss Type Qty Ply - R40054997 LbReferenoe 3117 B T2E HIPTRUSS 1 1 (o i nal Iimu, Into, LA-eLNS may iu reyc i ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-ZxMGWhSZEOM1 aVcDpj7v663B6H_Q47GSKJe0Bxyzjg_ i 1-2-D 7-10.5 12. 2 iLI:1 0 + 22-9-12 30-8-0 31-10.Q 1-2-0 7-145 4-1-11 6.8-0 41-12 7-10-4 Scale = 1:56.4 4x6 = 6x8 = 12 11 2x4 5x8 = 4x6 = 10 9 3x10 = 2x4 II 4x6 = Lb 7-10.5 12-0.0 18-8-0 22-9-12 30.&0 7-10.5 4-1-11 6-8-0 4-1-12 7-1 D-0 Plate Offsets MY): 111:0-4-0.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) -0.19 10-11 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.83 Vert(TL) -0.64 10-11 >579 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.22 Horz(rL) 0.15 7 n/a n/a BCDL 10.0 Code ISC2009/rP12007 (Matrix-M) Weight: 129 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 3-4-6 oc purins, except BOT CHORD 2x4 DF No.18Btr G 2-0-0 oc purlins (3-9-12 max.): 4-5. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=143210-5-8 (min. 0-1-8), 7=1432/0-5-8 (min. 0-1-8) Max Horz 2=-49(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3054/0, 3-4=-2587/0, 4-5=-2398/0, 5-6=-2572/0, 6-7=-3055/0 BOT CHORD 2-19=0/2546, 2-20=0/2821, 12-20=0/2821, 12-21=012821, 11-21=0/2821, 11-22=0/2394, 10-22=0/2394, 10-23=0/2821, 9-23=0/2821, 9-24=0/2821, 7-24=0/2821, 7-25=0/2545 IEBS 3-12=0/334, 3-11=-526/29, 4-11=0/504, 5-10=0/437, 6-10=-538/29, 6-9=0/336 OTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the O 4\pFESS/0'9 Bottom Chord, nonconcurrent with any other live loads. 8) Graphical puriin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. �� OO Soo�r Ql�� LOAD CASE(S) Standard yr Vp �4 C 074486 * E 12-31-13 OF July 10,2013 IYA IRG - Vc if y cfem* pm-ametrrs and READ ATnW ON 7711B AAM INrLc DED /lSd.e'S-T PFF'i?a�if3M PAGE If [ 7:T<a .i3EFCdRB (Am Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an indvidual building component. Applicability of design parameters and proper incorporation of component is responsib0ity, of building designer- not truss designer. Bracing shown i is -for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resporuibillity of the gg� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi !T ek' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI BuBding Component 7777 Greenback Lane, Suite 109 Salety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312 Alexandria, VA 22314. Citrus Heights, CA, 95610 8fsaudam Rinetspjlumtae isspis Fed.,-tse design.u.W�es-e:ha eL°.e:brie 06f01/'2013 byA£SC Job Truss Truss Type Qty Ply R40054998 �J.bR.fgrence 3117_B T2F Hip Truss 1 1 (optional) may ,u , ua ,a:c7 eu, o rage , ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-17vejl TC?hUuCfBPNQWBfKcHrhHJpWbcZzNZiNyzj8z r —0 7-10-5 10.0-0 15-0-0 20-8-0 , 22-9-11 30-8-0 31-10-Q 1-2-0 7-10-5 2-1-11 5.4-0 5-4-0 2-1-11 7-10-5 1-2-0 Scale = 1:56.4 4x4 = 4.00 12 3x10 = 44 = w w in 4x6 = 15 14 16 73 17 12 18 11 19 10 20 4x6 = 2x4 II 3x10 = 5x6 = 3x10 = 2x4 II 7-10-5 10-0-0 15.4-0 20-8-0 22-9.11 30-8-0 7-10-5 2-1-11 5-0-0 5-4-0 2-1-11 7-10-5 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deg Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.83 Vert(LL) -0.20 2-14 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.98 Vert(TL) -0.63 11-12 >579 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.47 Horz(TL) 0.18 8 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Weight: 133 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-7-0 oc puffins, except BOT CHORD 2x4 DF No.1&Btr G 2-0-0 oc purtins (3-11-2 max.): 4-6. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installatio uide REACTIONS (Ib/size) 2=1427/0-5-8 (min. 0-1-8), 8=1427/0-5-8 (min. 0-1-8) Max Horz 2=43(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3238/0, 3-4=-2861/0, 4-5=-2662/0, 5-6=-2662/0, 6-7=-2861/0, 7-8=-3238/0 BOT CHORD 2-15=0/2984, 14-15=0/2984, 14-16=0/2984, 13-16=0/2984, 13-17=0/3148, 12-17=0/3148, 12-18=0/3148, 11-18=0/3148, 11-19=012984, 10-19=012984, 10-20=0/2984, 8-20=0/2984 VEBS 3-13=-570/19, 4-13=0/705, 5-13=-671/0, 5-12=0/364, 5-11=-671/0, 6-11=0/705, 7-11 =-570/20, 3-14=0/411, 7-1 0=0/411 .DOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) Graphical purlin representation does not depict the size or the orientation of the purin along the top and/or bottom chord. LOAD CASE(S) Standard A WARK.4G - Verify tf mign parameters =d -SAD AiZri W ON THIS AND INCLUDED TfflrgK PP, EP E PAGE Mr- 74T.f .€i 'L&` PX US& Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Cifferia, DSB-89 and BCSI Building Component Safety Informaiton available from Truss Plate Institute, 781 N. Lee Street. Suite 312 Alexandria, VA 22314. 1f5cuYitam Pine$5P) Bomber is :ei.ried„t?ve da;Ogn"Lut-s are :hose eEe-:irre 0610112€1-3 byAISC Q�pFESS/p SOON 0 2 LU C 074486�� *� �. 1231-13 �* 1 July 10,2013 Nil' MiTek` 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Q Plyty R40054999 LIRfererlce 3117 B T2G HIPTRUSS 1 (optional) 5MC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:29:06 2013 Page 1 ID: IUKOyQYzmzBOzGgsMjQH7zNRLd-zWi 08jUSXJIcSyLoUrYcklhlyV4rHSwOHsgnGyzjBx 1-1-2-01 4-11-2 8-0.0 1 11-8 14 15-0-0 16 11-2 22$0 26 0-0 I 30 8 0 31-10.Q 1-2-0 4-&0 3-40 3-8-14 3-7-2 3-7-2 3.8-14 3.4-0 4&0 1-2-0 Scale = 1:56.4 NAILED NAILED NAILED 4x6 = 4.00 12 NAILED NAILED 3x10 = NAILED 2x4 II 3x10 = 4x6 = 4 19 520 21 6 22 7 8 A 2 .P 0 10 o 4x6 = 23 18 24 17 25 16 26 2728 15 2930 31 14 32 13 33 12 34 4x6 = 2x4 II 5x8 = JL24 2x4 I JL24 7x10 = 2x4 II 5x8 = 2x4 11 HJC26 JL24 JL24 JL24 HUS26 48-0 8-0.0 { 0 10 o 4x6 = 23 18 24 17 25 16 26 2728 15 2930 31 14 32 13 33 12 34 4x6 = 2x4 II 5x8 = JL24 2x4 I JL24 7x10 = 2x4 II 5x8 = 2x4 11 HJC26 JL24 JL24 JL24 HUS26 48-0 8-0.0 { 11-8-14 15.4-0 18.11-2 22-8-0 26-0.0 30-, 4-SO 3-0-0 38-14 3.7-2 3.7-2 �3.8-114 3.40 48-0 Plate Offsets (X.Y): 12:0-3-12.0-0-31 110:0-3-12,0-0-31 113:0-2-8 0-3-81 115:0-5-0.0-4-81 117:0-1-15 0-3-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.28 Vert(LL) -0.28 14-15 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.52 Vert(TL) -0.71 14-15 >510 180 BCLL 0.0 Rep Stress Incr NO WB 0.36 Horz(TL) 0.13 10 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 484 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x6 OF SS 2-0-0 oc puffins (6-0-0 max.): 4-8. WEBS 2x4 OF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=3202/0-5-8 (min.0-1-8). 10=2970/0-5-8 (min.0-1-8) Max Horz 2=38(LC 5) Max Grav 2=3983(LC 17), 10=3238(LC 25) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-11264/0, 34=-11800/0, 4-19=-11059/0, 5-19=-11060/0, 5-20=-14393/0 20-21=-I4393/0, 6-21 =-1 439310, 6-22=-14393/0, 7-22=-14393/0, 7-8=-8819/0, 8-9=-9412/0, 9-10=-9065/0 BOT CHORD 2-23=0/10641, 18-23=0/10641, 18-24=0/10641, 17-24=0/10641, 17-25=0/13569, 1 6-25=0/1 3569, 16-26=0/13569, 26-27=0/13569, 27-28=0/1 3569,15-28=0/13569, 15-29=0/13109, 29-30=0/13109, 30-31=0/13109, 14-31=0/13109, 14-32=0/13109, 13-32=0/13109, 13-33=0/8559, 12-33=0/8559, 12-34=0/8559, 10-34=0/8559 VEBS 3-18=-334/9, 3-17=0/796, 4-17=0/3462, 5-17=-3101/0, 5-16=0/801, 5-15=0/1291, 6-15=-565/88, 7-15=-70/1736, 7-14=011789, 7-13=-5214/0, 8-13=0/2794, 9-13=0/581 NOTES 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at G-4-O oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. QRpFESS/0 3) Unbalanced roof live loads have been considered for this design. Q� 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise), cantilever left and right left 4� OCIA Fy Q exposed ; end vertical and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) Provide adequate drainage to water A; (�1 �� prevent ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ` LU V� C 074486 t11 7) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6 0 tall by 1-0-0 wide will LU fit between the bottom chord and any other members. E 12-31-13 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) Graphical purlin representation does not depict the size or the the Q orientation of puffin along the top and/or bottom chord. 11) Use USP HJC26 16d into Girder & 10d (With nails nails into Truss) or equivalent at 8-0-6 from the left end to connect truss(es) JD (1 0 ply 2x4 DF), C2A (1 ply 2x4 DF) to front face of bottom chord. 12) Use USP JL24 (With 10d nails into Girder & NA9D nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 10-0-12 from the to connect truss es JD 1 I 2x4 DF to front face of bottom chord. July 10,2 ContiRBi��rS 2`f truss(es) ( ply ) ® idai %117IG - Nexify tP ixUa Jatsram cm mad i'PAD R27 SON THIS AND 1NUWlDW.n7WK Ps.F.i^'a.}'tME PAW W1-747j.BE'1Yi1W 1JSR Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. n Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the /� I� �` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTeIy„- fabrication, quality control, storage, delivery, erection and tracing, consul ANSI/TPII Qual ly Criteda, DSB-89 and BC51 Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. °fst;L"arn-Pine );armbe;: is sezfFie:f. t3,e6esign values amthats eft -five 0S/VIj2 13 byAlsC Citrus Heights, CA, 95610 �115 Job Truss Truss Type Qty Ply R40054999 3117_B T2G HIP TRUSS 1 3 Job Reference (optional) emu, M010, vA - 9Z2o3 7.420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:29:07 2013 Page 2 I D:_I UKOyQYzmzBOzGgsMj QH7zNRLd-RibmL2V41ctT36v_2Y3rGyEwivQ4ov92FxcDJ iyzj ow NOTES 13) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent at 18-14 from the left end to connect truss(es) G1 (1 ply 2x6 DF) to front face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. 15) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-68, 4-8=-68, 8-11=-68, 2-10=-20 Concentrated Loads (lb) Vert: 4=-1 35(F) 17=-693(F) 15=-54(F) 6=-135(F) 19=-135(F) 20=-135(F) 21=-135(F) 22=-135(F) 25=-54(F) 26=-54(F) 28=-54(F) 29=-54(F) 31=-1545(F) E.1 ARAIITNG - Verify cl,%* pw-anzeters and READ 1§dt?7'P.S ON THIS AND IAIMTIIi M AUTSK P.I FFR- E PAW Pfll-7473 II&FVP..L VSE? Design valid for use only with Walk connectors. This design is based only upon parameters shown, and is for an individual building component. �- Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown ¢ for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Addtional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MwTe >. fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSO-89 and BCSI BuBding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. tf Citrus Heights, CA, 95610 Sautti,arn Dine tSp} lumber It slsec�ed, ",a design values are these ePe-rtive 0610-2/201.3 irYALSC Job Truss Truss Type Qty Ply R40055000 Lb 3117_B T3A Special Truss 1 Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:29:08 2013 Page 1 ID: 1UKOyQYzmzBDzGgsMjQH7zNRLd-vv99ZOWi3w?KhGUAcGa4pAr _clYIFfCUbLnr8yzj8v 4313 B-4-0 10.5-8 138-8 20-5-0 238E 111 4313 4-0-4 2-1-11 330 6.8-8 3-3-6 0-5-1 4.D0 F12 Scale: 1/4"=l' 4x8 11 9hA QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE ... ,............,......., ,.. �. ,..� .....r..,-.. ,., .,. ,� ...,.............ram ..�, ...f. 4x6 MT20H = JL25 Bx12 = JU524 JU524 8x12 = 6x8 = JL25 JL25 7x10 = 44 MT20H = JL26 JUS24 HUS26-2 THD26-2 THD26-2 JL24 JL26 4313 10.5.8 .13-8.8 20-SO 242-0 4313 C>1.11 3-3-0 6-8-8 39-0 Plate Offsets MY): f1:0-3-8.0-1-81. f8:Edae.D-2-01, f9:0-3-4,0-4-81, f10:0-3-4,0-4-81, f11:0-3-12,0-4-81. 112:0-6-0,0-4-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.72 Vert(LL) -0.16 9-10 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.77 Vert(TL) -0.47 9-10 >602 180 MT20H 165/146 BCLL 0.0 ' Rep Stress Incr NO WB 0.79 Horz(TL) 0.07 8 n/a n/a BCDL 10.0 Code IBC2009/iP12007 (Matrix) Weight: 340 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No. I&BIT G TOP CHORD Structural wood sheathing directly applied or 3-6-3 oc purtins, except BOT CHORD 2x6 DF SS end verticals. WEBS 2x4 DF Stud G 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. W1,W12: 2x6 OF No.2 G, W2,W11: 2x4 DF No.1&Btr G REACTIONS (lb/size) 13=6561/0-5-8 (min. 0-4-0), 8=5938/0-5-8 (min. 0-3-15) Max Harz 13=-101(LC 9) Max Uplift8=-131(LC 12) Max Grav 13=7506(LC 8), 8=7349(LC 7) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5721/0, 2-3=-5685/0, 3-4=-8005/0, 4-5=-8733/0, 5-6=-11619/90, 6-7=-10210/96, 1-13=-7138/0, 7-8=-7386/46 a0T CHORD 13-14=-210/426, 14-15=-277/426, 15-16=-649/799, 12-16=-719/869, 12-17=0/5824, 17-18=0/5494, 18-19=0/5494, 19-20=0/5640, 20-21=015866, 11-21=0/6211, 11-22=0/9407, 10-22=0/9710, 10-23=0/7906, 23-24=0/8278, 24-25=0/8278, 25-26=0/8364, 9-26=0/8988, 9-27=-535/790, 27-28=-208/463, 8-28=-128/383 WEBS 3-12=-2392/457, 3-11=0/5442, 5-11=-3597/0, 5-10=0/3206, 1-12=0/7361, 6-10=-688/2148, 6-9=-1756/526, 7-9=-25/10143 NOTES 1) 2-ply truss to be connected together with IOd (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-8-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 8=131. 10) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 4500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from D-0-0 to 24-2-0 for 186.2 pff. ,ontinued on Daae 2 I WAi37Y NG Verify design. parameters =3READ lU< W ON THIS AM L%TI BMIU) 3ilIMK P-i3€'ER E PAGE ;ff1-747,3 ,9M)r& [M3 Design valid for use only with MTek connectors. This design o based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. q�,4i' ESS/o sooCO ty o 2 i L C 074486 :CT * P 12-31-13 ��- FQF G July 10,2013 MiTek` 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Raooss000 3117_B T3A Special Truss 1 ob Reference o tional tsmc, inaio, l A- s22u3 r.a2o s May 10 2013 Mi7eK Inaustnes, Inc. Tue Jul 09 18:29:09 2013 Page 2 ID:_IUKOyQYz mzBOzGgsMj QH7zNRLd-N5jXmkXKgE7BJQ3NAz5JMN J9Li2kUivLj FSKObyzjBu NOTES 12) Use USP JL26 nth 16d nails into Girder & NA9D nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-11-4 from the left end to 3-11-4 to connect truss(es) T1 F (1 ply 2x4 DF) to front face of bottom chord. 13) Use USP JUS24 nth 1 Od nails into Girder & 1Od nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 5-11-4 from the left end to 8-7-4 to connect truss(es) T1 G (1 ply 2x4 DF), T7 H (1 ply 2x4 DF), T11 (1 ply 2x4 DF) to front face of bottom chord. 14) Use USP HUS26-2 (With 16d nails into Girder & 16d nails into Truss) or equivalent at 10-5-8 from the left end to connect truss(es) T1J (2 ply 2x4 DF) to front face of bottom chord. 15) Use USP THD26-2 nth 16d nails into Girder & 1 Od nails into Truss) or equivalent spaced at 6-10-0 oc max. starting at 13-8-8 from the left end to 20-6-8 to connect truss(es) T1K (2 ply 2x4 OF), T1 O (2 ply 2x4 OF) to front face of bottom chord. 16) Use USP JL26 nth 1Od nails into Girder & NA9D nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 14-7-4 from the left end to 18-7-4 to connect truss(es) T1 L (1 ply 2x4 DF), T1 M (1 ply 2x4 OF), T1 N (1 ply 2x4 OF) to front face of bottom chord. 17) Use USP JL24 nth 10d nails into Girder & NA9D nails into Truss) or equivalent at 22-7-4 from the left end to connect truss(es) JCX (1 ply 2x4 OF) to front face of bottom chord. 18) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-68, 3-7=-68, 13-18=-20, 18-21=-60, 8-21=-20 Concentrated Loads (lb) Vert: 11 =-1 246(F) 10=-1608(F) 9=-862(F) 14=-895(F) 16=895(F) 17=-740(F) 18=-744(F) 20=-730(F) 23=-807(F) 24=-808(F) 26=-807(F) 28=-175(F) WA7tKNO - Verify &Zign p.,amstem =d Rf^ D NOTFZ ON 77711B AND IPXI (JDM) ARIFSK PEF'EZtl RCE PAM P.W.7473 BiMWB MR �� Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. �� Applicability of design parameters and proper incorporation of component a responsibility of building designer not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the I fg erector. Additional pennonent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding WiiTek fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Qualify CrBerla, DSO-89 and BCSI Building Component Suite 109 'tGreenback Lane, Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexondrio, VA 22314. 777777 77 Heights, CA, Lane, Sau"am.PinetSP)lum'.be-='rsT.ecifr�,tb,= design. ualuw we those of ct'' e061,ft_/2013 by ALSO Job Truss Truss Type Qty Ply R40055001 Lb 3117_B T38 SPECIALTRUSS 2 1 Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 Mrrek Industries, Inc. Tue Jul 09 18:29:10 2013 Page 1 ID:IUKOyQYzmzBOzGgsMjQH7zNRLd-rHHv 4XybXF2waeZjhdYubsOb6LwDBlUxvquwlyzj8t 7-4-1 1310.1 204-0 26-9.15 33.3-15 1 149 8 7-4-1 I'll 6-5-15 6-515 6.5-15 3- Scale = 1:62.5 5x6 = 4.00 F12 416 = 2x4 II 5x8 = 3x10 = 6x8 = 3x10 = 4x4 11 7-41 1310.126.9.15 33315 36-8-8 1-4-1 6-5-15 - I'll.115 FrS15 3-0-9 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.49 Vert(LL) -0.19 12-13 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -0.66 12-13 >661 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.67 Horz(TL) 0.19 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix-M) Weight: 176 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 3-0-5 oc purlins, except BOT CHORD 2x4 DF No.18Btr G end verticals. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=1624/0-5-8 (min. 0-1-12), 8=1593/0-5-8 (min. 0-1-11) Max Horz 1=61(LC 5) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-3986/0, 2-3=-3212/0, 3-4=-2329/0, 4-5=-2330/0, 5-6=-2717/0, 6-7=-2107/0, 7-8=-1555/0 -OT CHORD 1-17=0/2798, 1-18=0/3710, 13-18=0/3710, 13-19=0/3706, 12-19=0/3706, 12-20=0/2972, 11-20=0/2972, 11-21=0/2513, 10-21=0/2513, 10-22=0/1976, 9-22=0/1976 /EBS 2-13=0/357, 2-12=-788/10, 3-12=0/537, 3-11=1037/6, 4-11=0/985, 5-11=-551/44, 6-10=0/575, 6-9=-735/18, 7-9=0/2079 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, noncwncurrent with any other live loads. LOAD CASE(S) Standard C',;?,oF ESS/p SOC}N ©l��c LU U C 074486 rn EXP, 1 i-31-13 July 10,2013 A iAAfdA+ NG -Verify d,%igsl garamelesx =d READ l KnW ON TRI&.+liYil tAiCL &Pi.A9iTSff flr^i FI .t GE i � Y2dP-7473.f3PF (3/iE i — Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. f Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the �/� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTe - fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. g5""arn 9inetsp)hmber 43rec Fed:t e diis?yn valuer. are ;hose efectx 06/011203try AtSC Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Raoossooz 31178 - T3C SPECIAL TRUSS 4 1 Job Reference o tional t$W' Into, uA - 4122U3 r.42U s May lU 2W3 MI I er, Inaustnes, Inc. I ue Jul us la:29:11 2013 Page 1 I D:_IU KOyQYzmzBOzGgsMjQ H7zN RLd-KUrHBQYbMrNvYkDI HOBnRoOZnM5yeHeAZaRSTyzjl �-2-0, 7-4.1 I 13-10-1 20-4-0 26B' 5 33315 1.2-0 1-4-1 &S-15 6- .15 6-515 6-515 3.49 Scale: 3/16"=l' 5x6 = 4.00 12 6 3x4 % 3x4 5 7 6x8 WB % 4 > E&4zz� 54 9 v 2 r 19 20 21 22 23 24 25 15 14 13 12 11 10 416 = 2x4 II 5x8 = 3x10 = 5x8 = 3x10 = 4x4 II 'r 7.41 r 1310.1 � 20-4-0 26•&15 33315 36-8-8 7-41 SS15 SS15 6-515 E-515 3-49 Plate Offsets (X.Y): 12:0-2-9.Edgel. 13:0-1-4.0-3-81, f10:Edae.0-3-91. (11:0-3-9.0-1-81, f12:0-4-0.0-3-01. 114:0-4-0.0-3-01 LOADING (psf) SPACING 2-0-0 CS1 DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.19 14-15 >999 240 MT20 2201195 TCDL 14.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -0.67 14-15 >658 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.67 Horz(TL) 0.19 10 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix-M) Weight: 178 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.18BV G TOP CHORD Structural wood sheathing directly applied or 3-0-12 oc pudins, except BOT CHORD 2x4 DF No.18BV G end verticals. WEBS 2x4 OF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1707/0-5-8 (min. 0-1-13), 10=159310-5-8. (min. 0-1-11) Max Horz 2=77(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3980/0, 3-4=-3840/0, 4-5=-3210/0, 5-6=-2328/0, 6-7=-2328/0, 7-8=-2707/0, 8.9=-2103/0, 9-10=-1551/0 -OT CHORD 2-19=012716, 2-20=0/3705, 15-20=0/3705, 15-21=0/3705, 14-21=0/3705, 14-22=012970, 13-22=0/2970, 13-23=0/2508, 12-23=0/2508, 12-24=0/1972, 11-24=0/1972 JEBS 4-15=0/354, 4-14=-787/7, 5-14=0/533, 5-13=-103717, 6-13=0/986, 7-13=-546/47, 8-12=0/573, 8-11=-739/15, 9-11=0/2072 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. Op OFESSt 0�9 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the �, O Soo Dl�� Bottom Chord, nonconcurrent with any other live loads. v LOAD CASECOS) Standard LU C 074486 r- * E 1231-13 FOFC JUN 10.2013 A IRAWING - Verify dl_siq. nuram&rm marl PMD NdrM ON THIS AND 1AIrLUDELT fflTEK PEFEREICE PAW W1-74iJ 3F,r` )RE Lam. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an indvidual building component. Applicabifty of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Wit is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the buildng designer. For general guidance regardng Mi%k' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality CrBedo, DSB-89 and BCSI Building Component Suite 109 S 7777 Greenback Line, Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 Lane, :,, Nsoutharn. AinetSl lumpassp>_oificd.:r ��;,:s,.—fuzs —fan those eftzra 06/01/2'213 bVALSc Job Truss Truss Type Qty Ply R40055003 3117 B T3E SPECIAL TRUSS 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 1829:12 2013 Page 1 I D:_IU KOyQYzmzBDzGgsMjQ H7zN RLd-ogOfPmZD79VmAtoyr6fOzOxftw6Vh2snPDJ_vyzj8r )1-2-0 7-4-1 13-10.1 20-4-0 26315 33-3-15 368.8 1-2-0 7-4-1 6-5-15 6-515 SS15 - 6-5-15 3.49 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 5x6 = 4.00 12 Scale: 3/16'=1' -- " 14 "' 13 " 12 " 11 - " 10 L4 9 4x12 = 2x4 I I 6x10 MT20H = 3x10 = 5x8 = 5x8 = 4x6 11 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code IBC2009/TPI2007 LUMBER TOP CHORD 2x4 DF No.18Btr G BOT CHORD 2x4 OF 240OF 2.0E WEBS 2x4 OF Stud G CSI DEFL in (loc) I/deft Ud PLATES GRIP TC 0.83 Vert(LL)-0.2813-14 >999 240 MT20 220/195 BC 0.64 Vert(TL)-0.7413-14 >596 180 MT20H 165/146 WB 0.84 Horz(TL) 0.20 9 n/a n/a (Matrix-M) Weight: 177 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at micipt 4-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Aide. REACTIONS (lb/size) 2=1707/0-5-8 (min. 0-2-6), 9=1593/D-5-8 (min. 0-2-3) Max Horz 2=77(LC 13) Max Uplift2=-656(LC 9), 9=-485(LC 12) Max Grav 2=2415(LC 8), 9=2171(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. -DP CHORD 2-3=-6051/1847, 3-4=-4672/1288, 4-5=-3158/712, 5-6=-2803/364, 6-7=-3672/793, 7-8=-2899/665, 8-9=2124/487 OT CHORD 2-18=-676/3573,2-19=-1716/5666,14-19=-1219/5207,14-20=-1161/4982, 13-20=-614/4739,13-21=-602/3762,12-21=-286/3440,12-22=-154/2846,11-22=-92/2784, 11-23=-18/2161, 10-23=333/2418, 10.24=-286/350 WEBS 3-14=0/354, 3-13=-837/66, 4-13=0/536, 4-12=-1043/14, 5-12=-14/1097, 6-12=-755/249, 7-11 =-446/1071. 7-1 0=-1 056/339. 8-1 0=-664/2864 NOTM 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20 % has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=656, 9=485. 8) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) This truss has been designed for a total drag load of 3500 lb. Lumb'er,DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 36-8-8 for 95.3 plf. LOAD CASE(S) Standard QQ�1,pFESSIp,�,� �¢�oo SQflN o�F 2 LIJ C 074486 rn It July 10,2013 ® &a&P ING - Yeri}y d tsign p¢rzzn & - zrnd F.EAD NOTM ON TZ'i& AND iNiI,iP3 BD.ftUT9K P.PYER CE PACE fSd7-7473 €3EFVRE iwS -- Design valid for use only with MTek connectors. Thu design's based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component a responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliify, of the iTe � erector. Additional permanent brocing of the overall structure is the responsibility of the building designer. For general guidance regarding e fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 4 Sa: mane.Pin.ISPjlumbe-is sgssfiE3e-ths deign—W,es amthasae?:e:tivs, by.ASC - Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply R40055004 3117_B T3F SPECIAL TRUSS 5 1 Job Reference (optional) omc, maio, cR- azzua r.cm s may lu Luia mi i eK mauanes, mc. i ue um ua ia:zaa a tuis rage i ID_IUKOyQYzmzBOzGgsMjQH7zNRLd-Gsy2c6artSdcnl N8PpAFWDUv__JNbPYvxdt3YXMyzjBq 1.2-013-1D-1 i i 26.15 i 33315 9r1-2-0 1-"- 6-515 55 6-515 30 5x6 = 4.00 12 Scale: 3/16"=l' 14 "' 13 " 12 " 11 `O 10 C4 9 300 = 2x4 II 5x8 = 3x10 = 5x8 = 3x10 = 4x4 II 13.10-1 2040 26-9-15 33-3-15 3Cr89 1-4-1 6-515 6-515 I 6-515 6.515 3-0-10 Plate Offsets (X,Y): f3:0-4-0,0-3-01.f9:Edge,0-3-91.f10:0-3-9,0-1-81.f11:0-4-0,0-3-01,f13:0-4-0.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.19 13-14 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -0.67 13-14 >659 180 BCLL 0.0 Rep Stress Incr NO WB 0.66 Horz(TL) 0.19 9 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix-M) Weight: 178 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.18,Btr G TOP CHORD Structural wood sheathing directly applied or 3-0-8 oc purlins, except BOT CHORD 2x4 DF No.18Btr G end verticals. WEBS 2x4 OF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=1708/0-5-8 (min. 0-1-13), 9=1593/Mechanical Max Harz 2=77(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3971/0, 3-4=-3207/0, 4-5=-2328/0, 5-6=-2329/0, 6-7=-2708/0, 7-8=-2106/0, 8-9=-1551 /0 —OT CHORD 2-18=0/2734, 2-19=0/3696, 14-19=0/3696, 14-20=0/3692, 13-20=0/3692, 13-21=0/2968, 12-21 =0/2968,12-22=0/2509, 11-22=0/2509, 11-23=0/1975, 10-23=0/1975 fEBS 3-14=0/355, 3-13=-778/8, 4-13=0/535, 4-12=-1034f7, 5-12=01984, 6-12=-546/47, 7-11=01571, 7-10=-738/15, 8-10=0/2074 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. Q�ES$/ 5) A plate rating reduction of 20% has been applied for the green lumber members. (>� Q 6) Refer to girder(s) for truss to truss connections. O�Onl�� 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the v Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Lu 2 C 074486 rn * E . 12.31-13 �j V 9rFOF C. July 10,2013 A wmfd3NG - Verify d--sstm pa,'rmc,3" ..d r rAD Nit W ON THIS AM INULT;Dfff 8£t'i 7K P?. Br ' F K',6 PACE MTr-74M B '% RE UM -- Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the �` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mw TT eti' fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI/TPII Quality CrBeria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Infonnalion available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria. VA 22314. HSOLMriem DiretSFl;vmbe- is. isPes"Sied, V edesign miiiv s art thwa ef'e_in-e 06/0112II33 by AtSC Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply R40055005 3117_B T3G SPECIALTRUSS 5 1 Job Reference (optional) ams„ mmo, �N-accw —Y IV rage I D:IU KOyQYzmz_BOzGgsMj QH7zNRLd-k2 WQpSbTemITPByKyWnU 3R044ggB?94sXo53oyzj8p 13-10-1 20-4-0 26-9-15 I 33315 1-2-0 7-4.1 6-515 6-515 8-515 6-5-15 3.4-10 4.D0 12 5x6 = 5 Scale: 3/16"=l' -- " 14 `u 13 " 12 " 11 " 10 G4 9 3x10 2.4 II 5x8 = 3x10 = 5x8 = 3x10 = 04 II 74-1 13141 2040 26-9-15 33-3-15 36.8.9 + 7-4:1 65-15 65-15 6.5-15 6-5-15 �10 Plate Offsets (X,Y): f3:0-4-0.0-3-01, f9:Edge,0-3-91, f10:0-3-9.0-1-81, 111:0.4-0.0-3-01. f13:0-4-0.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.19 13-14 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -0.67 13-14 >659 180 BCLL 0.0 ' Rep Stress Incr NO WB_ 0.66 Horz(TL) 0.19 9 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix-M) Weight: 178 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-0-8 oc puffins, except BOT CHORD 2x4 DF No.1&Btr G end verticals. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1708/0-5-8 (min. 0-1-13), 9=1593/Mechanical Max Horz 2=77(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3971/0, 3-4=-3207/0, 4-5=-2328/0, 5-6=-2329/0, 6-7=-2708/0, 7-8=-2106/0, 8-9=-1551 /0 -OT CHORD 2-18=0/2734, 2-19=0/3696, 14-19=0/3696, 14-20=0/3692, 13-20=0/3692, 13-21=0/2968, 12-21=0/2968, 12-22=0/2509, 11-22=0/2509, 11-23=0/1975, 10-23=0/1975 /EBS 3-14=0/355, 3-13=-778/8, 4-13=0/535, 4-12=-1034/7, 5-12=0/984, 6-12=-546/47, 7-11=0/571, 7-10=-738/15, 8-10=012074 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 1-0-0 wide will fit between the bottom chord and any other members.©4 flESS�� 5) A plate rating reduction of 20% has been applied for the green lumber members. r) 6) Refer to girder(s) for truss to truss connections. �4. Q�f�N Ol�� 7) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the �V Bottom Chord, nonconcurrent with any other live loads. �� jC 2 LOADCASE(S) Standard LU C 074486 * E 12-31-13 N CIV grFOF C July 10,2013 (k I&iAWING -Verify d-cign par=zelern =d READ KIOT S ON THIS AM INCLtliiF,'Y} a1 TSK ?P.FF'EF2£'itYt Fa PACE F?a7-7473 BEFVRE i Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi 3g et,. fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Informaiton available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 if 5as.^FZem Xne ISP} lumber is alsezifl�d„ the-deslgo ue LTS -faes are those ef€e _tr0112013 byAtsc Job Truss Truss Type Qty Ply _.,. R40055006 3117 B T3H GABLE 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MiTek Industries, Inc. Wed Jul 10 D9:45:28 2013 Page 1 I D:_I U KOyQYzmzBOzGq sMj QH7zN RLd-gSgUZ12EYeuDncfzv4uO D04C4RI2dPsYlai4G5yzTzL r1-2-01 20-4-0 I 35-3-0 I 1-2-0 20-4.0 15-11-0 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 3x10 = 4x8 = 4.0 15 16 17 18 Scale = 1:62.2 3x6 = 55 54 56 63 57 52 58 51 59 50 60 49 61 48 62 47 63 46 64 45 65 44 66 43 67 42 68 41 69 40 70 39 3871 37fig' 73 35 74 34 75 33 76 32 77 31 78 30 5x6 = 5x6 WB = 4x6 = 3x4 II 20-4-0 36-M 20-4-0 15-11-0 Plate Offsets MY): f3:0-4-0.Edgel, f10:0-5-0,0-4-81, f16:0.4-O.Edael, f16:0-5-0.0-2-61, f27:0-3-0,0-1-151, f38:0-3 0 00-0-91. 145:0.3-0.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deg Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) 0.00 1 n/r 120 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.36 Vert(TL) 0.01 1 n/r 90 BCLL 0.0 Rep Stress Incr NO WB 0.41 Horz(TL) 0.02 43 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 257 lb FT = 20% LUMBER BRACING TOP CHORD 2x6 OF No.2 G 'Except` TOP CHORD Structural wood sheathing directly applied or 5-6-4 oc purlins, 1-3,27-29: 2x4 DF No.1&Btr G except end verticals. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF No. 1&Btr G *Except* MiTek recommends that Stabilizers and required cross bracing 29-31: 2x4 DF Stud G be installed during truss erection, in accordance with Stabilizer OTHERS 2x4 DF Stud G Installation -guide. REACTIONS All bearings 36-3-0. (lb) - Max Horz 2=74(LC 13) Max Uplift All uplift 100 lb or less atjoint(s) 44, 45, 46, 51, 52, 54, 40, 39, 35, 34, 33, 32 except 30=-1299(LC 14), 2=-379(LC 9), 53=-265(LC 23), 31=-1087(LC 15) Max Grav All reactions 250 lb or less at joint(s) 53 except 30=1401(LC 7), 2=640(LC 8), 43=315(LC 59), 44=313(LC 58), 45=314(LC 57), 46=314(LC 56), 47=314(LC 55), 48=314(LC 54), 49=314(LC 53), 50=315(LC 52), 51=312(LC 51). 52=330(LC 50), 54=609(LC 23), 42=315(LC 60), 41=313(LC 61), 40=314(LC 62), 39=314(LC 63), 37=314(LC 64), 36=314(LC 65), 35=314(LC 66), 34=314(LC 67), 33=315(LC 68), 32=312(LC 69), 31=1193(LC 22) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1393/1326, 3-4=-1297/1243, 4-5=-1057/1010, 5-6=-944/945, 6-7=-851/858, 7-8=-759/772, 8-9=-665/686, 9-10=-572/601, 10-11=-479/516, 11-12=-386/430, 12-13=-293/345, 13-14=-200/260, 17-18=-258/311, 18-19=-351/402, 19-20=-444/482, 20.21=-537/562,21-22=-630/644,22-23=-723/728,23-24=-816/814,24-25=-911/900, 25-26=-987/970, 26-27=-1017/1010, 27-28=-1025/1010, 28-29=-1227/1191, 29-30=-1349/1276 ESSIO �,�OF BOT CHORD 2-55=-1230/1323, 54-55=1100/1134, 54-56=-937/997, 53-56=-893/953, 53-57=-849/900, f�,4 j� 52-57=-805/865,52-58=-761/821,51-58=-681/741,51-59=-672f733,50-59=-628/688, w� 'V 50-60=-584/644,49-60=-536/600,49-61=-496/556,48-61=-442/512,48-62=-407/468, OQ 0 ,r ; (� 47-62=-363/424,47-63=-319/379,46-63=-274/335,46-64=-231/291,41-68=-197/257, C} 41-69=-240/301, 40-69=285/345, 40-70=-329/389, 39-70=-373/434, 38-39=-382/442, C 074486 (4UU r�i1 38-71=-417/478, 37-71=-462/522, 37-72=-506/566, 36.72=-550/610, 36-73=-584/654, Of M 35-73=-638/699,35-74=-681/741,34-74=727l787,34-75=-735/831,33-75=-815/875, EV. 12-31-13 33-76=-859/919, 32-76=-894/963, 32-77=-947/1008, 31-77=-991/1052 7i WEBS 4-54=349/40, 29-31 =-1 373/1416 NOTES FOF 1) Unbalanced roof live loads have been considered for this design. t 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 Ir rlu 10 701 '� 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry WERYerify dd<ux-pa g aram zr z ..d PEAD NOT& ORf WIS AMD INZ LSIf3PS3 itid id3K P.a3f'ER;_IWE PAGE ASi3-747j.Fi 'EpppS, EEL, Design valid for use only with M9ek connectorsThis design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the pp� ({�r erector. Addtional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardng 1ti1 eOl fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Crtteda, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. YSAut?xam Pine(5F1asrbec: i=_:ce-„cs.. vat;�ex sreeha afie.-.cive i"fd#Yf2.*31.3 by ALSO Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply R40055006 3117 B T31-1 GABLE 1 1 Jo Reference (optional) BMC, Indio, CA - 9ZZ03 i.vzu s may iu zuis mi i eK inausmes, inc. vvea uw iu va:co:zy zu-ia rage z ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-IeOsmN3sJx04PmEAToPdmddNgr5HMs6h ESdoYyzTzK NOTES 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) 44, 45, 46, 51, 52, 54. 40, 39, 35, 34, 33, 32 except Qt=lb) 30=1299. 2=379, 53=265. 31=1087. 11) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 12) This truss has been designed for a total drag load of 2400 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 36-3-0 for 66.2 plf. 13) No notches allowed in overhang and 10200 from left end and 0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one be plate between each notch. LOAD CASE(S) Standard ® wAiza un - Verify dPzign p.-,z.e'frrs and PEED f1Ii1?Yi,S ON THIS AND INCLUDED -ll7TIE P.F. ER—EM s PAW IU17473 SEPOITP CISP. Design valid for use only with Mgek connectors. This designis based only upon parameters shown, and is for an individual building component. �f Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stabflity during construction is the responsibiliily of the iY{� ip. _ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding i fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Bunding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 4f touvhsir9.Inne($p)iumber issp—ffied,.tM,a bY ezig kms are`.hose etn'e_trve W 8M13 byA SC - Job Truss Truss Type Qty Ply R40055007 Ll 3117 B T4A COMMON TRUSS 1 Reference (optional) BMC, Indio, CA- 92203 7.420 s May 10 2013 Mi fek Industries, Inc. Tue Jul 09 18:29:21 2013 Page 1 ID _IUKOyQYzmzBOzGgsMjQH7zNRLd-1 PR3Hrgs?weUIG__MVJ7rvpDgY5WH8z6T6?zpuyzj8i 8.5.0 12 4-0 16-31 21-6.0 2-11-15 3-11-0 3-11-0 3-11-0 5-2.15 4.00 12 4x4 = 3* 13 l[ n lu e a HUS26 HUS26 HUS26 4x12 II 4x12 = 2x4 ll 7x40 = 7x10 = 6x8 = 3x10 II 6x10 MT20H = HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 1� 4fr0 i B•5-0 12-4-0 { 16.3-1 21-6-0 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.70 TCDL 14.0 Lumber Increase 1.25 BC 0.96 BCLL 0.0 ' Rep Stress Incr NO WB 0.72 BCDL 10.0 Code IBC2009/TPl2007 (Matrix) DEFL in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.17 8-9 >999 240 MT20 2201195 Vert(TL) -0.58 8-9 >434 180 MT20H 165/146 Horz(TL) 0.12 7 n/a n/a LUMBER BRACING TOP CHORD 2x4 DF N0.18BtrG TOP CHORD BOT CHORD 2x6 DF SS WEBS 2x4 DF Stud G BOT CHORD WEDGE Right: 2x4 DF Stud REACTIONS (lb/size) 13=8991/0-3-8 (min. 0-3-3), 7=8595/0-5-8 (min. 0-3-1) Max Horz 13=-118(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-278/0, 2-3=-6265/0, 3-4=-6300/0, 4-5=-11730/0, 5-6=-17027/0, 6-7=-22126/0, 1-13=-441 /0 BOT CHORD 13-14=0/2466, 12-14=0/2466, 12-15=0/2466, 15-16=0/2466, 11-16=0/2466, 11 -1 7=0/10954, 17-18=0/10954, 18.19=0/10954, 10-19=0/10954, 10-20=0/15954, 20-21=0/15954, 21-22=0/15954, 9-22=0115954, 9-23=0/20931, 23-24=0/20931, 24-25=0/20931, 8-25=0/20931, 8-26=0/20931, 26-27=0/20931, 27-28=0/20931, 7-28=0/20931 WEBS 2-12=0/938, 2-11=0/6391, 3-11=0/3598, 4-11=-7441/0, 4-10=0/6992, 5-10=-6267/0, 5-9=0/5325, 6-9=-5230/0, 6-8=0/3468, 2-13=-8229/0 Scale = 1:42.8 Weight: 419 lb FT = 20 % Structural wood sheathing directly applied or 4-5-4 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-5-4 from the left end to 10-5-4 to connect truss(es) T3F (1 ply 2x4 DF), T3G (1 ply 2x4 DF) to back face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. Continued on Daae 2 �Q?OESSIO�9 SOOnj 2° W v C 074486 m E 12-31-13 �rFOF UO JUIV 102013 ® WA NG - Verify elm igm paramc3rss amd d?SAD dsltiM ON THIS AND 1hrIAIDET' 1 hg-;nK REFEREEWE PdGSW1-7+378 8a:f`C)PX IRS � Design valid for use only with Wet,connectors. This design 6 based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsibillity, of the Nil' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria. VA 22314. IfSourk=ri. Fine jV1 lumber isspatifieai:rt=...deagn vat•?,rg, arethwz efe_t"nre Osfz3/=byPtsc Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply R40055007 3117_B T4A COMMON TRUSS 1 3 Job Reference (optional) BMC, Indio, CA-92203 1 AZU s May lu 2U13 MI I eK Industries, Inc. I ue JUI ue 16:2e:21 2u13 rage 2 ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-1 PR3Hrgs?weUIG_,gtVJ7rvpDgY5WH8z6T6?zpuyzj8i LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-68, 3-7=-68, 7-13=-20 Concentrated Loads (lb) Vert: 12=-1573(B) 16=-1573(B) 17=-1573(B) 19=-1573(B) 20=-1573(B) 22=-1573(B) 23=-1573(B) 25=-1573(B) 26=-1573(B) 28=-1573(B) j] 6 ARXING . Verify design QarumBeers =d PLAD NOTW ON MIS AM MZ;itiDF0.112TRIK PP-FPJZBM. 'E PAW MU 7473.BFXOP.E LOSE. Design valid for use only with Mifek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For generol guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIt Quality Criteria, DSB-89 and SCSI Building Component Safety Informallon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 150L"sin pine(sp)ltrmter is �-aci'fled'rl1 edesign nraluiss am thoraegat3ue 0610a/2GI3 bg AtSC M1, MiTek 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply R40055008 �J.b 3117 B US Common Truss 3 1 Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 M7ek Industries, Inc. Tue Jul 09 18:29:22 2013 Page 1 ID_IUKOyQYzmzBOzGgsMjQH7zNRLd-Vb?RVBhUmDmLMQZtQCgMN7MQxyTpOFHFimkWLKyzj8h 7-10-3 12-56 17-0-0 I 22-8-1 27-11-7 340.0 7-10.3 47-2 4-6-10 58-1 Safi E0.9 Scale = 1:57.4 4.00 F12 5x6 = 44 = 11 - 10 5x8 - „ 3x4 = ,0 4x4 = 2x4 I I 6x8 = 12-4-0 7-10.3 12-SE 12 12 1B-S 2651 340-0 7-10.3 47-2 0. -7 Fs10.11 7-45 7E-4 late Offsets (X,Y): 13:0-3-0,0.3-OL 15:0-3-0.0.3-01, f7:0-3.5.Edoel, f9:0 4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.53 TCDL 14.0 Lumber Increase 1.25 BC 0.83 BCLL 0.0 Rep Stress Incr NO WB 0.46 BCDL 10.0 Code IBC2009ITP12007 (Matrix) LUMBER TOP CHORD 2x4 OF No.18Btr G BOT CHORD 2x4 OF No.18Btr G WEBS 2x4 OF Stud G DEFL in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.21 1-11 >709 240 MT20 220/195 Vert(TL) -0.42 1-11 >349 180 Horz(rL) 0.03 7 n/a n/a Weight: 147 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 4-7-13 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 10=2032/0-5-8 (min. 0-2-3), 1=226/D-5-8 (min. 0-1-8). 7=775/0-5-8 (min.0-1-8) Max Horz 1=54(LC 5) Max Uplift 1=-1(LC 5) Max Grav 10=2032(LC 1), 1=376(LC 14), 7=788(LC 8) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-170/385, 2-3=0/948, 3-4=0/975, 4-5=-554/51, 5-6=-1503/0, 6-7=-1743/0 "OT CHORD 1-12=-326/87, 11-12=-326/87, 11-13=-326/87, 10-13=-326/87, 9-17=0/924, 8-17=0/924, 8-18=0/1 604, 7-1 8=0/1 604 IEBS 2-11=0/397, 2-10=-833f7, 3-10=-257/49, 4-1 0=-1 587/0, 4-9=0/793, 5-9=-703/46, 5-8=0/735, 6-8=-380/63 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=Z5ft; Cat.11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard ,ROEssi�,� sooty o� 2 LUcr_ C 074486 rn July 10,2013 A F4AT'sRq'PFG - VccrlfB desitg. parzrm&em and PrAD NOM ON 7WIS AND INC[ MID.frflMS Bi.PI zrrRMCE PAGE iftff-7473 BEFORE US& Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Dal` B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the g� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTeR fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component T777 Greenback Lane, Suite 109 -Safety Information available from Truss Plate Insfrtuie, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Pf soLgl s,m Fine tSP1 Iumi+ea is _gsr?t f"Xt- the deaigsr uttaw are thtla et=e=true 0610Z,j201.3 bV AL5C Citrus Heights, CA, 95610 Job Truss Qty PlyR40055009 7ssoTyp 3117_B T4C Truss 4 . 1 LbRgfenen.lgotional) amq mmo, s A - aaus 7.420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:2923 2013 Page 1 ID:_IUKOyQYzmzBozG sMjQH7zNRLd-znZpiXi6XXuC_a83_vMbwKubyLpCl6aPxQU4tnyzj8g r1-2-0, 7.10.3 17-0-0 27-11-7 I 34-6-0 3S2-Oi 7-10-3 'Y1-13 S&1 5-3-6 6-0.9 1-2-0 Scale = 1:60.0 4.00 12 Sx6 = �xY — 2x4 11 6x6 = Sx8 = 3x4 = 3x8 I 7-10-3 12�-0 r _ 1157 26512 34-40 7 .3 4513 7.1-7 7-0-5 I 7-6-4 Plate Offsets (X.Y): I4:0-3-0.0-3-01. 16:0-3-0 0-3-01 18:0-1-5 Edael f11:0-4-0 0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.52 Vert(LL) -0.21 2-13 >709 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.41 2-13 >361 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.45 Horz(fL) 0.03 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 150 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G BRACING TOP CHORD BOT CHORD WEBS REACTIONS (lb/size) 8=879/0-5-8 (min. 0-1-8), 12=2015/0-5-8 (min. 0-2-2), 2=334/0-5-8 (min. 0-1-8) Max Horz 2=-65(LC 6) Max Uplift8=-13(LC 6), 2=-40(LC 5) Max Grav8=892(LC 8), 12=2015(LC 1), 2=421(LC 14) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-162/382, 3-4=0/933, 4-5=0/958, 5-6=-556/55, 6-7=-1483/0, 7-8=-1732/0 -OT CHORD 2-14=324/90, 13-14=-324/90, 13-15=-324/90, 12-15=-324/90, 11-19=0/920, 10-19=0/920, 10-20=0/1579, 8-20=0/1579 IEBS 3-13=0/393, 3-12=-810/0, 4-12=-261/50, 5-12=-1571/0, 5-11=0/789, 6-11=-695/43, 6-1 0=0/727, 7-1 0=-369/59 Structural wood sheathing directly applied or 4-8-13 oc purlins Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 5-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed;'MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8, 2. 7) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard O4¢OFESS/pN9 sooty o�F 2 CO �� 2 LU C 074486 M *� �_ 12,31-13 �* �F July 10,2013 A k9FAfi NG - Ver j%; ds sigrt mv,.. ters and PXAD NOTM OIL TA7S BPv+fa INULUDiU3 MTRK n.EFF-REEME PAW Pfif-7 473 R&FO S USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown and is for an individual building component. �p Applicability of design parameters and proper incorporation of components responsibility of building designer - not truss designer. Bracing shown 6 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiliity of the MiTek. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. qualify control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. - Citrus 1f Sauttrem Rine (M?umbw is svacifiecL. the design values are 2ho�sa efie_-tive D5/di1/2413 byA1Ws Heights, ghts, CA, 95610 Job Truss Truss Type Qty Ply R40055010 3117 B T4D GABLE 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Toe Jul 09 18:29:25 2013 Page 1 ID_IUKOyQYzmzBOzGgsMjQH7zNRLd-vAha7gN388vDtHS6KO3?I_xC9WMD2LiOkzAyfyzjBe 17-7-4 -1a -0 j1-2-0 6-&0 SBiI 4k12 7 11-8 44-0 410.8 62-12 1-2-0 0-7-0 Scale = 1:61.0 4.0 4 A . 4x6 = 16 17 19 3x4 = 4x12 = 31 30 29 '� 4x4 = 44 37 45 36 46 35 47 34 48 33 49 32 5x6 = 3x10 = 23-2-0 680 58-0 62-12 4-0-0 0. 47-0 6-2-12 LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC20091TPI2007 CSI TC 0.53 BC 0.71 WB 0.37 (Matrix) DEFL in (loc) I/deft L/d Vert(LL) -0.12 27-29 >999 240 Vert(TL) -0.28 27-29 >920 180 Horz(TL) 0.05 27 n/a n/a PLATES GRIP MT20 2201195 Weight: 215 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No. 1&Btf G *Except* TOP CHORD Structural wood sheathing directly applied or 3-8-14 oc puffins. T4,T2: 2x6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 OF No. 1&Btr G JOINTS 1 Brace at Jt(s): 24, 20, 15, 39 WEBS 2x4 OF Stud G MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 OF Stud G be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 12-9-8 except at=length) 27=0-5-8. (Ib) - Max Horz 2=62(LC 13) Max Uplift All uplift 100 lb or less at joint(s) 32, 37, 34, 33 except 2=-152(LC 9), 35=-556(LC 20), 36=-238(LC 23), 27=-234(LC 12) Max Grav All reactions 250 It, or less at joint(s) 36 except 2=332(LC 33), 35=316(LC 21), 32=2116(LC 7), 37=520(LC 23), 34=288(LC 37), 33=252(LC 38), 27=1121(LC 7) -ORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. OP CHORD 2-3=-423/674, 3-4=-357/627, 4-5=-216/484, 5-6=-152/462, 6-7=-468/1512, 7-8=-392/1470, 8-9=-321/1435, 9-10=-247/1354,10-12=-237/498,12-13=-157/448, 13-16=-82/408, 17-19=0/339, 19-21=28/298, 21-23=-123/264, 23-25=-233/427, 25-26=-1594/427, 26-27=-2612/644, 11-32=-1928/0, 11-14=-1911/0, 14-15=-1914/0, 15-18=-1122/0, 18-20=-1046/0, 20-22=-1101/13, 22-24=1291/0, 24-25=1212/0 BOT CHORD 2-44=-650/442, 37-44=-580/343, 37-45=-491/265, 36-45=-462/236, 36-46=-427/201, 35.46=-403/177, 35-47= 409/164, 34-47=-356/132, 34-48=-350/105, 33-48=-297/52, 33-49=-313/68, 32-49=-371/126, 32-50=-106/1133, 31-50=0/949, 31-51=0/1017, 30-51=-143/1130, 30-52=-201/2058, 29-52=-325/2159, 29-53=-453/2298, 27-53=-586/2404 WEBS 26-30=-760/0, 23-24=-293/0, 21-22=0/265, 26-29=0/363, 20-31=0/342, 6-35=-286/587, ()FESslQ� 15-16=-701/0, 10-32=-828/17, 6-38=11531392, 38-39=-1164/397, 39-41 =-1 168/398, R 32-41=-1228/413, 4-37=-297/42,10-42=0/843, 42-43=0/867, 15-43=0/867, 25-30=0/414 CLQ SOO/V 9j�Z NOTES O co 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right LU C 074486 m exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 IX X 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry E 12-31-13 Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. ST CIV �P 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) *This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will OF G fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. July 10.2013 Continued on Daae 2 IffARKNG verify d&-,i w parumesie s =dR&W M)TM ON THIS AM iiYrr,Ui%MYR97 x PXYFJt£IWE FAO Mr-7473.f3&PORS IMiL Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members any. Additional temporary bracing to insure stability during construction a the responsibillity, of the w9i, Welk' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding [Y[ fabrication, quality control, storage, delivery, erection and bracing, consuti ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 45810 Y§asn4=_mvine 'Spl luarbex=is xestai i; 1:t?<.deM."ual .e: am thcwa offvct-ve 06fGI/2013 byAL5C re Job Truss Truss Type Qty Ply R40065010 LbReferen.C."tional) 3117 B T4D GABLE 1 1 BMG, Indio, GA - 92203 r.4zv s May lu zvl S MI I eK Inaumnes, Inc. I ue Jrri ua-:dv:zo —,i rage e ID _I UKOyQYzmzBOzGgsMjQH7zNRLd-NMFyLYk?gSGmr1 sef2vlYzMyZsbyVbrdOikU6yzj8d NOTES 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 32, 37, 34, 33 except at=lb) 2=152, 35=556, 36=238, 27=234. 10) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 34-0-0 for 44.1 plf. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) No notches allowed in overhang and 10200 from left end and 10200 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. LOAD CASE(S) Standard A 3$Fii's AtNG - #erifk d-v fgsr potram &erJs and PFAD !i"i)7Ya5 ON 7WIS AAM D;CL UDM,MMK F.SFERETCE PACE 1191-747J BEFORE WER Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 's for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the �■■ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiT ek' fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/7I1 QualBy Cdteda, DSB-89 and BCSI Bulldfng Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312 Alexandra, VA 22314. Chrus Heights, CA, 95810 ff Spout-mrn Fne1S13'} kurrb�r is 3pac uid-,Vh dteslm-fses artthasE eBectice 06r01f20 3byA15C Job Truss Truss Type Qty Ply R40055011 3117 B TSA Common Truss 2 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 1829:27 2013 Page 1 ID_IUKOyQYzmzBOzGgsMjQH7zNRLd-sZoKYuldamOdrBRgDIQX4A3K?zB4h_H 2SHOYyzj8c 1_2-0 5-9-5 1 10.10-0 1&10.11 I 21-8-0 22-10-0 1-2-0 5-9-5 50.11 50.11 59-5 Scale = 1:39.7 �1 0 4x6 = 3x6 = 3x4 = 5x8 = US = 7-2-10 14-5-6 F 21-8-0 7-2-109 7-2-13 7-2-10 Plate Offsets (X.Y): 12:0-1-5,Ed11el. 16:0-1-5,Edgel. f8:0-4-0.0.3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.32 Vert(LL) -0.22 8-9 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.45 8-9 >570 180 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(TL) 0.07 6 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix) Weight: 85 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD BOT CHORD 2x4 DF No.1&Btr G BOT CHORD WEBS 2x4 DF Stud G' REACTIONS (lb/size) 2=1031/0-5-8 (min. 0-1-8), 6=1031/0-5-8 (min. 0-1-8) Max Horz 2=-46(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2178/0, 3-4=-1939/0, 4-5=-1939/0, 5-6=-2178/0 BOT CHORD 2-10=012001, 9-10=0/2001, 9-11=0/1369, 8-11=0/1369, 8-12=0/2001, 6-12=0/2001 WEBS 4-8=0/703, 5-8=-361/64, 4-9=Of703, 3-9=-361/64 Structural wood sheathing directly applied or 4-2-15 oc pudins Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. OTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard 4 ,0FESS/p CID IRw ©o Soon, olF�� C 074486 rn *� 231-13 /* \�F July 10,2013 WARfdi.W. - Verify d migsl parmr etem =d READ NVTfX ON IWIS AND INCLTIiJM,AfKn3K PZIFFREMIE PA GE Pffl. 74 7j.sapofliE' I k;: -- Design valid for use only with Mnek connectors. This design is based only upon parameters shown, and is for an indvidual building component. f Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Dal is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mw%k fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSO.89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety InformDiation available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 H Soszhem.ne{SPl lwnbes: it �petmed: t'he Scat, es valuart;,haaz ef'e_trve 06f+0-u f2013 by Job Truss Truss Type Qty Ply R40055012 3117_8 TSB GABLE 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:29:28 2013 Page 1 ID_IUKOyQYzmzBOzGgsMjQH7zNRLd-KIMilEIFL3WU4L00nTxmdOcXQMdvOS984iBgZy4eb -1-2-0 5-11-0 10-10 0 15-M 21-8-0 22-10-0 1-2-0 5-11-0 4-1 bO 4-11-0 - 5-11-0 Lo �1 0 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 5x6 = 19 24 Scale = 1:39.7 04 = 20 12 21 11 22 10 23 4x4 = 2x4 II 5x8 = 2x4 II 2-4-2 2 8- 5-11-0 10.10-0 15-9-0 1 :3-14 1-B-0 2-4-2 0- 4 1 .0 4.11-0 4-11-0 3- 242 Plate Offsets MY): r3:0-3-0,Edgel. r7:0-3-0,Edoel, 111:04-0.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) -0.06 10-18 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.40 Vert(TL) -0.09 10-18 >779 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.18 Horz(fL) 0.00 10 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix-M) Weight: 103 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.1 &Btr G 'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. T2: 2x6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. . BOT CHORD 2x4 OF No. 1&Btr G MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 OF Stud G be installed during truss erection, in accordance with Stabilizer ;in REACTIONS All bearings 16-4-0 except Qt=length) 2=0-3-8, 8=0-3-8. (lb) - Max Horz 2=-43(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 2=-155(LC 9), 10=-166(LC 12), 12=-167(LC 13), 8=-157(LC 12) Max Grav All reactions 250 lb or less at joint(s) except 2=486(LC 8), 11=459(LC 32), 10=701(LC 20), 12=673(LC 21), 8=471(LC 7) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. DP CHORD 2-3=-639/409, 3-4=-490/406, 4-5=-439/371, 5-6=-444/372, 6-7=-454/402, 7-8=-631/430 DT CHORD 2-19=-42/670, 2-20=-399/451, 12-20=-223/308, 11-21=-266/374, 11-22=246/322, 10-23=-226/274, 8-23=-401/444, 8-24=-57/664 WEBS 5-11=-265/18, 6-11=-318/309, 6-10=-584/231, 4-11=-363/305, 4-12=-558/233 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 155 Ito uplift at joint 2, 166 lb uplift at joint 10 , 167 lb uplift at joint 12 and 157 lb uplift at joint 8. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 21-8-0 for 69.2 plf. 9) No notches allowed in overhang and 10200 from left end and 10200 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-D-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. LOAD CASE(S) Standard f 4RQFESSip,� SOON<F LU C 074486 m E 12-31-13 sTgT�OF July 10,2013 A€r.8it%INCm - Yarif4 ezgiign param<ter s ansi iJ AD JV07W ON 77i&E AND t1NCLUVIE 5.83f1TEK PPYERS E PAGE 1-747a .BEER£ (W. -- Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an indvidual building component. Applicability of design parameters and proper incorporation of component is responsibility of buildng designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the ��{{� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardng M! Pr er k- fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. FfSai<^r>,err.'pime1Sti1 lumte=ds;lresi9e:3.: tir=tleaign uaha,:ss are -.hoseef 6-t`ive06/£?3/ZD1.3 by RiY Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply R40055013 3117 B T5C GABLE 1 1 Job Reference o tional BMC, Indio, CA - 92203 7.420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:29:30 2013 Page 1 ID: IUKOyQYzmzBOzGgsMjQH7zNRLd-G7UTAwnVthmCKeAPuu EiohpMAF1uMjRYOgxdtyzj8Z 11-7-1 -1-2-0 6-8-0 10-1-0 10-10-0, 15-0-o 21-8-0 zz-1 o-o 1-z-o 6-8-0 3-5-0 0-9-0 0-9-1 3-so ' s-&o 1-z-0 Scale = 1:39.7 4x6 = 3x10 II 3x10 II 9 10 11 5x8 = 3x4 = 4x6 6-8-0 6.8.0 9-11-3 3-3-3 11-8.13 110 1SO0 33.3 21-8-0 6-8-0 Plate Offsets (X,Y): 13:0-3-O,Edgel,117:0-3-0,Edgel. I25:0-2-8.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) -0.12 21 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.38 20-21 >686 180 BCLL 0.0 Rep Stress Incr NO WE 0.17 Horz(TL) 0.10 18 n/a n/a BCDL 10.0 Code IBC20091TPI2007 (Matrix) Weight: 122 lb FT = 20% LUMBER TOP CHORD 2x4 OF No.1&Btr G `Except` T2: 2x6 OF No.2 G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 OF Stud G OTHERS 2x4 OF Stud G REACTIONS (lb/size) 2=1036/2-8-0 (min. 0-1-8), 18=1036/2-8-0 (min. 0-1-8) Max Horz 2=43(LC 13) Max Uplift2=-195(LC 9), 18=-195(LC 12) Max Grav 2=1252(LC 8), 18=1252(LC 7) BRACING TOP CHORD Structural wood sheathing directly applied or 3-5-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 8-11-2 oc bracing: 2-29 9-0-6 oc bracing: 18-20. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. OP CHORD 2-3=-3349/577, 34=-3018/514, 4-5=-2990/338, 5-6=-2878/248, 6-7=-2056/177, 7-8=-1945/99, 8-9=-1811/7, 9-10=-1618/0, 10-11=-1624/0, 11-12=-1863/9, 12-13=-1975/105,13-14=-2087/183,14-15=-2914/270,15-16=-3029/360, 16-17=-3061/490, 17-18=-3385/625 - BOT CHORD 2-34=-564/3171, 29-34=45312922, 29-35=-315/2894, 28-35=-269/2848, 28-36=-223/2802, 27-36=-139/2719, 27-37=-131/2702, 26-37=-85/2656, 26-38=-39/2594, 25-38=012521, 25-39=011666, 24-39=0/1682, 24-40=0/2545, 23-40=-29/2647, 23-41=48/2693, 22-41=-121/2739, 22-42=-130/2756, 21-42=-213/2839, 21-43=-259/2886, 20-43=-305/2932, 20-44=-444/2959, 18-44=-555/3181 WEBS 24-31=-978/17, 30-31=-938/13, 14-30=-919/13, 14-22=0/331, 6-32=-909/0, 32-33=-928/0, 25-33=-930/0, 6-27=01331, 9-25=0/516, 11-24=0/558 NOTES �,?,QFESsjal(1. 1) Unbalanced roof live loads have been considered for this design. �d T� 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever let! and right �4 �O Sooty O �� exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 ` /L 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry G)Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. W C 07448 rn 4) All plates are 2x4 MT20 unless otherwise indicated. CC X 5) Gable studs spaced at 1-4-0 oc. * E 12-31-13 6)'This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 7) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 195 lb uplift at joint 2 and 195 lb uplift at DF G. joint 18. h dv 10 7(N 4 Continued on a e 2 — '' ' —'— A WARWiNG - Vcri� desrgrz €saram:2z - maxi PEAD ftfl?W ON 77115 AND MLUDED fiffi"€t" K IP,Z%f'EEREMCE PALS MI-747J Bi M1W iBSE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown f is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding BY1{ te'k- fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII quality Cr feda, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. 14Sas..xarr. pine t5R} ivan.be- is sgs2sifiea. tag=. dea9n.uxE-.tes arexht ,.a efe:tive d35�'£}fi f2.<3?.3 try A�LSC Cams Heights, CA, 95610 Job Truss Truss Type Qty Ply R40055013 LbReference(optional) 3117_B TSC GABLE 1 1 BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries. Inc. Tue Jul 09 16:29:31 2013 Page 2 ID_IUKOyQYzmzBOzGgsMjQH7zNRLd-kK2rOGo7e_u3xolbSbVTFOD_6abGdpzamgQV9Jyzj8Y NOTES , 10) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 21-8-0 for 69.2 plf. 12) No notches allowed in overhang and 10200 from left end and 10200 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. LOAD CASE(S) Standard & WARNING - Verify design on-ame ers asxd READ li?UTW ON THIS AND iNr&UDBD.fffl K REFER- £ PBM MTf-7473.B9F10REi UER Design valid for me only with Mi rek connectors. This design is based only upon parameters shown, and is for an indvidual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Wit is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction's the responsibillity of the erector. Addtional permanent bracing of the overall structure is the responsibility of the buildng designer. For general guidance regarding Mi l�{ eW fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Critedc. DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 if somharn. pinetspj lvm , be r Is 5pacifiedz ds.e dest„n —Ives am therm eLart`rve 06101/20 3 by ALSO Job Truss Truss Type Qly Ply R40056014 3117 B T6A Common Truss 4 1 Job Reference o tional BMC, Indio, CA- 92203 7.420 s May 10 2013 MITek Industries, Inc. Tue Jul 09 18:29:31 2013 Page 1 ID_IUKOyQYzmzBOzGgsMjQH7zNRLd-kK2zGo7e_u3xolbSbVTFODObaaUdgkamgQV9Jyzj8Y 6-3-0 12-6-0 13•&o 6.3-0 6-3-0 1.2.0 Scale = 1:22.6 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code IBC2009/TPI2007 LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G 4x6 = r 2x4 11 3x6 = CSI DEFL in (loc) I/deft L/d PLATES GRIP TC 0.35 Vert(LL) -0.13 1-5 >999 240 MT20 220/195 BC 0.67 Vert(TL) -0.23 1-5 >642 180 WB 0.12 Horz(TL) 0.02 3 n/a n/a (Matrix) Weight: 40 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oC bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation REACTIONS (lb/size) 1=531/Mechanical, 3=641/0-5-8 (min. 0-1-8) Max Horz 1=-36(LC 6) Max Uplift3=-7(LC 4) Max Grav 1=541(LC 11), 3=641(LC 1) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1040/0, 2-3=-1044/0 BOT CHORD 1-6=0/929, 5-6=0/929, 5-7=0/929, 3-7=0/929 -IEBS 2-5=0/399 OTES i) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7 lb uplift at joint 3. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard OFESSr�,�9 Soo l� C 0744$6 E�P l211-13 1 OF July 10,2013 A WAfM a - Verify desia}st parant&rs astir--' PLAD hV f3.S ON IRIS AND I=iTYDED 07Y2!'i PXYFR ,WS PAW Pffl 747J €3M)RU iTSF. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. �` Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the IYEI ipr �_ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/1PI1 Quality Criteria, DSB-89 and BCSI SuBding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 .If Saul earn thne 4SPj IumbP:= i±. specifie, ;: ripe desgn-la*s an thcss effetrue OS< 01 f2.41.3 by ALS£: Job Truss Truss Type Qty Ply R40055015 3117 B T613 GABLE 1 1 Job Reference (optional) BMC, Indio, CA- 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:29:32 2013 Page 1 ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-CWcDbbpmPIOwZyKo010inDmCq yzMHmk?K92iIyzjBX 6-3-0 12-6.0 13.S o 6-3-0r 2 -0 6-3-0 10 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW 5x6 = . 4x4 = 7 9 4x4 = 2x4 11 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code IBC2009/TPI2007 LUMBER TOP CHORD 2x4 OF No.1&Btr G `Except* T2: 2x6 DF No.2 G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 OF Stud G Scale = 1:22.6 lO CSI DEFL in (loc) I/defi Ud PLATES GRIP TC 0.32 Vert(LL) -0.10 5-7 >719 240 MT20 220/195 BC 0.52 Vert(TL) -0.14 1-7 >501 180 WB 0.07 Horz(TL) 0.00 7 n/a n/a (Matrix) Weight: 48 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation 'de REACTIONS (lb/size) 1=251/0-5-8 (min. 0-1-8), 5=360/0-5-8 (min. 0.1-8), 7=547/6-0-0 (min. 0-1-8) Max Horz 1=-32(LC 16) Max Uplift 1 =-217(LC 9), 5=-261(LC 12) Max Grav 1=481(LC 21), 5=584(LC 7), 7=554(LC 26) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-862/648, 2-3=-577/588, 3-4=-640/656, 4-5=-1015/785 BOT CHORD 1-8=685/784, 7-8=-323/484, 7-9=-391/273, 5-9=-752/923 %A(EBS 3-7=-403/31 OTES Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Truss designed -for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TP1 1. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 217 lb uplift at joint 1 and 261 lb uplift at joint 5. 9) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 12-6-0 for 120.0 plf. 11) No notches allowed in overhang and 0 from left end and 10200 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. LOAD CASE(S) Standard IMARPWnNG - VcrifN dziirgn pararrz.3ers and PEAR NUM ON THIS AM WLUDEDAUnK PZFEREWE PAGE Wl-7437J .BEF OPX CASE Design valid for use only with Mrfek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicabirity of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII QuaiBy Criteria, DSB-89 and BCSI Bullding Component Safety Informationavailable from Truss Plate Institute, 781 N- Lee Street, Suite 312. Alexandria, VA 22314. if$ai:ilk2ii Pinelspf lumbeit 5uesfed;:'Me desizntl Wss art tha-reef€ rtme i6f{i'°sJ1,013 t AtSxC SOOCO N a<<c ti O� �G) 2 LU C 074486 rn *� E7.ii-31-13 �* July 10,2013 MR, WeW 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty �Ply R40055018 3117 B T6C GABLE 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:29:32 2013 Page 1 ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-CWcDbbpmPlOwZyKo010inDmDf OdMl9k?K92ilyzj8X r 1-2-0 —I 6-3-0 12-6.0 F 13-8-0 1-2-0 6-3-0 63-0 1-2-0 Scale = 1:24.7 I QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 4x6 = 3x4 = 16 15 17 14 18 13 19 12 20 3x4 = LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.20 TCDL 14.0 Lumber Increase 1.25 BC 0.29 BCLL 0.0 Rep Stress Incr NO WB 0.05 BCDL 10.0 Code IBC2009rrP12007 (Matrix) DEFL in (loc) I/defl Ud PLATES GRIP Vert(LL) 0.00 10 n/r 120 MT20 220/195 Vert(TL) 0.01 11 n/r 90 Horz(TL) 0.00 13 n/a n/a Weight: 54 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.1 &Btr G 'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. T2: 2x6 OF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 DF No. 1&Btr G MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 DF Stud G be installed during truss erection, in accordance with Stabilizer installation de REACTIONS All bearings 12-6-0. (lb) - Max Harz 2=-28(LC 16) Max Uplift All uplift 100 lb or less at joint(s) 15 except 2=-242(LC 9), 10=-236(LC 12), 14=149(LC 23), 13=-145(LC 27) Max Grav All reactions 250 to or less at joint(s) except 2=464(LC 8), 10=454(LC 7), 14=267(LC 30), 13=266(LC 31), 12=488(LC 27), 15=486(LC 23) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. —OP CHORD 2-3=-843r/69, 3-4=-623/610, 4-5=-337/284, 7-8=-380/315, 8-9=-624/631, 9-10=-8691/93 OT CHORD 2-16=-675r774, 15-16=-483/529,15-17=-243/294,12-19=-277/329,12-20=-517/569, 1 D-20=-757/809 WEBS 8- 1 2=-274/38, 4-15=-293/57 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.� Jnsj 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable bearing.. requires continuous bottom chord 6) Gable studs spaced at 1-4-0 oc. CJ` OO YY 2 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' V 8) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. LU C 074486 9) A plate rating reduction of 20% has been applied for the green lumber members. M 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15 except Qt=lb) EX 12 31-13 2=242,10=236,14=149,13=145. 11) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 12) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag �OF loads along bottom chord from 0-0-0 to 12-6-0 for 120.0 pit. CA July 10,2013 Continued on Dace 2 ® IKAF' ING - Verify demia}n. € ucram Ctrs anti READ tyWFS ON TYRS AAD IN Lr DED #t TEKP"Pv2sT� E PAGE M11-7473139MRS (AM Design valid for use only with MTek connectors. This design is based only upon parameters shown, and'¢ for on individual building component. �f Applicability of design parameters and proper incorporation of componentis responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 6 the responsibiliify of the Welk' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 1Y elk fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPfl Quality Crtieda, DSB•89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Ei Saut?ram:PnefSP);umbel:iszpaG�fd; lira desgn values am ha:.e ct'x 06f£i_f2 I.3 bVALSC Job Truss Truss Type Qty Ply R40055016 3117_B T6C GABLE 1 1 Job Reference (optional) BMG, Inala, GA-9Z203 l.42u s May lu 2u13 MI I eK inaunnes, Inc. I ue uul uY ia:2u:33 2uw rage 2 ID_IUKOyQYzmzBOzGgsMjQH7zNRLd-giAbpxpOAc8nB6v_aOXxKRJOPNMs51PtE_vbECyzj8W NOTES 13) No notches allowed in overhang and 10200 from left end and 10200 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. LOAD CASE(S) Standard ,& WAW - Verify design jparamftrvxs m. ad READ RUM OM TRIS P W 7N,7[,TJ 3M,AVF € K P.i'%s`J'L:ME PACE MTI-"147d . 3UMIW (ME. Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the ��L ��gg erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi lg ek- fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quarrly Criteria, DSB-89 and BCSI BuBding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 tf SaLf,eFn. pinetMiumb3 . is3j19[.irlerd. the desi, —Lugs a,niith0ss _Vwe OQ002f2033 by AI&I Job Truss Truss Type Qty Ply R40055017 3117 B T9A Common Truss 2 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:29:33 2013 Page 1 ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-giAbpxpOAcBnB6v_aOXxKRJQ7NNe518tE vbECyzj8W -1.2-0 1.3-8 2-7-0 3-9-0 1-2-0 1-3-8 1-3.8 1-2-0 1NTvF"w LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.09 TCDL 14.0 Lumber Increase 1.25 BC 0.24 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 BCDL 15.0 Code IBC2009/1-PI2007 (Matrix) LUMBER TOP CHORD 2x4 DF No.t&Btr G BOT CHORD 2x4 DF No.t&Btr G REACTIONS (lb/size) 2=205/0-3-8 (min. 0-1-8), 4=205/0-3-8 (min. 0-1-8) Max Horz 2=16(LC 5) Max Uplift2=-39(LC 5), 4=-39(LC 6) Max Grav 2=355(LC 10), 4=355(LC 11) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 3x4 = 2x4 = DEFL in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.01 2-4 >999 240 MT20 220/195 Vert(TL) -0.02 2-4 >999 180 Horz(fL) -0.00 4 n/a n/a Scale = 1:10.0 Weight: 11 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 2-7-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation d NOTES ') Unbalanced roof live loads have been considered for this design. l Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 �) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 1001)1 uplift at joint(s) 2, 4. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard IL IWARAING - verify dee rirgn parasi and! Ra4D hWU ON MIS AM 1R'i',°1 UDL # k f 11W Pd>i^RREWE PAGE r-74Tii i3fV i3iX' [&Ull> Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, defvery, erection and bracing, consult ANSIM1 Qualify Crlteda, DSO-89 and BCSI BuBding Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexatndria, VA 22314. 4Sour;3a m;4rt(SPIlua b: _-is specified; t`'edesign values am:hL aeffttl a 0Sjsi?`ZD1.3 f31A.15C ,,,?OFESS/p, $00t� 01�� LU e 074486 or rn *\ 2-31-13 J* s� July 10,2013 Mi!ek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply R40055018 3117 B T9B Common Truss 4 1 Job Reference (optional) BMC, Indio, CA - M03 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:29:33 2013 Page 1 ID_IUKOyQYzmzBOzGgsMjQH7zNRLd-giAbpxpOAc6nB6v aOXxKRJQ7NNe5IBtE_vbECyzj8W -1-2-0 1-3-8 2.7-0 3.9-0 1-2-0 138 1.3-8 1-2-0 3x4 = 2x4 = Scale = 1:10.0 LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 ' BCDL 15.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TPI2007 CSI TC 0.09 BC 0.24 WB 0.00 (Matrix) DEFL in Vert(LL) -0.01 Vert(TL) -0.02 Horz(TL) -0.00 (loc) I/deft Ud 2-4 >999 240 2-4 >999 180 4 n/a n/a PLATES GRIP MT20 220/195 Weight: 11 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-7-0 oc purlins. BOT CHORD 2x4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. T Miek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer I atio REACTIONS (lb/size) 2=205/0-3-8 (min. 0-1-8), 4=205/0-3-8 (min. 0-1-8) Max Horz 2=16(LC 5) Max Uplift2=-39(LC 5), 4=-39(LC 6) Max Grav 2=355(LC 10), 4=355(LC 11) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES Unbalanced roof live loads have been considered for this design. i Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 of This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 7) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard & WA& MAIG - Verify d-sign pauranusters and READ AV= ON 7WIS 1 AV d L iSiiID W HK a'"FYU3 CE PACE MI-747"3 SFa�`CblW fkS . Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. if!out eim PI-4spl lurmber. it sp ifled, the d a lg vaLsres am thO4& @ft• Vve O$iaOV201:3 by tSC �Q,�,oFESSf��9 �4�0o sooty U C 074486 *\ .P.12-31-13 July 10,2013 MR, MieW 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. I For 4 x 2 orientation, locate plates 0-1n9' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. `Plate location details available In MITek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 TOP CHORDS C1-2 c2-3 o WEBS c'e 4 o' p O= " � i �� i O U o �vb 4 U a_ O a- ~ C7-8 Cb7 cS6 0 BOTTOM CHORDS ~ JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Southern Pfne lumber designations are as follows: SYP represents values as published by AWC in the 2005/2012 NDS SP represents ALSC approved/new values with effective date of June 1, 2013 © 2012 MiTekO All Rights Reserved ngineering Reference Sheet: Mll-7473 rev. 02/26/2 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by on engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at sl ocing indicated on design. 14. Bbflom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is' not sufficient. 20. benign assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. Bnildina Materials and mo Construction Services 45-491 GOLF CENTER PARKWAY, 1NDIO, CA, 92203 0.760-347-3332 F.760-347-0202 CONTENTS. .........................PACE TIMBER PRODIICTS INSPECTION (LETTER) .................... -............I TPI (GTI)STAMP - SEE PAGE 1 ..................................2 EXPLANATION OF ENGINEERED DRAWING ..................................3 DETAIL FOR COMMON AND END LACKS -- 16 PSF ..................................4 DETAIL FOR COMMON AND END JACKS - 20 PSF ..................................5 SUPPORT OF B.C. (PRESSURE BLOCK) STANDARD OPEN END JACK..................................6 INTERIOR BEARING OFFSET DETAIL ..................................7 BEARING BLOCK DETAIL 3 V BEARING ..................................8 BEARING BLOCK DETAIL 5 V BEARING ..................................9 TPLIFT TOE -NAIL DETAIL .................................10 LATERAL TOE -NAIL DETAIL ...................I.............11 WEB BRACING RECOMMENDATIONS .................................12 T-BRACE AND L-BRACE .13 VALLEY TRUSS DETAIL ............................... ..14 VALLEY TRUSS DETAIL (CONT'D.) .................................15 PURLIN GABLE DETAIL .16 PIIRLIN GABLE DETAIL (CONT'D.) ..17 PURLIN GABLE DETAIL (CONT'D.) ........... ::.....:............ 18 PURLMN GABLE DETAIL (CONTD.) .................................19 STANDARD GABLE END DETAIL ..................................20 STANDARD GABLE END DETAIL (CONT'D.) .................................21 STD. REPAIR - MESSING STUD ON GABLE TRIISS ....................................22 M. REPAIR - BROKEN STUD ON GABLE TRIISS .................................23 STD. REPAIR - REMOVE CENTER STUD ON GABLE TRIISS .................................24 STD. REPAIR - NOTCH 2X6 TOP CHORD ON GABLE TRIISS .................................25 STD. REPAIR - NOTCH 2%4 TOP CHORD ON GABLE TRIISS .................................26 STANDARD REPAIR DETAM - 25% .....................................27 FALSE BOTTOM CHORD FILLER DETAIL .................................28 OVERHANG REMOVAL DETAIL .................................29 SCAB APPLIED OVERHANGS .................................30 PIGGYBACK TRUSS CONNECTIONS ............................31 - 34 PLEASE CONTACT BMC FOR MORE INFORKTION OR QUESTIONS REGARDING THESE SHEETS PAGE: 0 OF 34 September 11, 2012 To Whom It May Concern; This is to verify that BMC of Indio, CA is a Subscriber in the.Timber Products inspection (TP) and Genera! Testing and Inspection (GTI) Truss Quality Auditing Program. The TP and GTI Truss Quality Auditing Programs are recognized by the International Accreditation Service (IAS) with the assigned number of AA-664. TP and the GTI quality assurance marks have been recognized in the West by the truss industry and code jurisdictions since 1969. TP currently audits truss manufacturing facilities nationwide_ TP is conducting unannounced, third party audits at. BMC of Indio, CA. This facility is currently in good standing in th.e TP Truss Oualiiy Auditing Program. BMC's personnel are authorized to apply the GTI quality mark to trusses that are manufactured in accordance with the latest revision of the ANSIITPI Standards, All stariiping takes place at the truss manufacturing facility, under supervision of qualified plant personnel. If you have questions regarding the status of any plant in the TP/GTI Program, please contact me on my cell 208.818.7869. Sincerely, TIMBER PRODUCTS INSPECTION i-tz c )L4 Brian.Nensley Truss Manager —Western Division lj r Xc: File 105 SE 124111 Avenue o P.O. Sor. 919 - 1641 Sigman Road Vancouver, Washington 98684 A,j Conyers, Georgia 40012 330/449.384.0 v FAX:360/449-3953 «�:T1111 770/922.8000 - F-AX:7701922-1290 03-05-2012 To Whom It May Concern: It is our standard policy to manufacture all of our trusses with a minimum camber of 1/8" per ten lineal foot of truss span. Mike Goodman Design manager BMC 45-311 Golf Center Parkway Suite B Indio CA 92201 t: 760.770.3303 f: 760.391.4230 QUALITY AUDITED BY HMBER PRODUCTS INSPECTION, INC. 0 DESIC N CRITERIA TC Ll psf` TC Dt psi BC Dt psf TOTAL l:OAD psf D-UR. FACTOR spaN Page # Z Job ruse ype y DISPLAY ROOF) 7 COMMON Ily 1 1 e e Industries,Inc. on Mar . 1 3 Aage /} _2-0.0 S4.5 10.2.3 15-0•0 19-9-13 24-7.11 3D-0A 32.0.0 B 2-" 54-5 4.9-13 49.13 49-13 4-9.13 5A-5 2 ao 4x4 = 6 C 6.OD 12 1A II 1x4 )I 30 i b 7 2x4 4 6 © 1x4 1 1x4 G 9 3 10 f9 � 2 I 11)0 7' F 14 13 12 3x6 = 3x6 = 3x8= US= 3x8_ G Al 10-2.3 19-9.13 3D 40 B 10.2.3 9 7.11 10.2-3 Piste Offsets MY): (2:0.3-0,0-1-4), (10:0.3-0,0-1-41H LOADING (psf) I SPACING 2-0 0 J I V! CS! TC 0.29 N DEFL in (loc) Ildafl Vert(LL) -0.09 14 >999 P PLATES GRIP M1120 2491190 TCLL 20.0 1 TCDL 10.0 Plates Increase 1.15 Lumber Increase 1.15 K BC 0.63 Vert(fU -0.39 12-14 >907 BCLL 0.0 Rep Stress ]not YES L WB 0.36 Horz(TL) 0.07 10 n/s 4 1 at LC LL Min Ildafl = 240 Weight: 158 lb BCDL 10.0 Code SOCA/ANSI95 LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 U TOP CHORD Sheathed or 4-2-1 oc purlins. BOT CHORD 2 X 4 SYP No.2 Q BOT CHORD Rigid ceiling directly applied or B-6.11 oc bracing. WEBS 2 X 4 SYP NO-3 R S REACTIONS (Ib/size) 2=1317/0-3-8, 10=1317/0.3-8 Max Horz 2=-175(load case 5) TT Max Upliff2=-341poadtcase 4), 10a-341(load case 5) _ Load Cese Only 1/ FORCES Ob) -First TOP CHORD 1-2-26, 2-3=-2024, 3-4=-1722, 4-5=-1722, 5-6=-1722, 6-7=-1722, 7-8e-1722, 8-9=-1722, 9-10--2024, 10.11 —26 BOT CHORD 2-14=1794, 13-14-1140, 12-13-1140, 10-12=1794 WEBS 5.14=-294, 7-12>-294, 3-14=-288, 6-14-742, 6-12=742, 9-12m-288 \J�/ NOTES r+ tl 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.98 per BOCA/ANSI95; 90mph; ha25ft; TCDL-5.Opsf; BCDL=5.0psi; occupancy category II; exposure C, anclosed;MWFRS gable end zone; cantilever left and right exposed ; and vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33, 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 341 lb uplift at joint 2 and 341 lb Uplift at joint 10. � A Cumulative Dimensirnts TJI TC, BC, and Web Maximum Combined Stress Indices S Panel Length (feet- inches - sixteenths) N Deflections ;inches) and Span to Deflection Ratio LOAD CASE(S) Standard X C Slope O Input Span to Deflection Ratio D Pieis Size and Orientation P MiTek Plate Allowables ;PSI) E Overall Height Q Lumber Requirements F Beetling Location R Reaction (pounds) G Truss Span (feet - inches - sixteenths) S Minimum Bearing Required (inches) H Plate Offsets T Maximum Uplift and/or Horizontal Reaction if Applicable I Design Loading (PSF) U Required Member Bracing J Spacing O.C, ,feet - inches - sixteenths) V Member Axial Forces for Load Case i K Duration of Load for Plate and Lumber Design W Notes L Code X Additions) Loads/Load Cases Page # 3 DETAIL FOR COMMON AND END JACKS WI/SAC - 8 -16PSF 3/30/2004 PAGE 1 MAX LOADING [pefy S AGiN(; Z-0.0 BRACING MITek lndusir3es, Inc, TOLL fb.a tes 1r�r(ease iz5 Western Division TCDL f4.o I.umber lnmase 125 TOP CHORD Sheathed. BOLL I Rep Stress Ina YES SOT CHORD Rigid Ceiling directly applied. MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 SPF, HF, DF-L No.2 DOT CHORD 2 X 4 SPF, HF, DF-L No.2 NOTE: TOP CHORD PITCH: 4/12-8/12 BOTTOM CHORD PITCH: 0/12-4/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. 2.0.0 LENGTH OF EXTENSION AS DESIGN REQ'D 20'.0" MAX SPLICE CAN EITHER BE 3X6.MT20 PLATES OR 22° LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE W1(MM"X3.0" MIN) NAILS Q 3" O.C. 2 ROWS SUPPORT AND CONNECTION BY OTHERS OR 2-96d COMMON WIRE (0,162"DIA X 345) LGT TOE NAILS SUPPORTS. SHALL BE PROVIDED @ 4'-(' O.C. ALONG THE EXTENSION OF TOP CHORD. CONN. W/3 16d COMMON WIRE (0.162"D)A. X 3.5" LGT) TOE NAILS 3X4 = CONN. W1216d COMMON 6-" &0-0 6-D-0 40.0 ` EXT. EXT. 2-D-0 EXT. 2.0.0 2-D-o BOTTOM CHORD LENGTH MAY BE 2'-0" OR A BEARING BLOCK. VIA. X 3.5" LGT) TOE NAILS EXT. 1 2-" APR 0 CONN. W13 16d COMMON WIRE (0.162"Di0. X 3.5" LGT) TOE NAILS CONN. WJ216d COMMON WIRE(0.16MIA X 3.51 LGT TOE NAILS OR SEE DETAIL MI)ISAC-7 FOR PRESSUREBLOCKING INFO. NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. Pa a#4 19ARMNQ • per�rg dcetpn paramalara m,d CL'AD NOTES DN 2R7SAND INCLDD&D M!'!F: FAGS ffii•749S BEPOILIs D6&. 7777 Greehbads U !>edgn void Iw use Doty wllh Wet: eanraciors. Thls design is bated only upon putamelen shown, and Is (wan IndWtdua! buMdinp aotr�ponent. Sune 109 Appilcabl6y of design pp ameniers orx{ proper lnootpaso9ws d campaneni is retponslblgy of buRding designsu -not buss designer. 6rodttg shown Citrus Heights, CA, b lar tolesal tupporf of Bidwwldua} web mcmbrn any. Add@lossal lempotary bracing to huure slaldily durlrsg coralrueJlon b fhe responsibl6ly of the creels. Add9lwsol pmmanenl >gaelrsg err the overaA shvcfure is 11,e regwntrOlWy of the buidhsg des)Bney, far general gssldance regmdsng fobrieolFon. quoily aanhol, sloroge, deivery, erection and laack,g coraui ANSi/RI1 Quoiify G9eda D59.84 and BCSf1 9t4idin9 Componen4 Safely frsinmsa8en ovollabte komiruss t'lole essillule, 583 o'Omfdo Drive. Madison, Wi 53714. 2013 DETAIL FOR COMMON AND END JACKS MIUSAC - 8 -20PSF 8/31/2005 PAGE 1 T LOADING (psi) ggpACING 24a-D BRACING Mifek industries, Inc. 20.0. PD I.ncrease 1.15 Western Division L 16.0 Lumber Increase 1.1sTOP CHORD Sheafhed 0.0 Rep Stress IncavEs BOT CHORD Rigid ceiling directly applied.L 1ao MUM LUMBER SIZE AND GRADECHORD 2 X 4 HF, DF-L No.1 LENGTH OF EXTENSION CHORD 2 X 4 SPF, HF, DF-L No.2 AS DESIGN REO'D 20'-0" MAX SPLICE CAN EITHER BE 3X6 MT20 PLATES OR 22" LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO.ONE FACE W/ (.1317W MIN) NAILS a 3" O.C. 2 ROWS NOTE: TOP CHORD PITCH: 3112-8/12 BOTTOM CHORD PITCH: 0112-4/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.G. SUPPORT AND CONNEC ON BY OTHERS OR 2-16d COMMON WIRE (0.162"DUt. X 3.5") LGT TOE NAILS SUPPORTS SHALL BE PROVIDED 4'-(' O.C. ALONG THE EXTENSION OF TOP CHORD. CONN. W/3 16d COMMON WIRE (0.162"DI6- X 3.r LGT)TOE NAILS CONN. W/216d COMMON 8.0-0 8.0.0 S•0-0 4-0.0 2 EXT. EXT. 2.0.0 X 3.6 LGT) TOENAILS EXT. 2.OA APR a 9 CONN. W1316d COMMON WIRE (D.I62"DIP. X 3.5" LGT) TOE NAILS ti✓ 3X4 = OA A BEARING BLOCK CONK. W/2 i6d COMMON WIRE(0.162-Dik X 3.5-7 LGT TOE NAU OR SEE DETAIL MIIlSAC•7 FOR 2.0.0 t3 D� PRESSURESLOCKM INFO. �-� NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. 2013 WARHINO • 82t DerVV dotyn pWwm-tw and PUP MrAV ONAMMN AtHCLVDS6 d4R19C 86FFJtENCE PACE E�7478 MM V= 7777 GrftrAla rdc U gn v'j tar ute Doty w9h A9fek conneeiws, Thh des gn h bused only upon poromeiers shown Doll tr for an ndivrdtfoi bulldNg component Sure 1 ei SeotsAy of des�n en Doll proper h,corparatbn of eorrg,oneni h sasponsPoifily at buHding dedpner • nor frvss dedgner. hracfi,g shown Crnrs Heights, CA, Io1mo!suppppoorit4 oSlndlvfdual web member ony. Adrll(pnol tempor�y brps�g to Nsure slabWly during condruelfon h the resporuffi18y of the dor. Ad�iOnai pem>onenl biottng of the overall dnrdure h the respondbSAly of the buAdtrrg dedgner. For general gutdonea regording tcoliotti quaEiy eor,Irol, storage, deAvery, erection Doll bradng, cutout AKSNiPn Duarty Cdieda, DSB•B9 Doll BCSII llurdltrp Compan"nf 8v INormo9an ovaroble homlrvss Pble Malruie.5t13 COnotrM Drive. Modhon. YJI 537I9. SUM . V81r. Of B.C. OF STANDARD OPEN END MIUSAC - 73/30/2064 PAGI=1 -itESSURE ELaCKS C'm sL GIR CAL GRC Loading (PSF), BCDL 10.0 PSF MAX 2x4 bat chord Carrier truss I of jack ( _ 7 ® % 2- (.131 "X3.0" MIN) A -=Is {typ) ` W Wwk �Jjack '"between jacks truss + � - � tN55 nWW. to carrier 1: (typ) wl6 W!(.131"X3.0" MIN) nalis spaced at 3" o.D• 11" 4 24"TYp PARTIAL FRAMING PLAN OF CALIFORNIA HIP SET WITH SUB GIRDER BC of carrier truss I"X3.0" MIN) NAILS (typ) CHORD OF OPEN END JACK BC wl 6-(.13173,0" MIN) NAILS @ 3" o.c. Page # s a. 9artfg deargn pwmnetmr =d READ ND7ES ON TM AFM INCLUDED An73K SSF£88NCE AAGB =7473 SSPORS r7S81 laruse aril/ with IMak eonne0m. This design Is based only upon paratnelers shown. and b for on lrultvldual bullding eomponeni. at design pcmnonfee and properincarmollon of car paneni I tecpw4birfy of ding ackwoner •not hues designer. &aelrg shown u�pppoorr!I of IndMdual web members only. AddX=90 lernpwary bra ft to Insure clab101y 3w4rB aonslrualion k the responMAly at the 3libnoi pomw enl bmcksg of the aveml atruchiek.lhe respansUly of the hacrav designer, For general gsddance regarding auollfy re hot s10 age delivery, ereclbn and bracing. comull ANSIM11 Qvsdffy Cdkeda, DSB•B9 and BC311 BuIlding Cempenerd .,1— ave11ob1e lromlruu, Ptole kalBvf10n D'Onofrio Drive, Madison, M 53719. milex industries, inc. Western Dhrision Q� tx C046433 EXP. 3-31-15 CtVEE. `P OF APR 0 9 2013 mpmmmmmmmm 7777 Greenback Lane Ssdle 109 cants Helghls, k14 B55i +, INTERIOR BEARING OFFSET DETAIL MII1SAC - 6 3/3012004 PAGE 1 it L• NOTE: INTERIOR BEARINGS MAY SHIFT TO THE LEFT OR RIGHT A DISTANCE EQUAL TO THE DEPTH OF THE BOTTOM (d). (7 ill" MAX) BOTTOM CHORD PITCH MAY VARY NOTE: THIS DETAIL MAY BE USED FOR ROOF OR FLOOR TRUSS DESIGNS DOUBLE WEB JOINT SINGLE VJEB JOINT Mrrek lnd ps les, Inc. Wesiem ])Wlslon WARt�JB • 4u j(y design parmnetaars DN TI10 AND I)R'LDDED >iII2Tly REFi7tF.NCE PA[3E !ffi 7473 BE}�Dli& DBE Srvlie 108etl onlyvponMm Helghts. CA. g581AMR P�2D er7solbndlororythe espo6r'OnoGb Ddve, A4od4on, W! ^ai719. BEARING BLOCK DETAIL 3 1/2" BEARING MIUSAG - 3A 3/25/2004 PAGE 1 REFER TO INDIVIDUAL TRUSS DESIGN •' i FOR PLATE SIZES AND LUMBER GRADES IMPORTANT This detail to be used only with one ply trusses (EXCEPT AS NOTED BELOW) with a D.O.L. lumber Increase of 1.15 or higher, Trusses not fitting these criteria should be examined individually. 0-3-8 ACTUAL BEARING SIZE. _ ALLOWAPLE aOTTIN CHORD SiZF. LUMBER REACTION ? BEARING BLACK AND GRADE (Ib) ALLORABLE LOADS iL 1.r1G -. TTERN-- (NOTE11... (NOTE4.5) J_ (NOTE 4) 2966 -? SYP 929 ., BOTTOM Ci1ORD ; DF 3281 855 @ 5" O.C. — --- /ROWS F .^OTAL n1A7L5) HF 2126 736 2231 726 2966 i _ 1383 M DF 3281 i 1282 c, BoT'rom CHORD ROWS a 3" O.C. -- - -- sr'2126 - --�-- 1104 i12 TOTA1 NAILS! - --- — 1089 .2231 SYP 2966 - 1858 a(:xB Bo: ism C'r.DRD ~ DF 3281 1710 Rows 3O.C. �F 2126 j 1472 OTALNA ;e.6LSI T - _ _ SP- 2231 ! 1452 FOR 2X10 BOTTOM CHORD USE 2X8 BOTTOM CHORD VALUES 4" MINIMUM FEEL HEIGHT CASE1 2P.G BLOCK TO BE SAME' 22 1/i` 61.0M SIZE, GRADE, & SPECIES AS EXIS71RG BOTTOM C11ORD. AePLY TO ONE FACE OF TRUSS Western t)ivision - BEARING BLOCK & WOOD BEA82NG ALLOWABLE LOADS . LOVABLE LOAD (Ib) TOTAL EQUIVALEHT BSARING - Nei -- - — - -�-- --..... I 2957 0-4-10 4359 0-5-2 ............. - .._....._,............ 4563 0-4"13_. 3230 - —.. ...._........_......._ _ 0-5-5.. --- 3320 0-5-3 - - __.i 4824 D-5-11 _ .. . 4991 _ 0-5-5 ��_..-------- _ .... _. .. 3598 0-5-14 _.. . 3683 i 0-5-12 12' BLOCK CASE 2 ��Cs �.Y APR 0 9 2013 NOTES: 1. USE LOWER OF TOP PLATE OF BEARING WALL OR BOTTOM CHORD OF TRUSS WOOD SPECIES. 2.THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. NAILS DESIGNATED ARE (.131" DIAM. X 3' MINIMUM 4. FOR BEARINGS NOT NEARER THAN 3" TO THE END OF A MEMBER (CASE 2), THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.03 5. THE TABLE VALUE CAN BE DOUBLED FOR A 2-PLY TRUSS PROVIDED THAT THE LENGTH OF THE BLOCK IS 3'-0" LONG MIN. AND BLOCKS ARE ATTACHE TO EACH SIDE OF 2-PLY TRUSS WITH NAILING PATTERN AS SPECIFIED AND 2- 1/2 A307 BOLTS TO CONNECT ALL 4 PLIES TOGETHER. LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES: SYP = 565 psi DF = 625 psi HF = 405 psi SPF = 425 psiNOTE: NOT INCLUDE �y LUMBER WITH "E" VALUES GREATER TE AN01 900,000 PSI ORMSR NON DENSE GRADE LUMBER Page #� A WAAMNO . VerM design parameters and RFAA N07FS aN TRIS AIM ZN=to9SD HiTZK REFERENCE YAQE MU-7478 BEFORE VItS. -+*een-- Design vo&d for use only with Miiek connectors, li,Fs des is based only upon parameters shown and is for on inerrAduat tnnlding component. Sv#e 109 design Y Citrus Hetphts. CA, ?561 gppficohiigy of design poromenlers and proper incorporation of component is respona'bAity of building designer •not truss designer. Brodng shown is for lateral support of individual web members a*. Acidilional temporary bracing to insure sfobABy during construction k the resporuthay of the erector. Addgionol permanent bracing of the overaA structure 4 the responsibility of the buAdng designer. For general guidance regarding aaallyss fabrication, quality control. storage, delivery. ereegon ornd broting, consult AN"P11 Qucflty Cdferlo, DSB•8y and BCSiI Building Component , 1 SWeMy Inlormatlon avoBobte from ltvis Hate Institute. 583 D'Orglrio (hive. Madison. W153719. , I BEARING BLOCK DETAIL. 5112" BEARING MII/SAC - 4A 3/25/2004 PAGE 1 MTTn4 Inrlunfris>s. tnr_ © Western Division REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES IMPORTANT This detail to be used only with one ply trusses (EXCEPT AS NOTED BELOW) with a D.O.L. lumber increase of 1.15 or higher. Trusses not fitting these criteria should be examined individually. 0-5-8 ACTUAL BEARING SIZEWITH BEARING BLOCK APPLIED ON ONE SIDE OF TRUSS I BEARING BLOCK f BEARING BLACK 4 'rOOD FEARING ALLOWABLE LOADS BOTTOM CHORD SIZE R GRADE REACTION !ib) --.----__...--.---._..............._... ! ALLOWABLE LOADS ALLUWi,3LE LUPJ (ib) NAILING PATTERN! NOTE) �! I I TOTAL E:XIVALEI2T NOTE4,5 (NOTE4) L._----(NOTE43 i--L__---- - —' E "RII+G LS3F 7!i _....-- -- -• _ ...... _.. .. _.. - _ ....._.- 4661 929_._..._...___..---•-••-• 5590-._-..-=_---..._..----•- 0-6-__. SYF ;__.._. DF ___-......_— ___.-....._._r— ...._ _ ROWS to 3" o.c. .8 TOTAI NAILsd HF 3341 1 736 ff 4077 1 0-6-11 SFF 3506 J 726 _�_— 4232 i 0-6-i i 4661 I 1393 6054 f 0-7-2 sYp i 5156 1282 6438 0-6-13 2x6 BOTTOM CHORD ROWS t 3^ o.c. F � Dr HF ---i 3341 ~T- 1104 ! ----- _.. -... 4445 i ___.�..._....... 0.7:5. TOTAL NAILS) _ F --- 1089 3506 j 4595 —.— ..... -..... _-7-3_._. ... _ 4661 �- - 1858 i 6519 0 7-11 SYP 5156 1710 -`- ^— _- —�---_ - ....._.__. 6B66 _ 0-7-5 ;!;:8'BOTTOM CCHORD CF _— 4 RowS s 3" O.C. •. HF 3341 1472 I _ 4813 0-7-14 i 16 TOTAL RAILS} — 3506 1452 4958 0-7:1.2 SPF -- -.._ - -._....... . . _1 FOR 2X10 BOTTOM CHORD USE 2X8 BOTTOM CHORD VALUES. CASE 1 5" MINIMUM HEEL HEIGHT 4 � - - L BRG BLOCK TO BE SAME i22 1/2" SLo* SIZE, GRADE, a SPECIES -- • - ---� AS EXISTING BOTTOM CHORD. ; 12" BLOCK ; APPLY TO ONE FACE OF TRUSS. �4— !o•i, �a CASE 2 IS' FF CD46413 EXP, 3-31-115 NOTES: APR 0 9 2012 1. USE LOWER OF TOP PLATE OF BEARING WALL OR BOTTOM CHORD OF TRUSS WOOD SPECIES. 2.THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. NAILS DESIGNATED ARE (.131" DIAM. x 31 MINIMUM 4. FOR BEARINGS NOT NEARER THAN 3" TO THE END OF A MEMBER (CASE 2), THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.03 5. THE TABLE VALUE CAN BE DOUBLED FOR A 2-PLY TRUSS PROVIDED THAT THE LENGTH OF THE BLOCK IS T-0" LONG MIN. AND BLOCKS ARE ATTACHE TO EACH SIDE OF 2-PLY TRUSS WITH NAILING PATTERN AS SPECIFIED AND 2- 112 A307 BOLTS TO CONNECT ALL 4 PLIES TOGETHER. LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES: SYF" = 565 psi DF = 625 psi HF = 405 psi SPF = 425 psi NOTE: VALUES DO NOT INCLUDE MSR LUMBER WITH "E" VALUES GREATER THAN 1,9D0,000 PSI OR NON -DENSE GRADE LUMBER. Wr1RNDJ0 - VcrVV dostgn ), ra .rs and READ)W= ON TAMS AND DJCL VDELIM AVPEFERENCE PAGE Ma-7479 BEFURC USE. S Ite iG 9�� one Design valid for me only with Meek connectors, Ttiu design b based only upon parameter shown, and 6 for on individual bvilding component. Citrus Helghls. CA, 95 AppfKobiTdy of design poromenlars and mpef incorporo4on of component 6 responslbR'dy of building designer - not truss designer. brocing shown b for ksterd wpporl of individual web members only. Addfionot temporary bracing ioinsie stability during construallon is the responv'htlilfy of the erector. Additional permonenl brocmg of The overoli structure Is the resporssibl9Yy of the building designer. For general guidance regarding lobrication, quality conhoL storage. dekwery, erection and bracing, consult ANSIMM Quc9y Ceh fla, OS8.89 and SCSn1 9uliding Component so" Iniarmailion ovaitobte Iron, buss Pixie institute. 583 D'onotno Drive. Madison. " 53719, - 110 UPLIFT TOE -NAIL DETAIL MI I/SAC - 24 [ 11/18/2004 E PAGE 1 M(Tek Industries, Inc. Q NOTES: Westem Division 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 3D DEGREES WITH THE MEMBER AND STARTED 113 THE LENGTH OF, THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES OR TOP PLATE SPECIES FOR MEMBERS OF DIFFERENT SPECIES. END VIEW NEAR SI FAR SIDE TOE -NAIL WITHDRAWAL VALUES PER NDS 2D01 ob/nafl) Dom• SYP DF HF SPF SPF-S Ur .131 68.5 46.1 31.6 29,8 2D.3 p .135 60.3 47.5 326 30.7 20.9 .162 72.3 67.D 39.1 36,8 251 ri O •128 53.1 41.8 B.7 27.0 1 18.4 0, i31 54.3 428 29.3 27.7 18,8 N 146 61.4 4B.3 33.2 31,3 2i.3 ri U' 120 45.9 36.2 24. 223.4 15.9 O 128 49.0 38.6 1 26.5 25.0 17A c .131 50.1 39.5 27.1 25.6 17,4 1i .148 56.6 44.6 3D.6 .6.B 1 19.8 VALUES SHOWN ARE CAPACITY PER TOE -NAIL APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED, EXAMPLE: (3) -16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES TOP PLATE For Wind DOL of 1.33: 3 (nabs) X 36.8 (Ibinall) X 1.33 (DOL for wind)=146.8lb Maximum Allowable Uplift Reaction Due To Wind For Wind DOL of 1.60: 3 (nails) X 36.8 (lb/nail) X 1,6D (DOL for wind)=176.61b Maximum Allowable Uplift Reaction Due To Wind if the uplift reaction specified on the Truss Design Drawing Is more than 146.8 Ibs (176.6 lbs) another mechanical uplift connection must be used. Or CD664 33 DCP. 3-31-1 OF USE (3) TOE -NAILS ON 2x4 BEARING WALL Pa a ## 101 A P R 0 9 2013 USE (4) TOE-NALS ON 2x6 BEARING WALL ® NBRAIQJti- IIor'((y dc+lgn patmneima and 7tFrlD N07E5 DN TICS AND INCLCDED AfflFd RMERE NCE 0SR u CBE. J71T Gteenbaak Lane PA3 W,7477 2M' r$ on ten shown, and is la on Mdrviduoibvllding corrgsvnanl. lIm Ile IN Cllrus H Dedgn voSd for use anti• wNh ASAek connaefsxs. Th1s design � based only I!p p�erre alghls. CA, 9581 AP?�obWv o1 design poramenten and pmpw ineorpara(bn of eorsg+onerd k responsmWly o! bubding designer • nol truss designsv. ffradng shown k for blerol support o! Indrvlduolweb nsamben Doty. Addil'at� lemporory brocing la Inswe sloblGty during conslrucilon h the responsiblIDly of the ' eseeSar. Addll�d pmmotrenf bro dr ery, ereelSonsend lubrock+g eorures ,4�NS1/IPTI alliy oiiad D B-B4 a�ndnaCSng Dutldl g Co a 9 �{� IohareaBon, qu Y age• mponenl IT�tA® Solely tnlatma6on ova8obte trmnTrucs Piole hnillule, � tYOnolrb Drive. Modlson. WI StJt9, a LATERALTCE-NAIL DETAIL M111SAC - 25 11/18/2004 PAGE 1 © MiTek Industrles, Inc. NOTES: Western Division 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES. WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES FOR MEMBERS OF DIFFERENT SPECIES. TOE -NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) DIAM. SYP OF HF i SPF SPF-S .131 88.1 80.6 69.9 ; 68.4 59.7 p .135 93.5 85.6 74.2 72.6 63.4 J 162 118.3 108.3 93.9 91.9 $0.2 eh V` 128 84.1 76.E 66.7 65.3 57.0 z 131 68.1 80.6 69.9 i 68.4 59.7 I N 148 106.E 97.6 84.7 82.8 72.3 I r.j 0 L .120 73.9 67.6 58.7 I 57.4 5D.1 OI .128 B4.1 76.9 66.7 1 65.3 57.D c J .131 88.1 B0.6 69.9 68.4 59.7 •148 106.6 97.6 84.7 1 B2.8 72.3 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED, EXAMPLE: (3) - 16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (Ib1naB) X 1.15 (DOL) = 317.0 lb Maximum Capacity S. EXP. 3,31-15 SQUARE CUT SIDE VIEW (2x4,2x6) 3 NAILS NEAR SIDE - -1 FAR SIDE NEAR SIDE SIDE VIEW (2x3) 2 NAILS tt NEAR SIDE - I FAR SIDE ---......... ...- 45 DEGREE ANGLE BEVEL CUT SIDE VIEW (2x3, 2x4) 2 NAILS I '•�-7� '---t NEARSIDE NEAR SIDE 00, i H-11 --_ L12 : j 0:F Fq APR 0 9 2013 VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY i 45.00' SIDE VIEW _ 3 NAILS _ / NEAR SIDE ' NEAR SIDE I NEAR SIDE Pa a # 1 '+ WARNWG • Var(/g dedga pwameeera and READ 7JOTE5 ONTfQ6 AND INCLUDED 1QlTER REFERENCE PAGE MII•7473 BEFORE USE 7777 Greenback U Design valid for use or* with Werk connecioa This design 4 based only upon parameters shown. and'a for on individual buAldng component. Suffe 109 Appkeobility of design pararnenlen and proper incorporation of component Is responsibilliy of building designer • not truss designer, tracing shown !Citrus Heights, CA, is for lolerat support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the j erector. Addlionot peirnonenf tracing of the overall structure is the terponsibllfy of the building designer. For general guidance regarding lobricolbn qualify control, storage. delivery, erection and bracing, consult ANSIM11 QuatiFr Crllada. OS114? and 11CS11 Building Component Safety fnfotrns f;on available from truss Plate WNuie. 583 D'Onolrio Drive, Madison. Wl 5371 y. I MARCH 12, 2009 1 WEB BRACING RECOMMENDATIONS I ST-WEBBRACE 0 00 �a MiTekIndustries,Im. M iTek Industries, Chesterfield, MO Page 1 of 1 MAXIMUM TRUSS WEB FORCE (Ibs.)(See note 7) BRACE BAY SIZE 24°O.C. 48°0.C. 72" O.C. BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE A I B C I D A B C D C D 10-0" 1610 1886 1666 P623 ~AM �� :'ti.'+'.- ��.._ �_.; }i;y �'��: ftiP.,' '_;Y,..,'T� ✓ � t;_'�.:r ,: tV.,°a'S•Sr:..!5•�'��:Fr 12'-0' 1342 1572 1572 2358 I+r`pnYS%y3143' 3143 4715 4715 7074 T r 14'-D° 1150 1347 1347 2021 tivv: ty. ::,:r, �s:::; ',.' -:✓ ti,zlyr V.° >'^''.t'3.•�.'•+'' a'�i, �r-:t W-V 1006 1179 1179 1798 235E 2358 3536 i F; r.; •S:b.•;•. «: sryy,:•,t.SyJyJC��•M;i (_:., Ma. k=�^ •r'�it^: g,�*.w 1B-D' 894 SD48 1048 1572 >, �°i;?ti:;ka :_ t:,'ayar 4" t'-• "•. �:-' 3143 4715 _ :�`,•..` �°?.^. 2D'-0° 1io5 943 943 1414 ?T`r less 1886 2829 �, '•°C..'t•�i•-T'4.:�r," �� r.'...,k,"r..�;!'.'�`.'.`,e.•:.: .. irk ,,�.. ifs [•4t:>5i 'Bay size shag be measured in between the centers of pairs of diagonals. GENERAL NOTES TYPE BRACING MATERIALS 1. DIAGONAL BRACING IS REOUAREDTO TRANSFERTHE CUMULATIVE LATERAL BRACE FORCE SRO THE ROOFAtMR CEILING DIAPHRAGA. THE DIAPHRAGM 15708E DESIGNED BYA OUALIFIED PROFESSIONAL. 1 X4 IND. 45 SYP L THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2%OFTHE WEB FORCE. A -08- 3. DIAGONAL BRACNGMATERIALMUSr BE SALIESSEAND GRADEOR BETTER,AS THE LATERAL BRACE MATERIAL, AND SHALL BE INSTALLED N SUC RA MANNER THAT IT NrERSOM WEB NEWERS 1 X 4 52 SRB (DF, HF, SPF) AT � � DEGREESTRUSS �BRRAACES. EACH D340d� (.16st�n FO» b2 2M 2.10dd and BRACES,ANAW (0.13t ATI-41 FOR 4. OMhIECT LAMAL BRAM-rO EACHTRISS WIrH 2.ed (O.131-A2.5h NAL.S IR-JR 1s/ tATEUAL BRACES, 2-10d (0.131Xi'1 NAGS FOR as and 2a4 LATERAL BRACES, AND MOd(0.131-M FOR 2ae LATERAL BRACES. B 2 X 3 83, STD, ODNST (SPF, DF, HF, OR SYP) 5. LATERAL BRACE SHOULD BE CONTNUDUS AND SHOULD OVERLAP AT LEAST ONETRUSS SPACE FOR CONTINUITY. - a. GOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING, CONSULT C 2 X 4 SS, STD. CONS? (SPF, DF, HF, OR SYP) �DPYAFDFMfTAL G,TE NIOFUSSES PEOUETO GOOD PRACTICE OR RkNDLNG, NSTXLG L SRApNG A PLATE CCOMECTED WOOD TRUSSES, JONTLY PRODUCED BY WOOD TRUSS COUWCL OF AMi3DCA OW TRUSS PLATE NSTRUTE. ~Adl wty—aldrwwVIRU T D 2 X s 83 oR BETTER (SPF, DF, HF, OR SYP) T. REFER TO SPEc6ACTRUSS DE WN DRAWNG FOR WEB MEMBER FORCE. IL TABULATED VALUES ARE BASED ON A DOI... 1.15 FOR STABIL IRS: FOR ASPACNG OF 24.O.C. ONLY,MdTEKSTABILIMR• TRUSS BRACING SYSTEMS CAN BE SMSTIMFD FOR T VPEA, B, CA14D D BMMO MATERIAL. DIAGONAL BRACING FOP STASR�RS ARE TO SE PROIADED AT (iAYSM UDICATED ABDVE MfM DMHRAOM MCNG IS REOWRED 1TRUS SHFRIACMSTTAUA7K7N� at P DDIICDTHCW¢��mON. N3 SM °6TABfl.1ZER` MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stabigty of the overall root system. The method shown here is just one method that can be used to provide stabilgy against web buckling CONTINUOUS LATERAL RESTRAINT 2-1 Od NAILS (SEE NOTE 4) Pa a#12 T-BRACE AND L-BRACE Natiing Patiein L-Braoe size Nail Size INall. Spacing 1x4 or 6 iad (0.148X31 B" ox. W, B, orb 18d(O.182X31/2"1 8" D.C. Note: Nall along antire length of L-Brace or T-Brace (On Two -Plies Nall to Both Plies) WEB Q pF�s�ci R S. F/�",4,, , cc A^3 �P. 3-,i,-1 _ ) OF Nails t SPACING k rl k fi t 1A APR 9 9 2013 MIUSAC - 23 f 8/2 1ZO..04 MITek IndusMes, Inc. Matsrn Division L-Brace or T-Brace Size for Onsa-Ply Truss Specified Contlnuous Rows. of Lateral Bracing Web Size 1 2 24 or2x4 1x4 2x4 2xB 1x8 W M 2x8 *#° DIRECT SUBST17=0N NOT APUOABLE. / SeoUon Detail Nalls /Nalls Web Web L-Brace T-Brace L-BRACE or T-BRACE T-Brace or I -Brace Size for Two -Ply Truss Specified Continuous. Rows of Lateral Bracing Web size 1 2 O-Bracs) 2x3 or 24 2x4. ZM 2x8 24 2X8 2XB I 2xB 2x8 Nails 10d (0.148M3 @ 9 o.c• web I -Brace Nallszofion Detail - Note; 1. L-Bracing or T-Bracing to be used when continuous lateral bracing is impractical. L-brace must cover 90% of web length. 2. L-Brace or T-Brace must be same species grade (or better) as web member. 3. The Stabilizer or Eliminator of MFek Ind. Inc, can replace the bracing members. Please refer to engineering document provided by MITek Ind, Inc. jPage # 13 VALLEY TRUSS DETAIL MIUSAC - 19 4/26/2004 PAGE 1 OF 2 LIVE LOAD = 60 PSF (MAX) DEAD LOAD =16 PSF (MAX) ;. D.O.L.1NC = 1,.15' GABLE END, COMAAON TRUSS 65 MP1= WIND SPEED, 3 SECOND GUST OR'GIRDER TRUSS M1ITek Indisstries, Inc. 1Nestern Division NOTE: VALLEY STUD SPACING NOT TO EXCEED 46" O.C. SPACING -- ---1i — I,---11 -- „---n -----�I--- d N 1+ II 11 I! a II 11 11 11 tl II Il 1 ! p �I 4 1p1 it � iI n. n u ii n II fj Ij (I1 „ � jl BASE: TRUSSES VALLEY TRUSS TYPICAL M TYPICAL (24" O.C. ) ( 24" O.C. ) L—jL-1—JL VALLEY TRUSS TYPICAL GABLE END, COMMON TRUSS s r 2C^ o r.. t I OR GIRDER TRUSS 19 TOE --NAIL VALLEY TO �t To BEVEL VALLEY BASE TRUSS W1 TRUSS (2) (.131-X3.0" MIN) TOE NAILS, ATTACH 2xB CONTINOUS NO.2 SPF TO THE FACE OF THE ROOF W/TWO TOE - NAIL VALLEY TO (,131"X3.0" MIN) NAILS INTO EACH BASE TRUSS W/ TRUSS BELOW (2) (.131'X3.0° MIN) TOE NAILS VALLEY TRUSS RESTS ON 2x6 �" a e DETAIL A DETAIL B (BASE TRUSSES SHEATHED) (GREATER THAN 3112 PITCH) ATTACH BEVELED 2x4 CONTINOUS NO.2 SPF TO THE FACE OF THE ROOF Wi TWO (.131"X3.0" MIN) NAILS INTO EACH TRUSS BELOW �_•� ATTACH VALLEY TO BEVELED 2x4 W/ (2) (.131"X3.0" MIN) TOE NAILS DETAIL C TOE - NAIL VALLEY TO (GREATER THAN 3112 PITCH BASE TRUSS W! LESS THAN 6112 PITCH) . (2) (.131 "X3.0'I MIN) TOE NAILS " NOTES: APR 0 9 2013 1. SPAN OF VALLEY TRUSS SHALL BE LIMITED TO 30'-0" MAX AND PITCH BETWEEN 2-6/12. 2. PROVIDE LATERAL SUPPORT FOR TOP CHORD OF BASE TRUSS WITH SHEATHING ( BY OTHERS) 3. MAX WEB LENGTH WITHOUT BRACE (6'-3") WITH BRACE ( IZ-6-1 4. IF TOP CHORD LATERAL BRACING REQUIRED IS LESS THAN SPACING OF VALLEY TRUSSES (24" O.C.) THAN ADDITIONAL 2X4 BRACING IS REQUIRED. 5. LATERAL BRACING SHALL BE NAILED W/MIN 2 10d NAILS. ® WARlONG • Ikrtfg deesgn ptvometars end RE4D W6=S ON:U=LA'ND INCI.VD$D 69TFJC REFPJlENCE RAGE bffi•7478 8EFCJAJi 1TS& rM Greenback Lane pastgn va5d is use Doty wAh MAek co7srleeloc.ThB dedgnb hosed oriq upon paromelers shown, and is for an 41dMduol bvllrAnp component Solle AppBcob� 01 design poromenlen and proper tnrnrpasotipnd cemponen) h resparsslbl4ly of bu&durgdesigner • nol Irvs designer: Brodng drown �^m Klial!llpTll:, CA, 951 k'ior Ialeialsupparl oT trldiv,'Iduatweb member only. Addlllonol.lemporary'txocing Soimwe sfobglY during CAnStnKtlIXl is the responitl�IDAY of the erects. Ade9Aonol permononl brodng of Itre overal sliveiwels the respmuTbltdy of the buB&ng des}gner. For genera! gutdonee regmdleg Ilitxteolion, quoAV corlfrol �Be�B"esY. ereelion and braehsp, constiA AHSI/IPn OvaBly Crlleae, OSB•69 and BCSt1 BuAding Corriponent Soby InforrrwBen ovoAoble Bom Truss Plole 1ralAule, 56R D'Drwlrio Drive. Modem. WI537t4. VALLEY TRUSS DETAIL Kitt!/SAC - 19 4/26/2004 PAGE 2 OF 2 MITek Industries, Inc. Western DfAslon BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO BASE TRUSS Wf (2) 96d TOE NAILS DETAIL D (NO SHEATHING) NOTES: BEVEL VALLEY TRUSS .r SECURE VALLEY TRUSS W/ USP RT7 OR EQUIVALENT DETAIL E (NO SHEATHING) FOR CONNECTION OF VALLEY TRUSSES TO BASE TRUSS USING DETAIL D OR DETAIL E. 1. SPACING OF LATERAL BRACING REQUIRED ON TOP CHORD OF BASE TRUSS SHALL BE LARGER THAN THE' SPACING OF VALLEY TRUSSES (24" O;C. MAX) OTHERW ISE, ADDITIONAL BRACING SHALL BE PROVIDED FOR TOP CHORD OF BASE TRUSS. 2. LATERAL FORCE SYSTEM SHALL BE CHECKED BY PROJECT ENGINEER TO VERIFY THE PROPER TRANSFER OF ALL THE VERTICAL AND LATERAL FORCE. Pa e # 1 APR 9 9 2013 ® WdRAM • Portly design pva d em and RSA➢ A'aTre ON THIS Arm MMVDED lQi=.AW.m110IM PACE AM-7479 Z=RS US& 7•r77 Greenback is Design void for use crry wAh MRek comedoa. ihh design i bared oniy upon porormlea shown, and is for on ksdrvrdttol btMna corrporsenl. Sift 109 AP My oS design pororn an and Ron of component Is respordAly of bulidlnp deslpner- not lr m designer. &odnp shown CArvs Heights, CA, b for bleral supPori of Indfvtduaf web meniberc onV. Addlllonal lemporary brodng to Insure siobWly dvsirig eonsinxrwn.4� t�crespom1b016y of She x ered. Additional pemmeni bTadng of the ovwo0 slrudwe Is the rmporssPofGly a the bu&Mg designer. For engird re arb fo6neolion, quotlly canlrol storage. de5very, ereelion and btotlng, eorvu6 ANSI/iPlt quality GrUedt DS6•64 and BCSii BuBdtng GompanerA salety1n{armellon ovoBobte frominm Plole kssiilvle, 50 170nofrio Dive. Modaon, wl 53719. PURLIN GABLE DETAIL MIi1SAC - 12 7//512005 PAGE 1 OF 4 FIRST COMMON ! THE PURLIN GABLE TO BE LAID ON TOP OF THE HIP TRUSSES AND � ATTACHED WHERE IT HAS J�L�V CONTACT WITH THE Q TRUSSES BELOW. SEE DETAIL SEE DETAIL JACKS SEE SHEET 2 OF 2 FOR ALL DETAILS lull IUK I"uubLr4tmt Illi:. Western Mvision STUD SPACING ON PURLIN GABLE TO BE LESS THAN OR EQUAL TO THE CHORD. OTRUS 2'-D" 5z5 3x5 3x5 ALL PLATES TO BE 2M UNLESS OTHERWISE NOTED TYPICAL "PURLIN GABLE" REFER TO ENGINEERED TRUS DRAWING FOR EACH INDIVIDU L TRUSS SEE DETAIL #3 Pa a#16 ® WARHING • 4er1,/� dc�lgn poJametata mid REED NOTES ON Tity6 AND MCLDDED kIITEK &EIffiftENCEPAGE 1�•7443 8F.F10itE tIEE. Design va➢d Im vse only wllh NJf ek connedoa. ihk design k based only upon poromelels shown andk for on individual bupoing eompanenl. �pp➢cahlWy oT design poramenten and proper Incaporallon d compasenl k tesponskilGfy of b r➢dmg designer . no! buss dedpna. kloeing shown klor blesal wpporl of lndlvldual web members only. Addlllonol temporary brodng I'o fnslue slabiffly dudnB cossWaUon k fhe respauibi®ly of Iho eredot. Addlibnol pemwn®nl brackig of Iha ovesad zkvelure k the resporuibllly ai 1he bNkJ1nB designer. Fot general eutdanoe re8ortim0 labrioallon, qua➢ly oordrOl. sloroge, deWery, ereclbn and broeing, eotau➢ ANSIJ{Pli Qua➢fy Cdheda, tsS➢-89 and 1iC5l1 ke➢stlttg Cosrponenl Saloly lMormaHen available from teas Prole halDerse. 581 D'Onoklo DAve, Madkon Nt 9719. APR 0 9 2013 CA, PURLIN GABLE DETAIL IVIIIIEA.0 - 12 7/15/20D5 PAGE 2 OF 4 16d NAILS 6" O.C. ATTACH 2x LEDGER TO FLAT TOP CHORD SPACED 9 0 C F 10d NAILS (.131" DIAM. x 3") GIRDER 0 v QJ� DETAIL #2 / `-PURLIN GABLE F�qT TOP CHORD PORTION OF THE LOWER TRUSS TRUSS TOP CHORD DETAIL #4 MIT eK IntllJTes, Inc. Westsrn Division 16d SINKER OR 16d BOX O.C. SP LING BY OTHERS THE TOP OF THE HIP GIRDER TRUSS AT THE BASE OF THE PURLIN GASLE IS DROPPED LESS THEN ALL THE OTHER HIP TRUSSES. THE BOTTOM EDGE OF. THE PURLIN GABLE ALIGNS WITH. THE LEFT FACE OF THIS TRUSS QG AND BEARS ON TOP. DETAIL #1 APEX DETAIL #3 IMPORTANT NOTE: ALL CONNECTION NAILING SHALL NOT SPLIT ANY LUMBER Pa a#17 WARNJNG• Vert* dtMVA po .tamm,QJWAD NOTES ON T=AND V=MED ld= RSFWXN= FAGS M-7472 BEFORE DES. z 0 0 U !r U. �pFES�f�' C�543� EXP. 3-3 -i b for cf:L APR 0 9 2013 7_7��7I7 GreenbxkUna GIW5yHa;b CA BSS1 ILA:1iA�� PURUN GABLE DETAIL MIUSACa o 12 7/15/2005 PAGE 3 OF 4 JA B`l PURLIN 18" MIN MITeK IntfUstrtes, Inc. Vuest m DIIIsloa PURLIN GABLE =R OR 16d BOX SING BY OTHERS 16d SINKER OR 16d BOX O.C. SPACING BY OTHERS HIP SET TRUSS DETAIL #2 SUPPL. Pa a#18 ® WARJQN[i • Pa'j jy dmlgn Parranctora and JtEAA NUTE9 ONTIIlS AND LVCLUDED MITER REiYJiENCE PAGE MIF 7473 BEFIURE USE. beam vatd lar ace or& vAlh Wak oonnaaloa. iht3 deslon h based onh, upon Dammel erishowm and h for on individual buldna mnwme sm C U-4 433 E:P. If- 31-15 OF APR 0 9 2013 salts � beck Lena � � ctws Meignts, CA, ese�oil 1l6k' PURLIN GABLE DETAIL MIIISAC - 12 7/1512005 PAGE 4 OF 4 I6d SINKER OR 16d BOX TYPICAL - PURLIN GABLE LAST M1Tek industries, Ina. Western Don RIDGE BLOCKING FIRST COMMON 2X BLOCKIN W/CONNECTiONS W/FRAMING COfgNECTORS BY OTHERS 2-0-0 MAX DETAIL ##3 SUPPL. 00-12 TIGHTLY SET JOfNS6:c f PURLIN GABLE HIP SET ROOF SHEATHING BY OTHERS DETAIL#4 SUPPL. HIP SET TRUSS 2 ROOF SHEATHING AND DIAPHRAGM NAILING BY OTHERS\ rieog--��.C, Art C04-433 �c �r�.3•u!-i.�S PULIN GABLE HIP DETAIL##4A S a e 19 APRos 2013 WARl�.`G • IIajJy EeNgn pmmnetrra w dAZAD NO= ON r;=ANAINC == W ZK It n=NW PAGE 3y74" WFORE um 7S7S�7��77117700 G1HenbaCk Len@ _■e an valid lar use onb wllh NBek eannaelan. TMt deshn k based oni✓.troon ooramelers shown. end k !m an In uel huildinn comoanrnl. Gmu6�Help CA, 9561��m so" STANDARD ,GABLE END DETAIL Mil/SAC - 20 4/27/2004 PAGE 1 OF MITekIndustries,Inc. © SHEATHING Western Division *DIAGONAL OR L -BRACING (8Y OTHERS) a REFER TO TABLE BELOW 241 " MAX 20 0.C. SEE PAGE 212'FOR �- 1 ALTERNATE BRACING DETAIL n 1 1/2" Tvp 4X4 = I X4 OR 2X3 (TYP) 3 1 /2 2X4 LATERAL BRACING VARIES NOTCH AT AS REQUIRED PER TO COM. 2 24" Q.C. (MIN.) TABLE BELow -414 TRUSS "i 11II"�I1 A 11 1_ll� TOP CHORD CONT. BRer- - ;,IQ SPAN TO MATCH COMMON USS I F1 VERTICAL STUD TYPICAL 2x4 L -BRACE NAILED F_�"xTO 2x4 VERTICALS WJBd NAILS SPACED AT B" O.C. LOADING(psf) SPACING 2-0-0 TOLL 50.0 Plates Increase 1.15 TCDL 10.0 Lumber Increase 1.15 BOLL 0.0 Rep Stress Incr YES BCDL 10.0 Cade IBCARC TOP CHORD 2 X 4 DFUSPF/HF - No.2 BOT.CHORD 2 X 4 DFUSPF/HF - STUD/STD OTHERS 2 X 4 DFUSPFIHF - STUD/STD 3X5 = END WALLIGID CEILING MATERIAL AIL A LATERAL BRACING NAILING SCHEDULE . VVERRT. HEIGHT # OF NAILS -AT END U! TO / E1,011 "' 6 OVER 81-611 4 - 16d It MAXIMUM VERTICAL STUD HEIGHT SPACING OF VERTICALS. WITHOUT BRACE WITH LATERAL BRACE WITH L- BR41F 12 INCH O.C. 6-7-0 13-2-0 11-0-0 16 INCH O.C. _ _ 'jam _ 24 INCH O.C. _ _ ._n _ NOTES 11 VERT. STUDS HAVE BEEN CHECKED FOR 85 MPH WIND 3-SECOND GUST , EXP. B, HEIGHT 3D FT 2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHrrECT. 3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDGi ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 5) DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX. VERT. STUD HEIGHT OF TOP CHORD NOTCHING NOTES 1)THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24" O.C. ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE DF THE TOP CHORD WITH 1DO NAILS SPACED AT 6" O.C. IF STUDS ARE SPACED AT 24" O_C. AND FACE OF TRUSS IS NOT FULLY SHEATHED_ 2) NO LUMBER.DEFECTS ALLOWED AT OR ABOUT NOTCHES. Page ZO 3) LUMBER MUST MEET OR EXCEED VISUAL GRADE#2 LUMBER AFTER NOTCHING. 4) NO NOTCHING IS PERMITTED WITHIN 2XTHE OVERHANG LENGTH. Continued on page 2 APR 0 9 2013 ® W"MR0, II"rj/p dedgn parmrreMe andAUD NOTM ON=&AND INCLCDSD AD1 =PXMMI. ZJ-A=11AnMn "POIM UM M7 Grwftadt Larm Dedgn "old for use ony with A>Tek connoGon. iFJs design hosed ony upon poroms:tors shown, and h for on inc6viduol buildk�g component. Sune 109 PabM' ofdesrgn poiomentets and proper Incorporation IX component >s responsibtaly a iwfld3ng designer •not truss designer, Brocing shown Ulm Helphts,CA, 9661 4port of the ollon, quaWy eonho! dwoge, deBvery. ereeffon and bracing, consu9 ANSI/TPii Ouo6iy Crlloda, OS&64 and BCSI1 9utlding Component M iI �4.v R'1's/il)(/1P+ SakTy 1nie:maBon ovollabte hom TtvA Pole Inslllvie, 563 D'Cnotrfo Give, hhodkon, WI53719. STANDARD GABLE END DETAIL . M1IISAC - 20 4/27/2004 PAGE 2 OF 2 4- 1 Od NAILS MIN. ,PLYWOOD SHEATHING TO 2X4 STD, DF-L BLOCK 2- 1 Od (TYP) . \ 2X4 BLOCK SIMPSON A34 — OR EQUIVALENT 2X4 No, 2 OR BTR GABLE EN VwY MAX TO BEARING WALL + 45' STRONGBACK 2X4 No. 2 OR BTR 11 2X4 S D OR BTR SPACED @ 5'-D" O.C. SHAL E PROVIDED AT EACH END OF BRAG E, EXCEPT FOR BRACE EXTENDED INTO E CHORDS & CONNECTED TO CHOF I 1S WJ 4-1Od NAILS. MAX. UiNGTH = T-0" STANDARD TRUSSES SPACED @ 24" O.C. ALTERNATE ERACIN0 DETAIL NOTES APR 0 0 2413 X4 N0.2 OR BTR. FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH 1OD NAILS @ 6" O.C. 2 2X4 LEDGER NAILED TO EACH STUD WITH 4- 1Od NAILS. 3)2X4 STRONGBACK TO BE CONNECTED TO EACH VERT. STUD WITH 2-10d TOE NAILS 4)THE 10d NAILS SPECIFIED FOR LEDGER AND STRONGBACKARE 10d BOX NAILS (D.131" DIA. X 3.0" LGT) THIS ALTERNATE BRACING DETAIL IS APPLICABLE TO STRUCTURAL GABLE END IF THE FOLLOWING CONDITIONS ARE MET: 1. MAXIMUM HEIGHT OF TRUSS = V-6", UNLESS OTHERWISE SPECIFIED BY PROJECT ENG. OR QUALIFIED BUILDING DESIGNER. 2. MAXIMUM PANEL LENGTH ON TOP AND BOT. CHORDS = T-0" 3. THE HORIZONTAL TIE MEMBER AT THE VENT OPENING SHALL'BE BRACED @ 4'-0" O.C. MAX. 4. PLEASE CONTACT TRUSS ENGINEER IF THERE ARE ANY QUESTIONS. Pa a#21 ® 7777 Greenback Latse Design void for use onty with Mlek aontsecla s. this design is based orsly upon pommel en thown, and B tar an Ndrvdua! buUd'mg eeadsponenl. SWfa 109 Appleob0ly of design pp��rnsonless and proper hseorporollon of eorr�Onen! b respondWit, of building designer -not tons deslgneu, 8radng shown Citrus Meiphts, CA. 8581jw� Is lot lal erollsuppari! of 6sd'rvkluol web members only. AddlCionat tenV=ry bracing ,o Insure sfablify during comirualbn Is the recponslbMy of the erector. dd1!lltorww person bracing of the overall structure Is the responsfbiliy of the bu&Gng designer. For general gsddonce regordfng tabdcorron, q m ly control. storoge, deivery, erection and bracing, comull ANS!/ff II OuaAy Cdlesla, DSB•89 and 110511 Sunding Cemponant Safely lnionnanon ovanobte Iron inns Hale hillde. 93 D'Onofdo Drive, Madsen, M 53719. MI"fak REPLACE A MISSING STUD ON A GABLE TRUSS 0 M f l/SAC = 27 1 11/18/2004 1 PAGE 1 MiTek Industries, Inc. Western.DIvlslon 1. THIS I$ A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTEMiOIJ. THIS REPAIR DOES NOT IMPLY TI AKT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFYTHAT'NOFURTHEFt REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS:AFtE PRQRERLY APPLIED, THE TRUSS WILLBE CAPABLE OF SUPPORTING THE LOADS;�JbiG?�TEp. 2.ALA.MEIia).,-MU87.BE,F.EMRNEDTOTHEIRORIGINALPOSITIONS;BEFORE APP1.1�ING,:AEpfsIR.ANViie . IN.PLAGE WRING,APPUCATiOtd OF REPd1iR 3. THE'END:DISTANCE I=D' E;DIS A ,AND SPACING OF NAILS SHALL BE $LfGfii A5.1 O:AWUID SPLT f1NG:Ql= iIiE;Vi.OQQ. 4. WHEN "LING QR GCJSSE' - , THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO.AVOIDLOOSENjjI G QF T#iE 6614 LECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS'f0$E USED FOR 51NGLE PLY TRUSSES IN THE 2X ORIENTATION ONLY. REPLACE MISSING WEB WITH A NEW MEMBER OF THE SAME_ TO THE INSIDE FACE OF TRUSS WITH FIVE 6d NAILS(.113" X 2.0") INTO EACH MEMBER (TOTAL 10 NAILS PER GUSSET) THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED WITH (MIN) 7/16" O.S.8 OR -PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. TRUSS CRITERIA LOADING: 40-10-0.10 (MAX) LOAD DURATION FACTOR :1.15 05 SPACING: 24" O.C. (MAX) 0, TOP CHORD: ZX 4 OR 2X 6 (NO 2 MIN) PITCH: 3/12 -12J12 BEARING: CONTINUOUS wQ STUD SPACING 24" O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Pa g a#22 71 READ NOTES ON 22M AND I =V=.D AD'fBdr.IIEPErMrX P40V =-747S DsFai . asp. This design Is bused only upon parornelen shown, and Is for an individual building componenl. lscorporollon of corripdnenl b responshFdy of building designer - nol buss designer. Brocing shown only. Addlllorml lem o;* booing to irwe sioblify during construction b the sesponsTbt&y of the weral structure Is the re�ondWy of the bulid&rg de;lgntsr. For generd guidonee regardingecO:o onn¢ brodng, dpmelf ATl"llf Ovotliy Crllctla, DSS•61 and SCSIi lu11ding Component hula. SM Mnolla Drive, Modnon, W! M711. COMMON ptP. 3 1-1 FJ APR 09 2013 0 7TT7Greentisrditane�� Suite IOR Cfts Heights. CA, 9561 111r10-1-biir REPAIR A BROKEN STUD ON A GABLE TRUSS MII/SAC - 28 11/18/2D04 PAGE 1 RAiTn4 lrtetia4rtnc inn Western Divlslon 1. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED: THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS -INDICATED. . 2, ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND'HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 4. WHEN NAILING SCABS OR GUSSETS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X ORIENTATION ONLY. SCAB LUMBER SHOULD BE OF THE SAME SIZE, GRADE, AND SPECIES AS THE ORIGINAL ATTACH 2X 4X FULL HEIGHT SCAB TO THE INSIDE FACE OF TRUSS WITH TWO ROWS OF 1 Dd NAILS (.12D" MIN X 31 SPACED 6" O.C. AND A CLUSTER OF THREE NAILS INTO THE TOP AND BOTTOM CHORDS THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/ (MIN) 7/16" O.S.B.OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. TRUSS CRITERIA LOADING: 40,-10-0-1 D (MAX) DURATION FACTOR :1.15 SPACING: 24" TOP CHORD : ZX 4 OR 2X 6 (NO 2 MIN) PITCH : 3/12 -12/12 BEARING: CONTINUOUS STUD SPACING .24" O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Pa e # 23 ® WhRMNfi • ym j/y design Paremetmx and R59D NOTLS oNTRid AND IIJl'.LZIDSD 1d17:E6 hEFERENCFi RAGE AiQ 94Y8 BEAORE 116E. Dedgn va5d for use only wllh Mlfek conneelors. Th6 dedgn h based only upon paramelars shown, and'e Eor an hdr✓tdual buAding aomponenl. A deslgrt poramenlea and proper lncorporoAon of componanf k respbntlbUly of buAdir,g desgner •not Truss designer. ISrodng drown B for ialeral auppod of trsdhldual web members only AdclAlorwl lempaa;y brodng 10 lnaure sloblily duMrp coralnsclbn h the responsAsi@ly of the eraclar. Addiponal pemionent brocing of the overal ahueluve h the respansb6lY of the buAding designer. Far geru+r� guldonce regarding lo'xkallon, qua9ty conlroL aloroga, delivery, erecllon and brooing, aonsuA AKSf/tPii tduaAty Cdleria, trSg•B4 and BCSit gupoing Component Safely InbrmaAon avoHobie Uom Tnm Pble InstAvle, SICi D'Onolrlo Delve, ModBorl VJI 53714. 24" MAX COMMON COOW3 EXP. 3-31-15 APR a 9 2013 Greenbegc Lane soue . , ... ® SUGe 109 CRnes Helghls, CA, 0581 fill MITek® REPAIR TO REMOVE CENT STUD ON A GABLE TRUSS MI llSAC - 29 1 11/18/2004 j PAG E 1 MiTek Industries, tnc. Western Division 1, THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT RO.FURTHER REPAIRS ARE REQUIRED, WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS. INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING ApPUCATION OF REPAIR. 3. THE, END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID. SPLITTING OF THE WOOD. 4. LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. 5. THIS REPAIRIS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. 6, CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. * MAXIMUM STUD SPACING = 24" O.C. LUMBER TO BE CUT CLEANLY AND ACCURATELY, No PLATES ARE TO BE DISTURBED. NO REPAIR NEEDED. THE OUTSIDE FACE OF THE SEE MITEK STANDARD GABLE �END DETAILS OR WIND BRALE MUST BE SHEATHED W/CING REQU REMENT SLYWOOD. IMPORTANT This repair to be used only with trusses (spans less than 50') spaced 24".o.c. maximum, having pitches between 3/12 and 12/12, total top chord loads less than 50 Psi and maximum wind speeds of 1 D0 mph. Trusses not fitting these criteria should be examined individually. TRUSS CRITERIA LOADING: 4D-10-D-10 (MAX) DURATION FACTOR: 1.15 SPACING -. 24" MAXIMUM TOP CHORD: 2X 4 OR 2X 6 (NO 2 MIN) PITCH: 3/12 -12/12 BEARING : CONTINUOUS STUD SPACING :24" O.C. (MAX) REFE�TO IVIDUAL�LUMBER DESIGN Pa a tt 2FOR ZES AND GRADES NARfJJNG • 4erifg 8n Paramehas and READ NDT= ON == AND MUMED JU=Ji`EFERsN= PAGE AM747a DEFaRB US& gn va�d for use only with Mgek connoclars. Thk deslp k booed only vpon parameloa siwwn, and k for an IndNicluol bugdkrg companenl. aa 0'6 d design Ponamenlert and proper ficarporolbn of eomponeni k recpondbl�y of bugdk+g dedgnet -not (ruts dedpnet. IbaelnB shown r blerol suPp� of'� web membms or¢y. Addftbnai IemParary brodng toMsine tlabfBly dwitsg wnskueSlon k 1he respondhlWty of the .loi. AddAbnol pemeaheni bradnB al the overo0 olruelure k the respansib8tly of the building designer. f� generol gvldonce reg®dkig ,jr! 4�dy eonfmi storage, deflvery. erection and tsrodng, emswll AN21RPf1 Quolfty Cdiedq OS&84 and BCSn Bugding Component ,Iv intotmatlon avoNable Irani Truss Pb1e Intiitule. SH3 D'Qnolrio Dyke.lhodkoR Vil SR714. 24" MAX COMMON �R, T/ . C04:A/33 E , 3 -3 1-15 OF CA�L� APR 0 9 2013 o ; T777 GreenbadcLane Suite 1Dg (gins Heights. Ck 9561IMke REP�> Tf� OTCH 2X6 TOP M111SAC - 30 11/18/2004 PAGE 1 . CH{3RD E3iV GABLE TRUSS Wastern DIA91oh 1. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUAED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS, BEFORE APPLYING REPAIR AND HELD W PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE; AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING.OF THE WOOD. 4. LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED, 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTA nON ONLY. 6. CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. 3 112" X 1 112" NOTCH IN TOP CHORD 24" O,C. AS SHOWN , MAXIMUM STUD SPACING - 24" O.C. LUMBER TO BE CUT CLEANLY AND ACCURATELY, NO PLATES ARE TO BE DISTURBED. NO REPAIR NEEDED. co :D .o 1--- 12" 24" MAX GABLE Y 16. / 4f/41 Z MAX 11-4 THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED WI (MIN) 7116" O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. IMPORTANT This repair to be used only with trusses (spans less then 5V) spaced 24" o.c. maximum, having pitches between 3/12 and 12/12, total top Chord loads less than 50 psf and maximum wind speeds of 10D mph. Trusses not fitting these criteria should be examined individually. TRUSS CRITERIA LOADING: 40-10-0-10 (MA)O DURATION FACTOR: 1.15 S �„ SPACING: 24" MAXIMUM 'L TOP CHORD: 2X 6 (NO 2 MIN) PITCH: 3/12 -12J12 M-64M BEARING: CONTINUOUS EXP. 3.3;-1 y STUD SPACING :24" O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN r ry`DF FOR PLATE SIZES AND LUMBER GRADES Pe e # 25 APR 4 9 2013 ® WARHIXO • Pm1fg dralga paramQers and READ NCTE6 DN ?Rf5 M'D tNCL>A7SD lIIIFJ[ BEFF+R!JiCE PAQL I�F%473 ESpORB 776E. �� u SUhe log Dadgn vaf d fo use onty wllh i✓Jrek connectors Ttds design k bpsed ordy upon po amelen shovm and D b an ndlvldval buJ ng componenk. CBnrs Helghis, CA, �,pp6eakil9ly d design Poramenlers and proper Incorporollon of companenl k resparulbrliy of bu9din9 deslgnet - not Inns designer. &oe>np shown k la loferolsuppotf d 6rdrvrdual web merttms only Addllbnd te.y bracing to insure slob6ty during construction k the responsibBAty of the i en3clat. AddBlonfd perrmnenl kzodn8 0! the overo3 sliudvre's the respondbi8ly oS the buMhrg designor. fa genaiol gNdance regarding lo6etcalbn, quality tonhoL sloroge, delivery, eteaUon and txoeerg, eonsu6 At1S1/rPl) qualify Cdleda, DSB•64 and BC517 •BsAlding Gomponeni Salely irdosmaBan available Irom Snns Pule Insillule, 583 p'Ono&io Drive, Nodkort WI719. REPAIR TO NOTCH 2X4 TOP MII/SAC - 31 11/18/2D04 PAGE 1 CHORD ON A GABLE TRUSS Urralr 1ndirefrtec_ 1nr- i. THIS iS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL Wastern Division INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO - VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. - 2. ALL MEMBERS MUST BE RETURNED TO THEiR ORIGINAL POSITIONS BEFORE - APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 4. LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. 6. CONNECTOR PLATES MUST EE FULLY IMBEDDED AND UNDISTURBED. LUMBER TO BE CUT CLEANLY AND ACCURATELY. MAXIMUM STUD SPACING = 24" O.C. NO PLATES ARE TO BE DISTURBED. APPLY 2X4 NO.2 SCAB TO ONE FACE OF TOP CHORD OF TRUSS WITH CONSTRUCTION QUALITY ADHESIVE AND 1 ROW OF 1Dd (3" X 0.131") NAILS SPACED 6" O.C. 2' MAX. / COMMON SEE MiTEK STANDARD GABLE END DETAILS OR WIND BRACING)REQU REMENTSLYWDOd. IMPORTANT This repair to be used only with trusses (spans less than 50) spaced 24" o.c, maximum, having pltches between 3/12 and 12112, total top chord loads less than 50 psf and maximum wind speeds cf 100 mph. Trusses not fitting these'criteria should be examined individually. TRUSS CRITERIA LOADING: 40-10-D-10 (MukK) ~ DURATION FACTOR. 1.15r�9 SPACING: 24" MAXIMUM TOP CHORD: 2X 4 (NO 2 MIN) Q PITCH: 3112 -12112 BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) CQMA33 F-Y,P, 3-31-15 REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES page # Zfi� APR 0 9 2013 ® rq JD . 4ar(rF! 6enlgn prl+wsmtrn: andltE! D NOTES ON TiD9 AND DiCLVDBD 7@TLJC R.EF5R8NCE PAGE JW 714" PSFORE =r. SSiftift G180tib3ok Lane pg Design vofd foruae only wllh Mtfek eonsseefors, This design is hosed only upon pommefen sfwwn and k Ter an hdNidua16u9dMg tomponenl. plyetHfMD % ck 9587 AppifeabiilY or dedgn ppaaraamen) ass and ptoper lneorporotlon of wmpononi 4 responslb0ty of bulkAnB designer • mi Irvsa dedgnet. isrodn8 shown 0 b for bf esaf svpywl of indNkluai web rsrerssbea only. Addlllonol lert�arary brodng to Mstrte dab0ly during ranslrvellon h The responsib9Vty of the I eraeior. Ads911ono1 pamsanenl ixodng o4 the oven�lk druelure B the responsib�yol the bsAdhsg dedgner. For general guktance reDordlnil ` "„�r�k® ! lalzltailon gssrIDlY control slatage, deAvery, ereelFon and bsocing eotaurl ANSIJfPn Quollty Crllefls¢ OSB•69 and BC515 6uHdInB Compons nE m' Salufy lydurmallon ow�bk Irom Sruss Pbie, h;lllul e, SIS3 D'OnoUio Dthre, Madison WI 53719, S"rAN"DARD REPAIR D5�',�.iL ` 5% �711411i153-A" 21e�t 5/3/2004 :K L yy ' J. '1 Try m �hkr` �ti' � 'J I R S C046433 DCP. OF APR 09 2013 MiTek Industries, Inc. Westem Division OTAL NUMBER O ; MAXIMUM FORCE (ibs) 25% LOAD DURATION-11 4+ I NAILS tACH slut OFBREAK` x ; SYP l i DF ! SPF I HF r 1 I INCHES I 2x4 26 � t 2X4 2X4 2X6 T—i 2X6 2x4 I iT2ffi T2X4 _! 2x6 I rJ 14 f 21 24" I 2240 3360 2065 i 3097 1750 ( 2625 1 1785 I 2677 18 27 30" 1 2880 4320 2655 3982 I 2250 ; 3375 1 2295 1 -�!- 3442 + 22 33d 36" 3520 5280 1 3245 4867 _1 2750 44125 2805 j 4207 26 39 ! .42" 4160 6240 3835 i 5752 1 3250 4875 3315 4972 ; 1 3750 5625 3825 5737 30 45 I 48' 4800 7200 i 4425 6637 I I ; DIVIDE EQUALLY FRONT AND BACK ATTACH 2x_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS (CENTER ON BREAK OR SPLICE) WICONSTRUCTION QUALITY ADHESIVE AND 10d NAILS (TWO ROWS FOR 2x4, THREE ROWS FOR 2x6) SPACED 6"oc STAGGERED AS SHOWN.(.148"dia. x 3") THE LENGTH OF THE BREAK (C) SHALL NOT EY,C€ED 12". (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS; L=(2)X+C BREAK I Od NAILS NEAR SIDE +lod NAILS FAR SIDE a: e#17 2� 6" MIN TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6" FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE) DO NOT USE REPAIR FOR JOINT SPLICES NOTES: T. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REPAAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED, WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS (BEFORE APPLING REPAIR AND HELD IN PLACE DUPING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2.1- ORIENTATION ONLY. 6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. WARNLMC Ncril d-.ion pv. .rn.1.4cm and ItFAD ttorrs oN rfus AND OCIIUW !! MITER IX' !r..Rr.NCE ph CE M1, 7<73 KJl=R.? USE. 7777 Gmdnbu.4 Lane " '''' ® r 0%agn .ofid for use only with IXfek coruseelors. This des-r7n is based onh, upon poramelers shown, and is for on indi.iduol busm ding eoponenl, ( Soile toe Atappkaty of design pwamenlert and f°opyr ex-wposolion of camponenl h taspan0b%ly s� building ocs;Ipler - nol 41rs deiignw. Uodng shown Ciuvs Heights, CA. 4561 ' is lo' line+al supporl of inden 4iduul web meniboNy. Addiganol iempcx!uy kn'acing Io insure SlotAly during r.'argkyciion is the reiponsibMily C� the i 3 e."':clot. AAdilianol pemsonenl Lvacing of the o+era6 slruc).e b in. r.spons+bllly of (he b.Wng designer. for genetol quidonca regarding 1 a76'c'lion. quoltly cordrp, tie,age. deGven'. e. eClion !Mri broc4.9, earisult • NSIA PI l nuaTl'ry C leria. DS6-64 and LC 51 t Bufldirrd Camponont W.I.1 Infcmw6on—aAo;vte from bass Plole 110'hrte. 5e3 U'i7nofei N"r+sa Sson, ail i3119, � ' F-FAL�P- B6TTOM CHARD FILLER DETAIL MI.11SAC v I 3/10f2004 PAGE 1 ALT. TRUSS BOTTOM CHORD BRACED PER MAIN TRUSS ENGINEERING BRACING SPECIFICATION FILLER BOTTOM CHORD 2X4 NO2 OR BETTER LUI FILLER BC MAY BE SPLICED WITH 3x4 M20 PLATES OR WITH 2X4 NO2 2`-D" LCNG 48" SCAB, CENTERED ABOUT THE SPLICE, NAILED TO ONE FACE W!(.131"X3.0" MIN) NAILS @ 4" O.C., 2 ROWS. mfTe'K innustries, Inc. Westem D)vIston MAX 3-0-0 EXTENSION 4X4 M20 PLATES CrM OR ALTERNATE CONNECT W12-1Dd COMMONS (TYP) FILLER VER"I 1CAL STUD : . 2X4 STD OR BETTER LUMBER NOTES: 1) FOR LUMBER SIZE AND GRADE, AND FOR PLATES TYPE AND SIZE AT EACH JOINT REFER TO MAIN TRUSS ENGINEERING DESIGN. 2) LOADING: FOR TOP CHORD SEE MAIN TRUSS ENGINEERING DESIGN. BOTTOM CHORD LOADS: LIVE = 0 PSF; DEAD: =10 PSF 3) TRUSS SPACING = 24" O.C. MAX 4) MAX BOTTOM CHORD PITCH = 4112 5) FILLER MEMBERS ARE NON STRUCTURAL PART OF THE MAIN TRUSS; THEREFORE THEY MAY BE FIELD ADJUSTED TO FIT CONDITIONS, PROVIDED THAT STUD SPACING, CONNECTION AND EXTENSION REQUIREMENTS ARE AS SPECIFIED. ADJUS MAY INCLUDE ADDITION OR REMOVAL OF FILLER MEMBERS. _ Pa e # 28 APR a 9 2013 '� w,swaaro • veKfu dmRgnpeuvmelars and emn n NDTES os1 TlDS ANF INCLrtAED I3I7�8 xafsissHea FaaE 197 7v�a asFons vsE. De�pr, vatd !or use ordy w6h NBfek eonneelms ihh design b faosed ony upon pwameters shown, and k 1or an Mdlvidual budding campenent. Apy�cOblCly of dedpnpaornentes and properh�carpora5onoi mrnponenl k respondbIDiyai buddlnB dedgner- nol lruu dedgnet. Srocln8 drown § lor.ptera! wpparl of h�fividwi web mambos o+dyAddlHond famporery brodng la hwxe sioWHy dwln8 �kucifon k the sespotsslbllBfy d the eretiar. Ad l Permanent bradng of the ovemd sfrudure k the responcffiIDIy of the budding des�ner. For genettsl giRdonee regarding IabricaElor4 qually �nlrol, sioroge, deNary, erecgan and Fxodng, connN ANSfJiPl1 Ouadly Cfied¢ OSE•89 and BCtn Budding Cemponsml Sainly 4niam+allen avadabia korn Truss Plate hafllut4 `� COnoiio odve, AAadhon, WI 53719. C4464i3 EXP. 3-31-15 OF GreenbadcLons IDD Heighto, CA, 8591 �t!"feic® OVERHANG R5MOVAL DETAIL MII/SAC - 5C 12/6/2005 PAGE 1 _ 0.NlTnb indetrtne lnn TRUSS CRITI=RIA: LOADING: 25-1 B-0-10 (MAX) DURATION FACTOR: 1.15/ 1.25 SPACING: 24" O.C. TOP CHORD: 2x4,OR 2x6 HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END BEARING CONDITION Trusses not fitting these criteria should be examined individually. NOTES: 1, THIS DETAIL IS FOR REMOVING OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. 2. NO LUMBER DAMAGE OR DEFECTS SHAH GO BEYOND REMOVAL LINE. NO CONNECTOR PLATE DAMAGE ALLOWED 12 2-12 W r-h-* D' Ms' loft APR 0 9 2013 WAP-AZ i • V1914b deelg" prrrmnoe., wld Aw NOSES ON 7'lllS UM INOI.=D AU=j mmfirS PROS xu7 "" samn USX rSOO t r r tarewroeca amelen chowN ondb Ior onhrcllvlduaibU&9np oamponent. atru Hal An vcBd � ty vAlh Lek eonnadon. 09 Thk dedpn k bared only vprn pa . tlhus elpbtc, CA, rSeebHa fN porortren>ers and proper 6�corpatolion o! componanl it respon�tAly a1 titAltlJ�p detignet- nol true dedpner. 8raeing shown i lolar tlrpporY o! dMdu� web memben only. Add�onal3ergnorary brodnp fo inslue sVablpM durl_M ��rVcUon � the resiaansW.IWy at the :ios. gdrBltanal permonanl broil of the ovemU OeucFure 4 the recp �'�� the bvlldYrp dea��r. For generd BvidaYr+=e rapradtn8 icallon. o�y control clorage, d erection and brodna corlw9 AN Ovd•By CrBer{a, o56�SY and BCSq HuildNrp Component ,w In1 �Ilon ovaAob� kom tons pbie lnrlllvle, 589 t)'Onoblo Drive, µodhan, WI 53I1 ?. SCAB APPLIED OVERHANGS MIIISAC - 5 3/2542004 PAGE 1 MIFeR.Industries, Inc, © Western DIvisfan i TRUSS CRITERIA: LOADING: 40-14-0-10 DURATION FACTOR: 1.15 SPACING: 24" O.C. TOP CHORD: 2x4 OR 26 HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END BEARING. CONDITION Trusses not fitting these criteria should be examined individually. NOTES: 1. THIS DETAIL IS FOR TRUSSES BUILT WITHOUT AN OVERHANG, THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEER BROKEN OFF. 2, ATTACH 2x SCAB SAME LUMBER SIZE AND GRADE AS TOP CHORD TO ONE FACE OF TRUSS WITH TWO ROWS OF (0.131"X3") WAILS SPACED Q 6" O.C. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 12 2-12 [7' 2x SCAB (L) (2.0 x L) full 24'°MAX24" MIN 3 REFER TO INDIVIDUAL TRUSS DESIGN ;� G#,� FOR PLATE SIZES AND ES OF M�k6 APR 4 g 2013 ® WARNM • 9ur M dmIgn parametorm and READ NOTES ON TMS AND IN=VDED Aff=RE£EREI'=S PAGE AW 7Q M DEMM DO. 77T1 Dreenb3dc lane - sa d DeslBn va4d for use only wfh AMek tonneclos lhh design Is based only upan po ametsys shown, and b for w hrd vlduol btiBdtng companant. Sung lopAPPyyor design poramanlen and proper ineorprnoUon d wmpononi h raspwnlbiply of bWkilnO desl�ns- nol Inns dedgns�t, tkodnp shown ConkHe>ehts, C0. 4591 b (alolsucEsupparl of indiyldual vrob membon only. Addgbndlemponsry bracing to Inoue flabC!}y dudng eenclroelbn b Ihelesponsl6�ly al the ' erector. Add114ona1 pcmrsaneni brodng o11he ovem2 shuciure k the respor�f0y al ifie bvik'ksg dedgner, Far genardl9sAdonco regard4rg �alukollo � fly Wnfr�ata�ro8& da emery, eredlon� ��I�H� �A�n �i �7talQify Cflforia, OS8•B4 end BCSn BulYdtng Component ij A'a"1°��f� PIGGYBACK TRUSS CONNECTION I dill/SAC - 2C I II/Di/2004 IPAGE 1 _�-•-- _-tali r Iz s 2 x r x V-0" SIZE TO MATCH TOPCH,ORD OF PIGGY13ACK ATTACHED TO EACH SIDE OF TOP CHORD WITH (.148 7G3.0" MIN) NAILS AT B" O.C. STAGGERED 2 ROWS, WARIi M • Va/ j V Industrias, Inc. -n Dhftlon PIGGYBACK TRUSS SPACE 2X4 PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE CHORD.DF THE BASE TRUSS (SPACING NOT TO EXCEED 48" O.C,), A, 4 B" xE" x IW PLYWOOD (or 16l32.OSBy GUSSET EACH SIDE 0 41" O.C. MAX. \ ATTACH WITH 2 - (.14rX&Cr MIN) NAILS INTO EACH CHORD FROM EACH SIDE BASE TRUSS NOTE: CONNECTION DETAIL DESIGNED FOR GRAVITY LOAD.ONL IP 3115 NOT CHECKED FOR ANY WIND LOAD OR LATERAL LOADS. PLEASE CONSULT WITH TRUSS ENGINEER OR QUALIFIED ` �tgOFC BUILDING DESIGNER FOR CONNECTION DETAIL TO TRANSFER LATERAL LOADS APR 0 9 2013 " Page # 3 design Pmmnetars and XW NOTES ON =0 AND RBM MCS PACE im,7472 swonz Us= TM Greenback Lane y wllh )9fek eormeclars Thb design b hosed o* upon pwww$srs.showm and b for on Inailddkwl Wltfir g compoaenl. Suke tOB pmoreat isn-ood proper ineorporalhc� al rarnpanenF IgTesp-dbl4y of bMft desIgnm • not bua dedgno. 8rocing dkown C� lielghts, � gS87 Indh9dua! web rtw — ardy AddMmW lemporary bracing to Inmra sloblil during eandruation k the nasperidb�y or Ihs mrament ixacing dI thswaroll alrucikae h.lhe o! the bk KM diA". For general guidance regan9ing �bo1 zlorage ds Avery. saeclbn and kaacl�g, oar+suU ANSIJiP13 LiuoAly cift o.' DS&84 and SM11 Mdtng CamPonanl pr-mll STANDARD PIGGYBACK TRUSS CONNECTION DETAIL Mil/SAC - 28 4 PAGE 1 OF1 (MAY BE U.SE0 FOR BRAG TRUSSES)]0121 - GENERAL NOTES' R S. 9 - 1. UPLIFT AND LATERAL LOAD CAPACITY OF THIS DETAIL SHALL BE REVdEWED APID ` APPROVED BY PROJECT ENGINEER OR QUALIFIED BUILDING DESIGNER. -311 2. PITGH=I'2M 2 MAX A P R O 9 201 ` P' 3 `� i "� ' 3. MAX CAP TRUSS SPAN = 20'-D" 4..Iii MMUM SHEAR CAPACITY OR LATERAL LOAD TRANSFER BETWEEN PIGGBACK AND BASE TRUSS=160 PLFOPCAi4�" MAXIMUM UPLIFT SCAB TYPICAL PIGGYBACK' TRUSS CONNECTION CAPACITY USING (10) (MAY BE USED FOR DRAG TRUSSES) 1Dd (0,131" X 31 NAILS: 2 x_ x V-o" SIZE TO MATCH � SYP = i DBD LBS TOP CHORD OF PIGGYBACK / i B" x 8 112" x 112" PLYWOOD (or 711G" OSS) SPF = 82D LBS ATTACHED TO ONE FACE OF TOP f GUSSET EACH SIDE AT EACH, BASE TRUSS DF = 970 LBS CHORD WrM 2 ROWS OF 10d (0.131" X 3' J " HF = 840 LBS NAILS SPACED 6" O.C. AND STAG FRED JOINT OR MAX. 24 Q.C. ATTACH WITH i SPF-S = 720 LBS � 2 -1Dd NAILS INTO EACH CHORD FROM EACH SIDE (TOTAL-4 NAILS EACH CHORD) MAXIMUM UPLIFT PURLIN CAPACITY USING (2) 16d ATTACH PIGGYBACK TRUSS (0-131" X 3.5") NAILS: A z 16d NAILS OENAILE�. SYP = 117 LBS Ll SPF = 60 LBS DF = 92 LBS HF - 63 LBS SPF-S = 41 LBS BAS TRUSS \� MAXIMUM UPLIFT SHEATHING \ \\ \ CAPACITY USING 1/2" SHEATHING AND (2)'Bd (D:i31"X 2.5") NAILS: SPACE PURLINS ACCORDING TO THE MAXIMUM ATTACH EACH PURLIN TO TOP SPACING ON THE TOP 014DRP OF THE BASE CHORD OF BASE TRUSS WITH SYP = 82 LBS TRUSS. (SPACING NOT TO'EXCEED 24" O.C.). 2 -16d NAILS. SPF = 42 LBS A PUitLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. * DF = 64 LBS FOR PIGGYBACK TRUSSES WITH SPANS c IT SCAB MAY BE OMMrfED PROVIDED THAT: HF = 44 LBS ROOF SHEATHING TO BE CONTINUOUS OVER JOINT SPF-S = 28 LBS (SHEATHING TO OVERLAP MINIMUM 12" OVER JOINT) �c CAP CONNECTION IS MADE TO RESISTIJPLIFT. SEE MAXIMUM CONNECTION CAPACITIES AND COMPARE WITH ENGINEERING DRAWING VALUES SHOWN ARE BASED ON CONNECTION CAPACITIES FOR SCABS, PURLINS, AND SHEATHING MAY BE COMBINED WHEN LOAD DURATION OF 1.00 DETERMINING OVERALL UPLIFT CAPACITY. 1F NO GAP EXISTS.BETWEEN CAP TRUSS AND BASE TRUSS (MAY BE USED FOR DRAG TRUSSES) * 2x_xs'-0"S¢ETOMAT0H MAXIMUM UPLIFT GUSSET Top CHORD OF PIGGYBACK. CAPACITY USING 7116" GUSSETS ATTACHED To EACH FACE OF TOP AND 4 1 Dd D.131 " X 3" NAILS: CHORD WITH 2 ROWS OF i Od (0.131" X 3") () ( ) NAILS SPACED S" O.C. AND STAGGERED SYP = 300 LBS REPLACE TOE NAILING OF CAP TRUSS TO PURLINS WITH GUSSETS SPF = 276 LBS AS SHOWN, AND APPLY PURLIJS TO LOWER EDGE. OF BASE DF = 294 LBS TRUSS TOP CHORD AT RECOMENDED SPACING SHOWN ABOVE. HF = 276 LBS = 6�A 8" z 8112" x 112" PLYWOOD (or 7116" OSB) SPF-S 258 LBS GUSSET EACH SIDE AT EACH BASE TRUSS JOINT OR MAX 24" O.C. ATTACH WITH 2 -10d NAILS INTO EACH CHORD FROM EACH SIDE (TOTAL - 4 NAILS EACH CHORD) 2x4 PURLINS @ 24" O.C. ATTACHED W12-10 D NAILS ! VALUES SHOWN ARE BASED ON LOAD DURATION OF 1.00 WAXMM. 7ergp.dcetga pwwaciara and AFM D NOM ON ZW AM iAR. mtm mr= JtEFSDmom PAcm im74n mnmm vers. 7M Grawftdk Lane Design void lar uu any wllh wak =nnecion, rhh dedgn h bused only upon porarmlen shown, and h loran individual buWhg component. Ssdte App5eobliy or dedgn parorrenlers and propw In=pora4on of component Is napor�bl�ly or bulldhrg dedgner - not Ines designer. Broaing shown CWrva Ft�gh�' Q56i h la Weral support otindividuolweb members W*- Addilkmcd lemparory bracing to irswe dabkHy during eanstrsralion Is the responstbMy of the areolor. Additnd permonerd Woebrg of the ovemil slruolere h the respamblilly al the buldhg dedgner. Far ger+arol guldonee regarding tandeaDon, q-lly aoniroL slorvga, detNery, �eeflon and frodng, wnw8 ANSI/fPi1 Gua91y Qllesi4 DSB-B4 and Ml Bulldfng Campenenl ■.��°� SateN ksformatbn ovaikrble hamtnus Plate hsl8ule, S63 UDnohb D&a, Modhon, w15d m liPl11 6 STANDARD PIGGYBACK MlI/SAC _ 2 TRUSS CONNECTION DETAIL 04 PAGE � OF 2 cwtt •k :® ��~ ER S, r�' JnQvloa Inc. © GENERAL MOTES: i �� G��, 1. UPLIFT AND LATERAL LOAD CAPACITY OF , THIS DEML SHALL BE REVIEWED AND 3 APPROi1�D BY PROJECT ENOWEER OR Ci3��• QUA.LIE4 BUILDING DESIGNER. � DIP. 31. z. PITCH= 'll2 MAX APR 0 9 2013 �- 3. MAX SPAN — 3Q -D,� ,s} z:IVIE. 4. M IM�IM SHEAR CAPACITY OR LATERAL'LOAD OF CALL TRANSFER BETWEEN PIGGBACK AND BASE TRUSS=120 PLF MAXIMUM UPLIFT SCAB TYPICAL PIGGYBACK TRUSS CONNECTION CAPACITY USING (illo) 2 x _ x r-0" SIZE TO MATCH TOP CHORD OF PIGGYBACK. SYP = 1080 LBS ATTACHED TO ONE FACE OF TOP SPF = 820 LBS CHORD WITH 2 ROWS OF 10d (0.131" X 31 / pF = 970 LBS NAILS SPACED V O.C. AND STAGGERED ! HF = 840 LBS SPF-S = 720.LBS ATTACH PIGGYSACKTRUSS MAXIMUM UPLIFT PURLIN ' TO EACH PURLIN WITH CAPACITY USING (2)18d 2 -18d NAILS T{1ENAILED. (0.131" X 34") NAILS: BAS TRUSS SPACEiJRLINS'ACCDRDIPIG TOTHE:MAXIMLdM ATTACH EACH PURLIN TO TOP Sf?ADlNG. ONZIiE TOP CH�R4 OF Tfii: BABE CHORD OF BASE TRUSS WITH T TRUSS (SPACING NOT TO ZOED 24" D.C.), 2 - lad NAILS. A PURLIN TO SE LOCATED AT EACH BASE TRUSS JOINT, do FOR PIGGY BACK TRUSSES. WITH SPANS c 12' SW MAYBE ON!MITED.PROVIDED THAT: ROOF SHEATHING.TO BE. CONTINW- UB.OVER JOINT (SHEATHING TO OVERLAP MINIMUM 12- OVER JOINT) �c CAP CONNECTION IS MADE TO RESIST UPLIFT. SEE MAXIMUM CONNECTION CAPACITIES AND COMPARE WITH ENGINEERING DRAWING CONNECTION CAPACITIES FOR SCABS, PURLINS, AND SHEATHING MAY BE COMBINED WHEN DETERMINING OVERALL UPLIFT CAPACITY. IF NO GAP EXISTS BETWEEN CAP TRUSS AND BASE TRUSS: REPLACE TOE NAILING OF CAP TRUSS TO PURLINS WITH GUSSETS AS SHOWN, AND APPLY PURLINS TO LOWER EDGE OF BASE TRUSS TOP CHORD AT RECOMENDW SPACING SHOWN ABOVE. ak 8" x 8" x 112" PLYWOOD (or 7I16" OSB) GUSSET EACH SIDE AT EACH BASS TRUSS JOINT. ATTACK WITH I - I Od NAILS INTO EACH CHORD FROM EACH SIDE (TOTAL - 4 NAIIS EACH CHORD) 2x4 PURLINS aQ 24" O.C. ATTACHED W12-10 D NAILS WARRVa- PsrVv design js rnmvftm nnt=3) w07$s V= bn vaEd for use. oiily x91h MiSek connedwa This deign b :spied aniy upon p=rnWM sh:!ym_and Is ha an bavldual bs�U q sxmpone SYP = 117 LBS SPF - SO LBS OF = 92 LBS HF = 63 LBS SPF-S = 41 LBS MAXIMUM UPLIFT SHEATHING CAPACITY USING 1/2" SHEATHING AND (2) 80 (D.131" X 2.5") NAILS: SYP = 82 LBS SPF = 42 LBS OF = 84 LBS HF = 44 LBS SPF-S = 26 LBS VALUES SHOWN ARE BASED ON LOAD .DURATION OF 1.00 MAXIMUM UPLIFT GUSSET CAPACITY USING 7118" GUSSETS AND (4)10d (0.131"X T" NAILS: SYP = 3DO LBS SPF = 276 LBS DF = 294 LBS HF = 276 LBS SPF-S = 258 LBS VALUES SHOWN ARE BASED ON LOAD DURATION OF 1.00 e # 3 CA, STANDARD PIGGYBACK TR.-gS CONNECTION DETAIL M11lgAC - 2 4/30/2044 JPAGE 2 OF 2 Miiak Industries, Ina. Westerh Dh4slon A p R 0 9" 24l 3 a cis FOR LARGE CONCENTRATED LOADS APPLIED � TO CAP TRUSS REQUIRING A VERTICAL WEB: �,�� OF � IM UM UPLIFT SCAB i p,1. AC ITY USING (16) 1 Dd (0,131" X T) NAILS: VERTICAL WEB TO 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS SYP = 1060 LBS SPF = B20 LBS EXTEND THRbUGH MUST MATCH IN SIZE, GRADE, AND MUST LINE UP DF = 970 LBS BoTTOM CHORD OF PIGGYBACK AS SHOWN IN DETAIL. 2) VERTICAL WEBS 01= PIGGYBACK MUST RUN THROUGH HF = LBS BOTTOWCHOliI3 SO THAT THERE.18 FULL WOOD. 740 LBS TO WOOD CONTACT BETWEEN WEB OF PIGGYBACK AND THE TOP CHORD OF THE BASE TRUSS. 3) CONCENTRATED LOAD MUST BE APPLIED TO ]BOTH THE PIGGYBACK AND THE BASE TRUSS. 4) ATTACH 2 x` x 6'-T SCAB TO EACH'FACE OF TRLISS�ASSE-Wi§.Y WITH.2 ROWS OF 1Od NAILS (0.13VXT) AT 6" O.C; STAGOWD. (,SIZE AND GRADE TO MATCH "El2TIC4! WE8>>"OF PIGGYBACK AND BASE TRUSS.) 5) THIS GONNECTION 15"ONLY VALID FOR A MAXIMUM CO)4CENTRATF� LOAD OF 370D LB5 (@1.15), REVIEW BY A QUALIFIED'ENGINEFU? IS REQUIRED FOR LOADS VALUES, SHOWN ARE BASED ON GREATER THAN 370D LBS. "LOAD DURATION OF 1.0 PIGGYBACK TRUSS CONNECTION.FOR SPANS LESS THAN 10'-011 MAXIMUM UPLIFT SCAB CAPACITY USING-(4) 10d (0.131" X 3") NAILS: I 2 x _ x 4'4r SIZE TO MATCH TOP CHORD OF PIGGYBACK �� ATTACHED TO ONE FACE OF TOP .�"` SYP = 424 LBS CHORD WITH 2 ROWS OF 104 (D,131" X 3") SPF = 328 LBS NAILS SPACED 5" O.G. AND "STAGGERED �� DF = 3BB. LBS HF = 3$6 LBS \ �t A ACH PIGGYBACKTRR\USS SPF-S = 29B LBS TO,6d CHPURAILSOENAIL DE LIN WIN MAXIMUM UPUFT PURUN CAPACITY USING (2) 1U \ i 1xe 10.131" X 3.6") NAILS: SYP = 117 LBS SPF = 60 LBS f DF = 82 LBS HF - 63 LBS % S \ BATRUSS SPF-S = 41 LBS SPACE FURLINS ACCORDING TO THE MAXIMUM ATTACH EACH PURUN TO TO SPACING ON THE TOP CHORD OF THE BASE CHORD OF BASE TRUSS BA TRUSS (SPACING NOT TO EXCEED 24" D.C.). 2 - NAILS. A PURUN TO BE LOCATED AT EACH BASE TRUSS JOINT. CAP CDNNECTION IS MADE TO RESIST UPLIFT. SEE MAXIMUM CONNECTION CAPACITIES AND COMPARE WITH ENGINEERING DRAWING VALUES SHOWN ARE BASED ON CONNECTION CAPACITIES FOR SCABS, PURLINS, AND SHEATHING MAY BE COMBINED WHEN LOAD DURATION OF 1.00 DETERMINING OVERALL UPLIFT CAPACITY. Pa a#3 L WAR7Jmr-ruo dmign perm c— and— Noma DN Z'JaS AND INCLUDED W=- MDFJ9 WW PAQV MU"74n AMR0 UM 777? Greenback Lena _ .Q,®® ta"" voBd for see ony wHh MRek connectors This destSn k timed only upon pnromalert dxnvn, and @ Itir on Indivkrua{ butlding camponanl. CUM 1 DB ipal eabt v of ded9n Poramenlen and gaper inewposoNon o(componanl B re o! bu8 B Brocg,B shov„ "aG Ha Is, s,!W ID1arD iU pnrt of B�SAduolwa6 mamben.enly. AddlRor�i{s �� dtn6 designer-naS ltun desi 1ph cA, 8581 pp rnparory bracksp lalnsssm slolellUy during eonslrvcl{on 4 Hse rnspansib�ly of the �aelar. Addli{orsal parmonenl bracing of the avitr6)I tlrvcltsre k the reFponslbioiyyofIne buNding des@inet. fa generd BtAdohce repmdinp ohrlcailon quotpy contra}, s{aroge, da6very, meolbn s>isd lxadrsg, sxntu� AN51/fPtl risn�y Crl{"rfa, DSB•B4 and Bcslt Burid{n8 Companeni >abty Wam,arion cvolbble born buts Plate Inslritde, 5B9 D'Onoltio Odve, AAodscon, HR S3TI". I'Take Building Materials and Construction Services 45491 Golf Center Parkway, Indio, CA 92203 Telephone: (760) 347-3332 Fax: (760) 347-0202 JUL 19 2013 CITY OF LA QUINTA COMMUNr f DEVELOPMENT 109 cl-TY OF LA QUI PA T. gUlLns1G & SA P ORI EDON FOR C RN C DATE *12-h Legacy Home / 247 — AY,& La Quinta 07/03/2013 42-00-00 18-00-00 1.9-04 00 i -*WWI `LAY%J%.dL (D- Hgus26.2 (x01) Q- Mw26-2 (x06) ©- Hus26 "6) 0 - 1,.26 (05) OE - Tfd.26 (x13) & Mdmi-2 (x00) 320- 2x4 Srd Blk; 800/809 @4112 (x14) 610r02 @4/12 (x10) Q N M L C fts N A E N L M Cn 'a Z a) A. a L .ai r d N (� V N F- 0 U M ti o ) O CVi p o Z Z m This is a truss placement diagram only. These trusses are designed as individual building components to be incorporated into the building design at the specification of the building designer. See individual design sheets for each truss design identified on the placement drawing. e building designer is responsible for temporary and permanent bracing of the roof and floor system and for the overall structure. The design of the truss support structure including headers, beams, walls, and columns is the responsibility f the building designer. For general guidance regarding bracing, consult "Bracing of Wood Trusses" available from the Truss Plate Institute: r3 D'Onifrio Drive dison, WI 53179 MM MI 0 MiTek' Re: 2471 A MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by BMC-Indio, CA. Pages or sheets covered by this seal: R40054702 thru R40054758 My license renewal date for the state of California is December 31, 2013. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. Q?,pF ESS/pN� SOO �N 0� c L v C 074486 c r- * EXR 12-31-13 sT�TF r l July 10,2013 Ong, Choo Soon The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. Job Truss Truss Type Ply �Qty R40054702 2471_A C1A DIAGONAL HIP GIRDER 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:DB:56 2013 Page 1 ID:OLD2Ugh6zrYYVZrO50v1 sXzPQke-vegb?xOBIfAKuZfAaWhjgGcS4M5Cfgg8BMhH5LyzjTj -1-5-0 2-9-10 5-1-11 7-8-8 11-3-0 1-5-0 2-9.10 2-4-1 2-6.13 31 Scale = 1:21.3 2x4 II 6xB = 3x10 = Special Special Special 7 4x6 = Special i 2-9-10 i 5-1-11 7.6.11 i 11-3-0 _ LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) -0.14 10-11 >950 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.81 Vert(TL) -0.21 10-11 >615 240 BCLL 0.0 Rep Stress Incr NO WB 0.80 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Wind(LL) 0.02 10 >999 240 Weight: 49 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.18Btr G BOT CHORD 2x4 DF No.t&Btr G WEBS 2x4 OF Stud G REACTIONS (lb/size) 6=127/Mechanical, 2=688/0-7-6 (min. 0-1-8), 8=575/Mechanical Max Horz 2=82(LC 3) Max Uplift6=-19(LC 3), 2=-12(LC 3) Max Grav6=127(LC 1), 2=1384(LC 12), 8=1335(LC 11) BRACING TOP CHORD Structural wood sheathing directly applied or 3-1-2 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer II]slallaligg nuide. FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3973/0, 3-4=-3462/0, 4-12=-2298/0, 5-12=-2289/0 BOT CHORD 2-14=0/3802, 11-14=0/3802, 11-15=0/3802, 10-15=0/3802, 10-16=0/3375, 16-17=0/3375, 9-17=013375. 9-18=0/2230, 18-19=0/2230, 8-19=0/2230 IEBS 3-11=-20/602, 4-9=-1402/0, 5-9=0/1454, 5-8=-2501/0, 4-10=01811, 3-10=-690/25 CITES 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 2. 9) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe-rrails. For more details refer to MiTek's ST-TOENAIL Detail. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 249 lb down and 2 lb up at 2-9-8, 249 lb down and 2 Ib up at 2-9-8, 267 lb down at 5-7-7, 267 lb down at 5-7-7, and 280 lb down at 8-5-6, and 280 lb down at 8-5-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back_(B). LOAD CASE(S) ,Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Continued on Dade 2 4 ,OFESS/pN �4ti 0� SOON o!� ti LU C 074486 M * E . 12-31-13 ST9r �� OF C, II av in g(N 3 ff_�MW - VerifB dmirpn paramefrrs and READ A2? W ON 7711 S AND itdiLS3t3Ef3 Mi iR4 PZFERVKE PSO f -7473 BiTORV LASE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the /� T erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Bye' gek fabrication, quality control, storage delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Informalion available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Ifsouthen, p ne(SF}lumber it sta�sfed'., tile de119n>valu*5 are those eYa. Clve 06108f2<31.3 bvA2SC Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply �J.ReferenceiOiational)b R40054702 2471 A C1A DIAGONAL HIP GIRDER 1 1 —zu s may iv Luis mi i ex inausmes, inc. i ue dui uv i u:ub:b6 zui3 Page z ID: OLD2Ugh6zrYYVZrO5Ovl sXzPQke-vegb?xOBIfAKuZfAa WhjgGcS4M5CfggBBMhH5LyzjTj LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-6=-68, 2-7=-20 Concentrated Loads (lb) Vert: 3=48(F=24, B=24) 11=2(F=1, B=1) 12=-84(F=-42, B=42) 13=-166(F=-83, B=-83) 16=-34(F=-17, B=-17) 18=-77(F=-39, B=-39) i%WARKNG - Ver ifg denxg^e paranw fem and READ NOT M ON YNIS AND ?AT,F,(!iiED AUTE i tPZFERL44U PACE 161-747d SET-01M fulF Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability, of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding Mire fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. if Sautfrern Dine tSPI lvmbel is �Ffiied,: ttie design vafUZs are thaw eft-bve 06101120Y:3 bIf ALSO Citrus Heights, CA. 95610 Job Truss Truss Type Qty Ply R40054703 2471_A C1 B Diagonal Hip Girder 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:06:57 2013 Page 1 ID:OLD2Ugh6vW VZrO5Ovl sXzPQke-NrEzDHPpWzIAV ENBECyNUBfJmU80PHH000reoyzjTi 2-1-9 6.4-5 2-1-9 4-2-12 3x4 =12 13 7 14 15 6 3 Special 3x4 = Special 8 3x4 = 5 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deg Ud TCLL 20.0 Plates Increase 1.25 TC 0.22 Vert(LL) -0.08 6-7 >954 480 TCDL 14.0 Lumber Increase 1.25 BC 0.64 Vert(TL) 0.10 6 7 >693 240 BCLL 0.0 Rep Stress Incr NO WB 0.27 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.00 7 >999 240 LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G REACTIONS (lb/size) 4=135/Mechanical, 6=205/Mechanical, 8=386/Mechanical Max Horz 8=38(LC 3) Max Up1ift4=-21(LC 3) Max Grant 4=135(LC 1), 6=540(LC 10), 8=830(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-670/0, 3-10=-655/0 BOT CHORD 7-14=-12/649, 14-15=-12/649, 6-15=-12/649 WEBS 3-7=-136/256, 3-6=-702/13, 2-8=-607/0, 2-7=0/781 Scale = 1:18.8 PLATES GRIP MT20 220/195 Weight: 30 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Mi rek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. IOTES Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed.; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 267 lb down at 0-8-12, and 280 lb down at 3-6-11 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASES) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-28, 2-4=-68, 5-9=-20 Concentrated Loads (Ib) Vert: 1 0=-42(B) 11=-83(B) 12=-17(B) 14=-39(B) :sooty a�F� C 074486 * E . 12-31-13 July 10,2013 67AWING - Verlgi/ design ,param&tn s =d PMD N4nW ON IRIS AND IRTbUDED I TVK REFEREWS PACE 1if1-747J .F3Fa"`L RE IfSE: Wit Design valid for use only with MOek connectors. This design is based only upon parameters shown, andis for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown b for lateral support of individual web members only. Additional temporary brocing to insure stability durng constrvctionis the responsibillity of the �, erector. Additional permanent bracing of the overall structure is the responsibility of the buildng designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quallly CrIferia, DSB-89 and BCSI BuBding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. PfSa"--m PinetSPJ lumberitspeaYFed-the Gzcign-aah.F arethase ef$:01 tive OWI/23 byA 5C CiWs Heights, CA, 95610 Job Truss Truss Type Qty Ply R40054704 2477 A C1C Diagonal Hip Girder 1 1 Job Reference optional) amc, mmo, cA - azzua - 7.420 s May 10 2013 Mrrek Industries, Inc. Tue Jul 09 18:06:57 2013 Page 1 ID:OLD2Ugh6zrYYVZrO5Ovl sXzPQke-NrEzDHPpWzIAVjEN8ECyNU8h_mYZOQIHQOQreoyzjTi 1- 3-2-9 6-5-1 3-1-1 3-2-9 Scale = 1:20.3 3x6 11 - 2.4 II 11 12 6 13 14 5 7 Special 3x4 = Special 16 = 4 0. 3-1-1 3-2-9 LOADING (psf) SPACING 2-0-0 CS1 in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.11 -0.03 6-7 >999 480 TCDL 14.0 Lumber Increase 1.25 BC 0.36 F -0.03 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.20 0.00 5 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) 0.00 6 >999 240 LUMBER TOP CHORD 2x4 DF No.18Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G BRACING TOP CHORD BOT CHORD PLATES GRIP MT20 220/195 Weight: 33 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins Rigid ceiling directly applied or 10.0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings Mechanical. (lb) - Max Horz 7=36(LC 3) Max Uplift All uplift 100 lb or less at joint(s) 3 Max Grav All reactions 250 lb or less atjoint(s) 3 except 5=571(LC 10), 1=445(LC 13), 7=504(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-633/0, 2-9=-624/0 BOT CHORD 6-13=-5/607, 13-14=-5/607, 5-14=-5/607 WEBS 2-5=-726/5, 2-6=-34/396, 1-6=0/658 IOTES Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide metal plate or equivalent at bearing(s) 3 to support reaction shown. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 8) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, noncwncurrent with any other live loads. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 10) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 267 Ib down at 0-9-8, and 280 lb down at 3-7-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-68, 4-8=-20 Concentrated Loads (lb) Vert: 9=-42(F) 10=-83(F) 11=-17(F) 13=-39(F) Q OFESS/ct soot ©``cam CO LU C 074486 M *1 � 1-13 �* �rF July 10,2013 %� iAY t$3d7tF^a - i 4rEf74 alas€`x}n naramet n a»d READ NOTES ON 7WIS AM MrLODED 0TRIT PPFs.RFM'E PAW P-74iJ B&FX7TiEi (ME � Design valid for use only with Milek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the Nit erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding t k( fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rP11 Quality Criteria, DSB-89 and BCSI BuBding Component S 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, ne, 'fSauxlcem: Pir tSPJ lumbe,: issp:ecTied'„ the design>aal;. am thaea c :�� tine 06Jit1/2"01.3 bylil:SC95610 Job Truss Truss Type Qty Ply R40054705 2471_A C3A DIAGONAL HIP GIRDER 2 1 ob Reference o tional HMG, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:06:58 2013 Page 1 ID:OLD2Ugh6zrYYVZrO50v1sXzPQke-r1oMQdQRHHQ17tpZhtgBvhhoaAmf7k7RfgAOAEyzj' i -1-5-0 2-9.10 51-11 7$11 11-3-01-SO 2-9-10 2-4-1 2-SD 3-8.5 Scale = 1:21.3 3x10 = 7 Special Special Special 4x6 = Special i 2-9-10 5-1-11 7$11 I 11-1.8 11 ' 2-9�10 2-4-12-SO 3Fs13 0-1-8 Plate Offsets MY): f8:Edae.0-2-01, f9:0-3-9.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) -0.14 10-11 >949 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.81 Vert(TL) -0.21 10-11 >614 240 BCLL 0.0 Rep Stress Incr NO WB 0.80 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code IBC20091TPI2007 (Matrix) Wind(ILL) 0.02 10 >999 240 Weight: 49 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.18Btr G BOT CHORD 2x4 DF No.18Btr G WEBS 2x4 DF Stud G REACTIONS (lb/size) 6=128/Mechanical, 2=691/0-7-6 (min. 0-1-8), 8=578/Mechanical Max Horz 2=82(LC 3) Max Uplift6=-19(LC 3), 2=-15(LC 3) Max Grav6=128(LC 1). 2=1386(LC 12), 8=1338(LC 11) BRACING TOP CHORD Structural wood sheathing directly applied or 3-1-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer installation FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3978/0, 3-4=-3467/0, 4-12=-2305/0, 5-12=-2295/0 BOT CHORD 2-14=0/3807, 11-14=0/3807, 11-15=0/3807, 10-15=0/3807, 10-16=0/3380, 16-17=0/3380, 9-17=0/3380, 9-18=0/2236, 18-19=0/2236, 8-19=012236 IEBS 3-11=-20/602, 4-9=-1401/0, 5-9=0/1453, 5-8=-2508/0, 4-10=0/810, 3-10=-689/28 . - OTES 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 2. 9) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "NAILED" indicates 3-1 Old (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 249 lb down and 2 lb up at 2-9-8, 249 lb down and 2 lb up at 2-9-8, 264 lb down at 5-7-7, 268 lb down at 5-7-7, and 288 lb down at 8-5-6, and 271 lb down at 8-5-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Continued on Daae 2 SQoN D�F� U U C .074486 * 12-31-13 �T OFC. -lido in gnus A WARX7M - Verify design param&em mrd READ hT02W ON TRIS AND IMCLVDED.l11ITffK P.EFERPNCE PAGE I ff-747J BEFORE LW.Z Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the pp� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mig ek- fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality CrBeria, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 f#Somha€n p netSPI lumber is 3petffe-3. -tlw i&eaiBrr ua4ues are-Yhasa of =tne W01/2013 byALSC Job Truss Truss Type Qty Ply R40054705 �Jglb 2471_A C3A DIAGONAL HIP GIRDER 2 1 Reference (optional) r.czu s may su za1J mi I en inausmes, Inc, I ue JUI 0a 16:06:56 2013 Page 2 ID:OLD2Ugh67rYYVZrO50vlsX7PQke-r1oMQdQRHHQ17tpZhx BvhhoaAmf7k7RfgAOAEy4Th LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-6=-68, 2-7=-20 Concentrated Loads (lb) Vert: 3=48(F=24, B=24) 11=2(F=1, B=1) 12=-89(F=-42, B=-47) 13=-168(F=-71, B=-97) 16=-33(F=-19, B=-14) 18=-76(F=-22, B=-55) ®iARIIIIING-Verifydesiy.paramdzras3=dREAD NMWON?WtSBTiiI,FMULMM. M SKP.E:fiF,REMEPAGE1,91-747d.BE'f`C?REVS& Design valid for use only, with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown lf is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiliity, of the Ni erector. Additional permanent brocing of the overall structure is the responsibility of the building designer. For general guidance regarding Mii'ek fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality CrBeria, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. if Sautllzrn. Pane%P) Ivtber. nsPeaffie4k V`l destgnv kf wethale etfe6ive 06/0212.11.3 LVALSC Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply R40054706 �Jcib 2471_A 04A DIAGONAL HIP GIRDER 2 1 Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:06:58 2013 Page 1 ID:OLD2Ugh6zrYYVZrO50v1 sXzPQke-rl oMQdQRHH017tpZhxjBvhhoZAme7k6RfgAOAEyzjTh -1-SO 2-9-10 51-11 i 1- 11 11-3-01-11 2-9-10 2-4-1 2-SO 3-8-5 Scale = 1:21.3 Q4 II Jab - exB 3xio = Special Special Special 7 3x6 = Special 2-9-10 51-11 j 7$11 11-1-8 11 yn 2-9-1.24-1 2-SO 3-6-13 Plate Offsets (X.Y): f8:Edge,0-1-81. f9:0-3-9.0-3-01 LOADING (psf) SPACING 2-0-0 CS1 DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) -0.14 10-11 >950 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.81 Vbft(TL) -0.21 10-11 >612 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.81 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.02 10 >999 240 Weight: 49lbFT=20% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G REACTIONS (lb/size) 6=127/Mechanical, 2=696/0.7-6 (min. 0-1-8), 8=585/Mechanical Max Horz 2=82(LC 3) Max Uplift6=-19(LC 3), 2=-15(LC 3) Max Grav 6=127(LC 1), 2=1388(LC 12), 8=1339(LC 11) BRACING TOP CHORD Structural wood sheathing directly applied or 3-1-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer installation FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3986/0, 3-4=-3477/0, 4-12=-2309/0, 5-12=-2298/0 BOT CHORD 2-14=0/3814, 11-14=0/3814, 11-15=0/3814, 10.15=0/3814, 10-16=0/3390, 16-17=0/3390, 9-17=0/3390, 9-18=0/2239, 18.19=0/2239, 8-19=0/2239 fEBS 3-11=-20/602, 4-9=-1408/0, 5-9=0/1458, 5-8=-2511/0, 4-10=0/810, 3-10=-687/33 _OTES 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 2. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MTek's ST-TOENAIL Detail. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 249 lb down and 2 lb up at 2-9-8, 249 lb down and 2 lb up at 2-9-8, 267 lb down at 5-7-7, 267 lb down at 5-7-7, and 281 lb down at 8-5-6, and 280 lb down at 8-5-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S),section, loads applied to the face, of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Continued on Daae 2 �QR,OFESSIp�� SOOLIJ N C 074486 m * E 12-31-13 CIV 4��P FOF G Fo .lifly 1n gn1i A I AWSM - Yerifrg cdcsrga es¢r,zryrrkerx =d PMD AOTM CAN IBIS AAID INCLTME3 BUTSK P.EFI REM E PAGE *91-747J Bi7.I�ORE USE. Design valid for use only with MiTek connectors. This design B based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stobirify during construction is the responsibillity of the �t erector. Addifional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MwT ek' fabrication, quality control, storage, delivery, erection and bracing, consub ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Suite 109 7777 Greenback Lane, Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, Lane, Su YSatrrls=_rn PineW)lumter is 3par3fledL-F'w_t4es"rsas valves are those eEs.t7ce o6faljWlaiy A lfi Job Truss Truss Type Qty Ply R400547D6 LbR.I.rence 2471_A C4A DIAGONAL HIP GIRDER 2 1 (optional) om�" Ina , n • n 4 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 0918:06:58 2013 Page 2 ID:OLD2Ugh6zrYYVZrO50vl sXzPQke-rl oMQdQRHHQ17tpZhxjBvhhoZAme7k6RfgAOAEyzjTh LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-6=-68, 2-7=-20 Concentrated Loads (Ib) Vert: 3=48(F=24, B=24) 11=2(F=1, B=1) 12=-99(F=-57, B=42) 13=-167(F=-84, B=-83) 16=34(F=-17, B=-17) 18=-80(F=-41, B=-39) WARNM - V—i$g design pm ameters mad READ N07W ON IRIS AND LWULT3DW 1fi19K PRFFY—B1W5 PACE *91-74n BMWs (AM Design volid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the ■� e - erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding m fabrication, quality control, storage, delivery, erection and bracing, consun ANSI/TPII Quality Criteria, DSB-89 and BCSI Bunding Component 7777 Greenback La Safety Information available from Truss Plate Institute, 781 N. Lee Street, SuitLane, Suite 109 e 312, Alexandria, VA 22314. Citrus Heights, CA, ne, Su fm 'if Pine Wllumber 11 �gs.esified,'tisa decign,wIuw art:hare effe_t� 06101/201.3 bVAISC Job Truss Truss Type Qty Ply R40054707 �JOI 2471 A C6A DIAGONAL HIP GIRDER 1 1 Reference (Optional) SMC, Indio, CA- 92203 7.420 s May 10 2013 MiTek Industries, Inc. Toe Jul 09 18:06:59 2013 Page 1 ID:OLD2Ugh6zrYYVZrO5Ovl sXzPQke-KDMkdzR32aZull OIFfEQSvEyea5GsAeatKvyigyzjTg r 1-SO 2-9.10 I 5-1-11 7-&11 11-3-0 1.10 2-9.10 2-4-1 2.5-0 3-8-5 Scale = 1:21.3 ocq n axo — oxo — - - - 7 Special Special Special 4x6 = Special r 2_9 0 F 5-1-11 7-8.11 11.1-8 11.3r0 2.9.10 2-4-1 2•SA 3-&13 0-1-8 Plate Offsets (X,Y): f8:Edge,0-2-01. f9:0-3-9,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) -0.15 10-11 >889 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -0.24 10-11 >543 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.85 Horz(TL) 0.06 8 n/a n/a BCDL 10.0 Code IBC2009ITP12007 (Matrix) Wind(LL) 0.02 10 >999 240 Weight: 49 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc puffins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Ins1@11ation uide REACTIONS (lb/size) 6=123/Mechanical, 2=724/0-4-9 (min. 0-1-8), 8=616/Mechanical Max Horz 2=82(LC 3) Max Uplift6=-18(LC 3), 2=-23(LC 3) Max Grav6=123(LC 1), 2=1424(LC 12), 8=1407(LC 11) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4284/0, 3-4=-3694/0, 4-12=2438/0, 5-12=-2427/0 BOT CHORD 2-14=0/4116, 11-14=0/4116, 11-15=0/4116, 10-15=0/4116, 10-16=0/3602, 16-17=0/3602, 9-17=0/3602, 9-18=0/2366, 18-19=0/2366, 8-19=0/2366 IEBS 3-11=-3/613, 4-9=-1503/0, 5-9=0/1537, 5-8=-2653/0, 4-10=0/872, 3-10=-778/13 ,.OTES 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. t� / 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing 100 Ib R 04 41 plate capable of withstanding uplift at joint(s) 6, 2. SO �� 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent live loads. d y �l ��4 O /L C with any other "NAILED" ,� V 10) indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 259 lb down and 0 lb up at 2-9-8, LIJ C 074486 frr1 259 lb down and 20 lb up at 2-9-8, 286 lb down at 5-7-7, 286 lb down at 5-7-7, and 295 lb down at 8-5-6, and 295 lb down at 8-5-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. E&Qz 12-31-13 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard cS1 CIV <� 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 9j FOFr. �a July 102013 Continued on Darle 2 iAAlur€fini - turij� tfe ic3se parmwe and RI^.AD AR.1�a9 ON 787&,AND INCLIl F1YWT8kPREF .r ENCisPAGEAITT747a,SFM _- [M Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. f Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiT eW fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95810 €fSas.7irem Sine ¢SD'j harbax isspfcifie:3-C?rm..deaign.aaluws ate`.haseYe-:tive Ob�14t2j29? 3 byAt3C Job Truss Truss Type Qiy Ply R40054707 2471 A C6A DIAGONAL HIP GIRDER 1 1 Job Reference (optional) a." mulo, k:v, - e"ua r.42U s May lU zu13 MI I ea Inauslnes, Inc. r ue Jul De 16:06:59 2013 Page 2 ID:OLD2Ugh6zrYYVZrO50vl sXzPQke-KDMkdzR32aZu1101FfEQSvEyea5GsAeatKvyigyzjTg LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-6=-68, 2-7=-20 Concentrated Loads (Ib) Vert: 3=45(F=23, B=23) 11=-18(F=-9, B=-9) 12=-94(F=47, B=-47) 13= 1132(F=-66, B=-66) 16=-73(F=-36, B=-36) 18=-109(F=-54, B=-54) ® t6ARK iG - Ve ify dmLifrn,param&em s=d PEAD M)7W ONTEM AM gR"%; UDED.Afd'M P',3�`3^',ERFME PAGE MI 7473.BEFORE im Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicabifty of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the pp� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek- fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPf1 Quagty Criteria, DSB-89 and BCSI Bugding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95810 1fSmut°t=_m Bins (SP) lu mber is specified;, thk4esignvatsass are thaws: eYe.:tive 06102 f2S82.3 bYA*.LSC Job Truss Truss Type Qty Ply R40054708 Lb 2471 A C6B DIAGONAL HIP GIRDER 1 1 Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:07:00 2013 Page 1 ID:OLD2Ugh6ztYYVZrO5OvlsXzPQke-oQv6rJRipuhlMBzypMmf 6m7Q RZbd3j6_fVE7yzjTf -1-5-0 2-9-10 5.1-11 7811 113-0 2-110 ' 2-4-1 2-5-0 i 3-8.5 Scale=1:21.3 Q(4 11 3x6 = '.,_ 6xd, = ------ 7 Special Special Special 46 = 10 5-1-11 7.6-11 11-1-8 11 '+-0 10 24-1 211 3.6.13 0.1-8 Plate Offsets (X,Y): I8:Edae,0-2-01. 19:0-3.9.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) -0.15 10-11 >895 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -0.24 1D-11 >549 240 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(TL) 0.06 8 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Wind(LL) 0.02 10 >999 240 Weight: 49 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-11-6 oc purlins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [installation REACTIONS (lb/size) 6=128/Mechanical, 2=712/0-4-9 (min. 0-1-8), 8=618/Mechanical Max Horz 2=82(LC 3) Max Uplift6=-20(LC 3), 2=-29(LC 3) Max Grav 6=128(LC 1), 2=1414(LC 12), 8=1393(LC 11) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CI40RD 2-3=-4251/0, 3-4=-3646/0, 4-12=-2406/0, 5-12=-2397/0 BOT CHORD 2-14=0/4084, 11-14=0/4084, 11-15=0/4084, 1D-15=0/4084, 10-16=0/3555, 16-17=0/3555, 9-17=0/3555, 9-18=0/2335, 18-19=0/2335, 8-19=0/2335 VEBS 3-11 =-1 0/358, 4-9=-1485/1, 5-9=0/1535, 5-8=-2618/0, 4-10=01861, 3-10=-793/8 DOTES 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Refer to girder(s) for truss to truss connections. �ESs/ R 0 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 2. 9) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the CJQ�h, � Q V Bottom Chord, nonconcurrent with any other live loads. "NAILED" ��C` O Co ,r G) 10) indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. V 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 259 lb down and 20 lb up at 2-9-8, LU C 074486 I-n' 274 lb down at 5-7-7, 286 lb down at 5-7-7, and 304 lb down at 8-5-6, and 295 lb down at B-5-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. EVj 12731-13 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). * LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 9j FUFC 0 July 1n gn13 Continued on Daae 2 WtfiKNG - Verify d&�* raaramaters =d RFAD durtnW ON HENS AM INC&UDEII fl TEK PEFFREENCE i' w wi-747d .flL'I orw ma Design valid for use only with MiTek connectors. This design's based only upon parameters shown, and.¢ for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the /R�� '{ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi te'k' fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Informallon available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, YSout`rremPne$5P)lumber isapecified,ttmedesia .values am thc:e eft-twe 061011201.3 by LSC 9 is. CA. 95610 Job Job Truss TruC6B Truss Type Qty Ply R40054708 DIAGONAL HIP GIRDER 1 1 Job Reference (optional) 7.420 s May 10 2013 M7ek Industries, Inc. Tue Jul 09 18:07:00 2013 Page 2 ID:OLD2Ugh6zrYWLr050vlsXzPQkeo"rJRipuhlMBzypMmf 6m7Q_RZbd3j6 fVE7MTf LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-6=-68, 2-7=-20 Concentrated Loads (Ib) Vert: 3=43(F=21, B=23) l l=-9(B) 12=-78(F=-31, 8=-47) 13=-165(F=-99, B=-66) 16=-60(F=-24, B=-36) 18=-108(F=-54, B=-54) i9.fiRKNO - Verifg: dzsign parzin haters =d READ NOT W ON THIS AND IA1I CMED A27SKRPEFEREPME PACE MI-747i RFNFX) arf3 i :. Design valid for use only with MOek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the p erector. Additional permanent bracing of the overall structure is the responsibility of the buBding designer. For general guidance regarding tVliTeW fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Qualify CrBeda, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Informalion available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. ifsaurnaan. Dire(SI Ivzxbw iss4se fieA, the Il"gn "hies are thtna affercive 06f02/203by AtSC Citrus Heights, CA, 95610 Job Truss Truss Type ally Ply R400sa7o9 2471_A C7A Diagonal Hip Girder 2 1 Job Reference (optional) eMc, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:07:00 2013 Page 1 _ ID:OLD2Ugh6zrYYVZrO50vlsXzPQke-oQv6rJRipuhiMBzypMmf 6m8L aobl6j6_fVE7y4Tf 5.8.7 1-5-0 2-33 2.9-3 - 2.83 12 NAILED NAILED 8 r 6 2x4 I I 6x8 = 3x4 = Special Special Scale = 1:43.0 0. -&3 S10 7 I,2-8-13 0. 13 Plate Offsets (X.Y): 16:0-0-0 0-0-01 r7:0-3-9.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) -0.02 6-7 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.26 Vert(TL) -0.02 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.33 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Wind(LL) 0.01 7 >999 240 Weight: 47 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 5-6-7 oc puriins, except BOT CHORD 2x4 OF No. I&Btr G end verticals. WEBS 2x4 OF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 8=326/0-5-8 (min. 0-1-8), 4=78/Mechanical, 6=1 11 /Mechanical Max Horz 8=143(LC 5) Max Uplift8=-242(LC 3), 4=-15(LC 3), 6=-285(LC 5) Max Grav 8=670(LC 10), 4=78(LC 1), 6=574(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. _ TOP CHORD 2-8=-519/250 '"/EBS 2-7=-188/429, 3-7=-322/421, 3.6=-459/326 OTES / Wind: ASCE 7-65; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A. plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except at --lb) 8=242 , 6=285. 7) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the 4gOFESS/ Bottom Chord, nonconcurrent with any other live loads. 8) "NAILED" indicates s Soo 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail 9) Hanger(s) or other connection device(s) shall be sufficient to support concentrated load(s) 251 lb down 0 provided and 229 lb up at 2-9-8, 251 lb down 229 lb �� ; V and and up at 2-9-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of �j m others. LU f�-7 G C U f 4486rn 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Cr ' 12-31-13 LOAD CASE(S) Standard 71 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-68, 2-4=-68, 5-8=-20 4jFOF (r' 1r11v 1f) 901'1 Continued on a e 2 -"' A iSrARKNG - Verifg design poo-ca xterl and PAD ]dt). ON THIS AND rNrL 3UM MT1'S£L F" RLwE pAG6Y7f1-74TJ F39MrW i EF Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and B for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the ��T�}C. erector. Additional permanent brocing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and brocing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. £fsourhern:pine(SPI lumber 3a sTx2alfied.: ttdeatam."Iues are zbos.s of tcive OQ02.1101:8 by ALSO Citrus Heights, CA, 95810 Job Truss Truss Type Qty, Ply R40054.109 2471_A C7A Diagonal Hip Girder 2 1 _ Job Reference (optional) 7.420 s May 10 2013 MTek Intlkutdes, Inc. Tue Jul 09 18:07:00 2013 Page 2 ID:OLD2Ugh6zrYYVZrO5OvlsXzPQke-oQv6rJRipuhlMBzypMmf 6m8L_aobl6j6_fVE7y4Tf LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 7=-2(F=-1, B=-1) 3=66(F=33, B=33) Yarify cteac% €curzzmrttr andREAD M fM ON M& AND IRM ilUE .i#iFTWK PEFErRM CE PAGE 87ff-747ZI ,BFMRR ME. Design valid for use only with MTek connectors. This design is based only upon parameters shown and is for an individual building component. �f Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown 'n for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the g e' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi !e'M1 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIt Quality Criteria, DSB•89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. 1 Citrus Heights, CA, 95610 #Sou2ham P"klse $5 'lsrnha=s rifaEd. xh:e-Cesi n.vaP.ras areShas�etia:tiva irS{D?f2E313 iryA1sc Job Truss Truss Type Qty Ply R40054710 2471 A CJ7_A Diagonal Hip Girder 2 1 Job Reference (optional) emc, Inmo, CA - 97203 7.420 s May 10 2013 M7ek Industries, Inc. Tue Jul 09 18:07:00 2013 Page 1 ID:OLD2Ugh6zrYYVZr050vlsXzPQke-o"rJRipuhlMBzypMmf 6m31 Vvbp3j6 fVE7yzjTf 1-5-0 5-&7 2.83 12 Scale = 1:36.8 14 0 r—w 3x4 = 4x6 II LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TP12007 CSI TC 0.70 BC 0.63 WB 0.07 (Matrix) DEFL in Vert(LL) -0.10 Vert(TL) -0.16 HorzCTL) -0.05 Wind(LL) 0.02 (loc) I/deft Ud 5-6 >619 480 5-6 >388 240 5 n/a n/a 5-6 >999 240 PLATES GRIP MT20 220/195 Weight: 40 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 5-6-7 oc purlins, except BOT CHORD 2x4 DF No. 1&Btr G *Except* end verticals. Except: 81: 2x4 DF Stud G 10-0-0 oc bracing: 6-8 WEBS 2x6 DF No.2 G *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W2: 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 4=-6/Mechanical, 5=177/Mechanical, 8=225/0-3-8 (min. 0-1-8) Max Horz 8=52(LC 5) Max Uplift4=-9(LC 7), 5=-5(LC 3), 8=-39(LC 3) Max Grav 4=1(LC 3), 5=435(LC 9), 8=375(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. —')P CHORD 6-7=0/358 DTES Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing capable of withstanding 100 lb uplift at joint(s) 4, 5, 8. F ES$ f i)jt/9 plate 8) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid and at all along the �Q� panels panel points SOON Bottom Chord, nonconcurrent with any other live loads. 9) Graphical representation does not depict the size the the the bottom ��lL O ti`F� �-k puriin or orientation of pudin along top and/or chord. C 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). V L„ C 074486 m LOAD CASE(S) Standard W 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 EO. 12731-13 Uniform Loads (plf) Vert: 1-2=-68 Trapezoidal Loads cS1 \ �gT�aj; Vert: 6=-0(F=10, B=10)-to-5=-111(F=-46, B=-46) C July 10,2013 ® WARR#M - Yerify design sirgn garcam&and iceD deWW ON 4T3lS AM fRrULMED.M TSK n.EFEREACE PAGE Mdr-7473 BEf50Ris (TS& -- � Design valid for use only with MiTek connectors. This design is based only upon. parameters shown, and is for an individual building component. � Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the �' �,R`+ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. lfsauth�e Dine (ST+}11e br is s:tgpsWmd. t'sedesig, vs,1tss we�thr ease=t'x OSfD?f2913 byA'LSC Citrus Heights, CA, 95610 Job Truss Truss Type city Ply R40054711 LbReference(optional) 2471 A JAB Jack -Open 6 1 BMC, Indio, CA-92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:07:02 2013 Page 1 - ID:OLD2Ugh6zrYYVZrO50vlsXzPQke-ko1sG_TyKVxTcU7Kwno74XsUdnlj3jEOZ18cJ?yzjTd -1-0.0 1-11-11 1-0-0 1-11-11 4.00 12 7 6 5 4 2x4 I I 3x4 = 1-10-14 1-17r11 1-1" 413 Scale = 1:34.2 Plate Offsets fX,Y): 15:0-1-14.0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) -0.01 5-6 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.16 Vert(TL) -0.01 5-6 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.09 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.00 5 — 240 Weight: 21 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. I&Btr G TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc puffins, BOT CHORD 2x4 DF No. I&Btr G except end verticals. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Tel recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installatio uide. REACTIONS (lb/size) 6=187/Mechanical, 5=21/Mechanicaq 3=35/Mechanical Max Horz 6=127(LC 5) Max Uplift6=-26(LC 3), 5=-217(LC 5), 3=-5(LC 4) Max Grav 6=337(LC 9), 5=271(LC 8), 3=35(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. "OTES I Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 3 except at=lb) 5=217. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the (}FI<SS/ Bottom Chord, nonconcurrent with any other live loads. Qp /0 LOAD CASE(S) Standard �� O Soo Y O`F� O 2� y LU C 074486 rn * P 12731-13 gTFOF C July 10,2013 WARWIN a • Verify design pwn arn&er. s mxri READ hTrM Of? 791B AND IMLUDEO-KiTSK PEFz?R �E PACE 161-74n .L3 fiF (ISF.-- Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the �{ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 1 Saurl"em pine(Sao) dum�r issgeeified,: tiw-tfesi.y mah tes asazhara :bsse D6P'Q_/2,44.3 byA SC Job Truss Truss Type Qty Ply Raoosa7lz �Job 2471 A JA9 Jack -Open 2 1 Reference (optional BMC, Indio, CA - 92203 7.420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:07:02 2013 Page 1 ID:OLD2Ugh6zrYYVZrO50vlsXzPQke-kolsG_TyKVxTcU7Kwno74XsXXnJK3khOZI8W-,m'Td -1-0.0 1-11-11 1-D-0 1.11-11 4.00 12 2x4 II 1-t1-11 Scale = 1:34.2 Plate Offsets (X Y): 16:0-2-7,0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.12 Vert(LL) -0.01 5 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.13 Vert(TL) -0.02 5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.10 3 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.01 5 >999 240 Weight: 18 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc puffins, BOT CHORD 2x4 DF Stud G *Except` except end verticals. Except: B2: 2x4 OF No.1 &Btr G 6-0-0 oc bracing: 5-7 WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 4=15/Mechanical, 3=-16/Mechanical, 8=119/0-3-0 (min. 0-1-8) Max Horz 8=52(LC 5) Max Uplift3=-29(LC 3), 8=-15(LC 5) Max Grav 4=265(LC 9), 3=50(LC 8), 8=252(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 5-6=0/265, 2-6=0/266 CITES Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing at joint(s) 8.R (�1=Ss1 Q plate 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 8. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the © S��Nl Bottom Chord, nonconcurrent with any other live loads. ��, �. , G 10) Graphical puriin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. V CD LU U n7486 rn i LOAD CASE(S) Standard * E 12-31-13 sNflF July 10,2013 ® if7AW.Mr. Vxegfy de sign. faexrarnrt a s and P_UdD M=-S 01;?V1S AiirD fNrl, [MIU),dff ?TJ--T RUERSIG'E PAGE fl 747d.HRf` )TIVs M& Wit Design valid for use only with MiTek connectors. This design based only upon parameters shown, and is an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the ��{{EE�� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTell- fabrication, quality control, storage, defvery, erection and bracing, consuti ANSI/TPII Quality Criteria, DSO.89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 ifS0uT-i,am Pi.me(SD.} iumlbesisspatil t�n defgn lue; am thorn eft-b" 05f4f_f=3 byA1SC Job Truss Truss Type Qty Ply 2471 A JD JACK -OPEN TRUSS 17 1 R40054713 Job Reference (optional) BMC, Indio, CA - 92203 - 7.420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:07:03 2013 Page 1 - ^ ID_ OLD2Ugh6vYYVZrOSDvl sXzPQke-C_bFTKUa5p3KDeiXUUJMclOcvBYWoBSAoyt9rRy4Tc 1-0-0 8-0-0 Scale = 1:18.8 10 3x4 = 51-2 7-10-8 51-2 2-9-6 11 Plate Offsets (X,Y): 12:0-2-1,Edael LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.13 6-9 >723 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.51 Vert(TL) -0.37 6-9 >258 240 BCLL 0.0 Rep Stress Incr NO WB 0.03 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code IBC20091TP12007 (Matrix-M) Wind(LL) 0.07 6-9 >999 240 Weight: 26 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-8-11 oc purfins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [installation auie REACTIONS (lb/size) 4=1 61 /Mechanical, 2=493/0-5-8 (min. 0-1-8), 5=116/Mechanical Max Harz 2=83(LC 3) Max Uplift4=-13(LC 3), 2=-2(LC 3) Max Grav4=161(LC 1), 2=509(LC 10), 5=323(LC 13) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1746/0 BOT CHORD 2-10=0/1945 IOTES Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed.; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2. 7) This truss has been designed for a moving concentrated load of 250.O1b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) StandardOOo0a�� CO C 074486 M * E 12-31-13 OF July 10,2013 L WARh'dWU - Verify design naramr ern and READ No'l-EX ON THIS AMD MCLUDi D AUT€ K E2- E PAGE N11-7473.9FMRE OW, Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek fabrication, quality control, storage, delivery, erection and bracing, consuit ANSI/TPII Quality Criteria, DSB-89 and BCSI Bullding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. ifS.""st- Pi. FA1.bi--is'Zfied:t?r_ def"aal;,'a.c an thos eft-b a OSIDIM13 by Al., Sc Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply R40054714 2471_A JE9 Jacks 5 1 Job eference (optional) BMC, inaia, CA- a22u3 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:07:03 2013 Page 1 ID:OLD2Ugh6zrYYVZrO50vlsXzPQke-C_bFTKUa5p3KDe XUUJMclOfVBbooBxAoyt9rRyzjTc 1-0.0 311-8 4.00 F12 2x4 II Scale = 1:37.2 LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009frP12007 CSI TC 0.30 BC 0.37 WB 0.00 (Matrix) DEFL in Vert(LL) -0.04 Vert(TL) -0.05 Horz(TL) -0.06 Wind(LL) 0.00 (loc) I/deft Ud 4-5 >999 480 4-5 >864 240 4 n/a n/a 4-5 >999 240 PLATES GRIP MT20 2201195 Weight: 23 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc puriins, except BOT CHORD 2x4 DF Stud G `Except` end verticals. Except: B2: 2x4 DF No.1 &Btr G 10-0-0 oc bracing: 5-7 WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installatio uide. REACTIONS (lb/size) 3=-7/Mechanical, 4=32/Mechanical, 7=133/0-3-0 (min. D-1-8) Max Horz 7=52(LC 5) Max Uplift3=7(LC 1), 7=-5(LC 5) Max Grav 3=14(LC 7), 4=283(LC 9), 7=304(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-6=0/278 OTES I Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joints) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 7. �ES.S/ 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 7. �(7Q. O This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the. Soo Chord, nonconcurrent with any other live loads. �� Q 'V CCU 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. .�� 0,CO Gh LOAD CASE(S) Standard V C 074486 M E 12-31-13 sT�lFOF C July 10,2013 &P.ffiiE SO - Verr:fy d_c it n parmmetens =d DEAD t 07W ON INIS AND INCLUDED Iffl UK P. EF�a�E PACE F.fl-747J .BEFRE LASE. Design valid for use only with MOek connectors. This design Is based any upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Del' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI BuOding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 tfSamrt3tgm. Dine is lurmm'bi,*fs spea>teed.: ei�iseslgn uaFlse£ arethaaec�Fative II&ff9 f2fit1:3 >s5f ALSO Job Truss Truss Type Qty Ply R40054715 2471_A AJACK-OPEN TRUSS 3 1 Job Reference (Optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:07:D4 2013 Page 1 ID:OLD2Ugh6zrYYVZrO5OvlsXzPQk"B9dhgUCs7BBroGj2Cgb9yxpSbrkXdpJ1odjOuyzjTb 1-0-0 8-0-0 Scale = 1:18.8 12 5 3x6 11 3x4 = s 1-40 1 7-10-8 &�04 1-0-0 6-10-8 0.1.8 'late Offsets (X,Y): 12:0-0-13,1-2-11. 12:0-2-O.Edgel. 15:Edae.0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) -0.15 5-10 >637 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.64 Vert(TL) -0.29 5-10 >332 240 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.02 4 n/a n/a BCDL 15.0 Code IBC2009ITP12007 (Matrix-M) Wind(LL) 0.00 5-10 >999 240 Weight: 30 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.t&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.t&BtrG BOT CHORD Rigid ceiling directly applied or 10-D-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer [installation Left: 2x4 DF Stud REACTIONS (lb/size) 4=64/Mechanical, 5=255/Mechanical, 2=532/0-3-8 (min. 0-1-8) Max Horz 2=83(LC 3) Max Uplift4=-19(LC 3), 2=-2(LC 3) Max Grav 4=64(LC 1), 5=423(LC 13), 2=578(LC 10) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-9=-263/469, 2-3=-334/0 BOT CHORD 2-11=-405/255, 2-12=-292/63, 2-13=-19/299, 5-13=-19/299 EBS 3-5=-348/23 )TES Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Expi C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2. 7) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the ,R()FESS/0 Bottom Chord, nonconcurrent with any other live loads. I <, O Soo LOAD CASE(S) Standard Al ° Y 0 W e 074486 * 1231-13 �TQl IV . �Q OFCA- July 10,2013 ® WAWMr. - Vevifg c#ezign paramet.-s rad PEAD d4MW ON 7WIS AND LNCLiiDM MTWK PUER_VWB PAW ff1-7473.BEF`( RE # Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on indvidual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown � is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the MiTek' i' l erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Bugding Component - 7777 Greenback La Safety Information availablene, Suite 109 able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Citrus Heights, CA, Lane, €fSoud,ram glretW)I:umbes TgcNied;: T4=-deli »i:, .amtha ri—ecove Db3`021201.3 byALK95610 Job Truss Truss Type Qty Ply R40054716 Lb 2471_A T1A HALF HIP TRUSS 1 Reference (optional) omc, mam, cn - azzua f.ozu s may 1u zulo mr i ea maumnes, inc. r ue um us ia:u—o zu14 rage 1 ID:OLD2Ugh6zrYYVZrO5Ovl sXzPQke-8Nj?uOVgdQJ2TyrvcvLghAUuh?7wGtHTGGMGwKy2jTa 8.0.0 + 1 2 1-0-0 1417-14 204-0 0-8 3488-0-0 .14 3-1.14 3-0- I Scale=1:46.8 NAILED NAILED NAILED NAILED NAILED Special 5x6 = 4.00 12 NAILED 3x10 = 3x4 = NAILED 4x4 = 4x4 = 3 15 4 1a 5 17 6 1P 7 3x10 19 14 20 21 13 22 23 1L 24 25 11 26 27 lu 28 6x8 = JL26 7x10 = 3x4 = JL26 4x4 =JL26 6x12 = HJC26 JL26 JL26 HJC26 JL26 9 4x6 MT20H I I 8-Q-0 11-0.2 . 142-0 17-314 20-40 2410.8 B-0-0 92 31-14 31.114 30.2 4-68 rlate Offsets (X,Y): 12:0-3-12,0-1-81.f9:Edae.0-3-91.f10:0-2-4,0-3-01.f13:0-5-0,0-4-81.f14:0-4-0.0-4-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) -0.27 12-13 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -0.55 12-13 >533 240 MT20H 165/146 BCLL 0.0 ' Rep Stress Incr NO WB 0.84 Horz(TL) 0.12 9 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix) Wind(LL) 0.05 13 >999 240 Weight: 264 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 4-3-2 oc puffins, except BOT CHORD 2x6 DF No.2 G end verticals, and 2-0-0 oc puffins (4-3-11 max.): 3-7. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=2245/0-5-8 (min. 0-1-12), 9=2316/Mechanical Max Horz 2=38(LC 5) Max Grav2=3299(LC 15), 9=3582(LC 21) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-9575/0, 3-15=-8899/0, 4-15=-8902/0, 4-16=-10128/0, 5-16=-10128/0, 5-17=-8544/0, 6-17=-8544/0, 6-18=-5629/0, 7-18=-5627/0, 7-8=-6045/0, 8-9=-3362/0 BOT CHORD 2-19=0/9064, 14-19=0/9064, 14-20=0/10195, 20-21=0/10195, 13-21=0/10195, 13-22=0/10192, 22-23=0/10192, 12-23=0/10192, 12-24=0/10128, 24-25=0/10128, 11-25=0/10128, 11-26=0/8544, 26-27=0/8544, 10-27=0/8544, 10-28=0/514, 9-28=0/514 EBS 3-14=0/2854, 4-14=1777/0, 4-12=-265/98, 6-10=-3787/0, 7-10=0/1736, 8-10=0/5466, 5-11=-2144/0, 5-12=0/962, 4-13=0/842, 6-11=0/1962 NOTES 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as folfow§' 2x4 - 1 row at 0-6-0 oc, Except member 14-4 2x4 - 1 row at 0-9-0 oc, member 124 2x4 - 1 row at 0-9-0 oc, member 10-6 2x4 - 1 row at D-9-0 oc, member 10-7 2x4 - 1 row at 0-9-0 oc, member 10-8 2x4 - 1 row at 0-9-0 oc, member 5-11 2x4 - 1 row at 0-9-0 oc, member 12-5 2x4 - 1 row at 0-9-0 oc, member 13-4 2x4 - 1 row at 0-9-0 oc, member 11-6 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Q�pFESS/O 3) Unbalanced roof live loads have been considered for this design. SQa 9l 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (low-rise); cantilever left and righter exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 O� 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. C m C,07448 448 V 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will E 12-31-13 fit between the bottom chord and any other members. 9),4plate rating reduction of 20% has been applied for the green lumber members. IQ) Refer to girder(s) for truss to truss connections. T CIV 11) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. OF C. 12) Graphical purlin representation does not depict the size or the orientation of the purin along the top and/or bottom chord. JUN 10.2013 Continued on oaoe 2 ® WARN7t'I1a - Verify dmisyn faaramelern and READ !$t 7SE Off THIS AND IRULT) ED l UTEK PEFEREWE PAW 161-74 At .E3%FLWFs i 15L'. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mwg ek' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information ovalable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 YS.oushsimtrinegslpj Iumber is3rec�ed„ trie elesign a 1r an tthosa effessnsc 06paI.f2013 by AtSC 9 Job Truss Truss Type Q Plyty 2471 A T1A HALF HIP TRUSS 1 2 R40054718 Job Reference (optional) o,. , ,„v v, — o«w r.a2u S May 10 2013 Wax Inaustnes, Inc. Tue Jul 09 18:07:05 2013 Page 2 NOTES ID:OLD2Ugh6zrYYVZrO50vlsXzPQke-8Nj?uOVgdQJ2TyrvcvLghAUuh?7wGtHTGGMGwKy2jTa 13) Use USP HJC26 nth 16d nails into Girder & 1 Old nails into Truss) or equivalent spaced at 12-3-4 oc max. starting at 8-0-6 from the left end to 20-3-10 to connect truss(es) JD (1 ply 2x4 DF), C1A (1 ply 2x4 DF), JD (1 ply 2x4 DF), C1 B (1 ply 2x4 DF) to front face of bottom chord. 14) Use USP JL26 nth 10d nails into Girder & NA9D nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 10-0-12 from the left end to 18-3-4 to connect truss(es) JD (1 ply 2x4 DF) to front face of bottom chord. 15) Fill all nail holes where hanger is in contact with lumber. 16) "NAILED" indicates 3-1Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 200 lb down and 34 lb up at 20-4-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-68, 3-7=-68, 7-8=-68, 2-9=-20 Concentrated Loads (lb) Vert: 3=-93(F) 7=-1 60(F) 14=-651(F) 12=-191(F) 10=-280(F) 5=-187(F) 15=-93(F) 16=-93(F) 17=-93(F) 18=-93(F) 21=-96(F) 22=-96(F) 25=96(1`) 26=-96(F) WARKM - Verify c+eaiyn €aaramzttm =d READ KQ'r Z CIM 7WIS AM INULLORD 3tVMK P.8Ft�3,'-r'ME P GE JW1-7473,BUOIZE [WE Design valid for use only with Mgek connectors. This design is based only upon parameters shown, and is for an individual building component. ` Applicability of design parameters and proper incorporation of component ¢ responsibility of building designer- not truss designer. Bracing shown lei is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsia4lity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M'T® * fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Crtterla, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. & Citrus Heights, CA, 95610 fr e8s177;nrfe3asm�s: f d.:ad"Tn,r Wes, am 0v �i2M.3hVALsc Job Truss Truss Type Qty Ply 54 R400717 2471_A T1 B HIP TRUSS 1 1 LbReference(optional) BMc, Indio, CA - 92203 7.420 s May 10 2013 M7ek Industries, Inc. Tue Jul 09 18:07:06 2013 Page 1 ID:OLD2Ugh6zrW VZrO50vl sXzPQke-cZHN5MWTOkRv46059ds3EN02VOSA?R6cUw6pSmyzi7Z 1-0-0 5-0-0 10-0-0 - 142-0 18-4-0 2410.8 1.0.0 5-40 4-8-0 4.2-0 4.2-0 6�i8 Scale = 1:46.8 4x6 = 3x4 = - 1 3x6 = 1 1U 2x4 I I 5x8 = 4x6 = 4x12 = 8 4x6 MT20H I I I 5-0-0 10-0-0 i 1e8-0-0 24-10 8 r�e-n e_a_n � e -'I LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP - TCLL 20.0 Plates Increase 1.25 TC 0.83 Vert(LL) -0.30 9-10 >993 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.66 9-10 >447 240 MT20H 165/146 BCLL 0.0 ' Rep Stress Incr NO WB 0.42 Horz(rL) 0.08 8 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix) Wind(LL) 0.05 10 >999 240 Weight: 112 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G BOT CHORD REACTIONS (lb/size) 2=1167/0-5-8 (min. 0-1-8), 8=1076/Mechanical Max Horz 2=41(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2645/0, 3-4=-2131/0, 4-5=-1973/0, 5-6=-1602/0, 6-7=-1760/0, 7-8=-1012/0 BOT CHORD 2-12=0/2441, 11-12=0/2441, 11-13=0/2441, 10.13=0/2441, 1D-14=0/1981, 9-14=0/1981, 9-15=-17/313, 8-15=-17/313 `A/EBS 3-10=-585/28, 4-10=0/391, 5-9=-570/31, 6-9=0/280, 7-9=0/1366, 3-11=01319 Structural wood sheathing directly applied or 3-10-4 oc puffins, except end verticals, and 2-0-0 oc purfins (4-8-8 max.): 4-6. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. OTES .) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. LOAD CASE(S) Standard �,�goFESSio�,9 SQ{?/�/ O`F 2 C 074486 7i-12-31-13 �# July 10,2013 ® WARNM - Verify d—sign paramafrrss and PMD Nt7= ON TWIS AND MULMiM 112T EK PEFEREME PAW ff1-7478.€ 6MrW [W Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not tnns designer. Bracing shown Wit is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi ek fabrication, quality control, storage, delivery. erection and brocing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 22314. PfSauthaim Pirve(SPI Ium5er is spa:sified: ties design v,st.res ars-thrta eff -trve o6X1j'ZD1.3 by ALSC Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply R40054718 1J.b 2471_A T1C HIP TRUSS 1 1 Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 M7ek Industries, Inc. Tue Jul 09 18:07:07 2013 Page 1 ID:OLD2Ugh6zrYYVZrO5Ovl sXzPQke-5mglJiX592ZmiF?IjKOlnbZFRopukgeljarN_DyzjTY 1-0-0 7-8-9 12-0-0 16.4-0 20-5-11 2410-8 1-0-0 7-8-9 43-7 4-4-0 41-11 4-4-13 Scale = 1,46.7 3x6 = 445 = 44 = 11 10 9 2x4 I I 5x8 = 3x10 = 8 6x10 MT20H = -0-0 ,I 16-4-0 I 2a-10-8 43-7 4-4-0 Plate Offsets (X,Y): 14:0-2-8.0-0-121 (10:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.69 Vert(LL) -0.20 2-11 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.93 Vert(TL) -0.50 2-11 >593 240 MT20H 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.66 Horz(TL) 0.09 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.06 2-11 >999 240 Weight: 113 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-3-5 oc puffins, except BOT CHORD 2x4 DF No. I&Btr G end verticals, and 2-0-0 oc pufins (5-3-13 max.): 4-5. WEBS 2x4 DF Stud G *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W6: 2x4 DF No.1 &Btr G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [installation guide. REACTIONS (lb/size) 2=1167/0-5-8 (min. 0-1-8), 8=1076/Mechanical Max Horz 2=48(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2494/0, 3-4=-1822/0, 4-5=-1536/0, 5-6=-1658/0, 6-7=-432/0 BOT CHORD 2-12=0/2281, 11-12=012281, 11-13=0/2281, 10-13=0/2281, 10-14=011667, 9-14=0/1667, 9-15=0/1426, 8-15=0/1426 WEBS 3-11=0/397, 3-10=-715/2, 4-10=0/497, 4-9=-271/50, 5-9=0/251, 6-9=0/251, 6-8=-1420/0 OTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members.E�S! 7) A plate rating reduction of 20% has been applied for the green lumber members. Q. o 8) Refer to girder(s) for truss to truss connections. �� S�aN 9`F 9) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the V y Bottom Chord, nonconcurrent with any other live loads. 0 (P,- 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. W U C 074486 LOAD CASE(S) Standard w �C1 * E 12-31-13 sT�TF�F[ July 10,2013 ® .FBitAING - Verify dtsign gsarameders mxs3 Rlu D NMW ON YYIIS AM IINCLUZiW AN SK P" 'E E PAGE.691-7473.B4310RE W & -- Design valid for use only with MBek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the �y �B erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MwTQk fabrication, quality control, storage, derrvery, erection and bracing, consult ANSI/TPI7 Qualify Criteria, DSB-89 and SCSI BuBding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Citrus Heights, CA, Lane, Su 4ff�Lgh'sm. M" ISAI-"`eF is sl-c"r{iedi,:ehe design are-thasz et<e_t-r 06f02f2.?23 by AtSC Job Truss Truss Type Dty Ply R40054719 LbRieference 2471 A T1D HIPTRUSS 1 1 (optional) BMC, Indio, CA - 92203 7.420 is May 10 2013 MTek Industries, Inc. Tue Jul 09 18:07:08 2013 Page 1 ID:OLD2Ugh6zrYYVZrO5OvlsXzPOke-ZyO8W1YwLhdKPaUH2vXJo6PsC9UTE3vyEbwxfyr-jTX 14-4,0 1-0-0 7-11 ti-6-i5 5-w s-bo d 4 Scale = 1:45.1 5x8 = 11 g 4x4 = ytq II 6x12 = 8 4x6 = 5x6 I I 14-" 7S1 6615 0 5-1-7 55-0 LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009ITP12007 CSI TC 0.71 BC 0.91 WB 0.84 (Matrix) DEFL in Vert(LL) -0.20 Vert(TL) -0.46 Horz(TL) 0.08 Wnd(LL) 0.06 (loc) I/deft Ud 2-11 >999 480 2-11 >639 240 8 n/a n/a 2-11 >999 240 PLATES GRIP MT20 220/195 Weight: 116 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3-7-7 oc purlins, except BOT CHORD 2x4 OF No.1&Btr G end verticals, and 2-0-0 oc purlins (5-2-10 max.): 4-5. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1167/0-5-8 (min. 0-1-8), 8=1076/Mechanical Max Horz 2=54(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2533/0, 3-4=1586/0, 4-5=-1444/0, 5-6=-1554/0, 6-7=-1678/0, 7-8=-1008/0 BOT CHORD 2-12=012323, 11-12=0/2323, 11-13=0/2323, 10-13=0/2323, 10-14=0/1536, 9-14=0/1536, 9-15=-2/257, 8-15=-2/257 " IEBS 3-11=0/403, 3-10=-962/0, 6-10=-270/52, 7-9=0/1366, 5-10=-28/508, 4-10=-71/314 OTES ./ Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. ill; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. QFESS! 8) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the (>R Bottom Chord, nonconcurrent with any other live loads. SQ� T( 9) Graphical purtin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. �{�� Q� y D CO LOADCASE(S) Standard LU r 074486 � l P 112-31--133 9lFtlen July 10,2013 W&teAaNG -Verify de yn arzrmfAe" =d READ ATCYna9 ON 7VIS AND MCj-r S37%PD /k T SK PEFFREME PAGE 1T7{-747i3.8t3F` RV € EP. -- Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. �R Applicability of design parameters and proper incorporation of component a responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the �q al erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSO.89 and BCSI BuOding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 ;8 �>.29xarn Pule f l lvmte;: is'gsesifiFr3: ti w_ xlesiAn ua€ues ars ihase e£e:tive flb/i#Ij201 byA :SC: Job Truss Truss Type Qty Ply R40054720 LbReference 2471 A TIE SPECIALTRUSS 1 1 (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 Mrrek Industries, Inc. Tue Jul 09 18:07:08 2013 Page 1 ID:OLD2Ugh6zrYYVZrO5OvlsXzPQke-ZyO8W2YwLhdZ.UH2vXJo6PbC9rTGjvyEbwXfATX 340 7-3-13 14-2-0 21.0-4 2Vol 1-40 3-0-0 4313 6.10-4 6.10-4 1114 Scale = 1:44.3 7x10 11 3x10 = 12 11 10 '" 9 ,• 8 2x4 11 3x6 = 6x8 = 3x10 = 4x4 II �3-0.0 f 4 7-313 I 142-0 21-0.4 2410.8 3-0.0 2-94 1.6.9 6.10.4 6.10-0 310-0 Plate Offsets MY): 18:Edge.0-3-91, f9:0-3-9.0-1-81, f10:0-4-0 0-3-81 LOADING (psf) SPACING 3-3-8 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) -0.18 10-11 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.95 Vert(TL) -0.57 10-11 >518 240 BCLL 0.0 " Rep Stress Incr NO WB 0.73 Horz(fL) 0.14 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.08 11 >999 240 Weight: 116 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD 2-0-0 oc purlins (3-M max.), except end verticals BOT CHORD 2x4 DF No.1&Btr G (Switched from sheeted: Spacing > 2-0-0). WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-10 REACTIONS (lb/size) 2=1921/0-5-8 (min. 0-2-1), 8=1770/Mechanical Max Horz 2=91(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4373/0, 3-4=-3992/0, 4-5=-2615/0, 5-6=-2614/0, 6-7=-2572/0, 7-8=-1702/0 BOT CHORD 2-13=0/4039, 12-13=0/4039, 12-14=0/4039, 11-14=0/4039, 11-15=0/3753, 10-15=0/3753, 10- 1 6=0/2394, 9-16=0/2394 WEBS 4-11=0/481, 4-1 0=1 530/14, 5-10=0/879, 6-10=-278/247, 6-9=-599/68, 7-9=0/2383, 3-12=-12/299, 3-11=-528/0 OTES I Unbalanced roof live loads have been considered for this design. I Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Cantilever left and right exposed ; end vertical left and right exposed; Lumber D0L=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. LOAD CASE(S) Standard Soo gg,OFESS/p 'L LU C 074486 M *� E' E i2- 1-13 '* `T July 10,2013 A i%rlsrdR'M - Verify cie sig- purume&ers mad Ft-EAD NMW 01f ?NIB AM MCidTDM Min. K PZFRR? PXE PBGE Mr- 74rJ €iSFVR9 [TSE.? -� Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. - Applicability of design parameters and proper incorporation of component 6 responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the R ■jTi�-. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. 11 Sosrthem Dine rP) ltrmbe is spevfse3.tha'dasign.-Iuw arethasa ele^tiae 05/02f20 3byA'LSC Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply R40054721 2471_A T1F SPECIAL TRUSS 1 1 ob Reference o tonal 6Mc, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:07:09 2013 Pagel ID:OLD2Ugh6zrYYVZrO5DvlsXzPQke-18yWkOYLhfpUxZ9gdQmsOeaHCV ChA2AuKT35yzjTW 1-0-0 3-0-2 7-3.13 14-2-0 21-04 251-11 2 0 1-0.04313 6-10.3 6.10.3 4-1-8 Scale = 1:46.8 4x8 = 2x4 11 3x6 = 7x10 II 4x12 = 8 4x6 MT20H I I Iv 3-0.0 510.1 7313 142-0 1-0-4 251-11 3.0.0 2-1415 1.414 6.10.3 6.10-3 41-8 0. -5 Plate Offsets MY): 12:0-1-4.Edoel. 18:Edoe 0-3-91 19:0-3-9 0-2-01. 110:0-4-0 0-3-81 LOADING (psf) SPACING 3-3-8 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) -0.18 10-11 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.59 10-11 >509 240 MT20H 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.85 Horz(TL) 0.16 8 n/a n/a BCDL 10.0 Code IBC2009) rP12007 (Matrix) Wind(LL) 0.12 11 >999 240 Weight: 118 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.1&Bfr G TOP CHORD 2-0-0 oc pudins (2-8-9 max.), except end verticals BOT CHORD 2x4 OF No. 1&Btr G (Switched from sheeted: Spacing > 2-0-0). WEBS 2x4 OF Stud G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-10 REACTIONS (lb/size) 8=1804/0-5-8 (min. D-2-3), 2=1954/0-5-8 (min. 0-2-7) Max Horz 2=111(LC 13) Max Uplift8=-142(LC 12), 2=-272(LC 9) Max Grav 8=2052(LC 7), 2=2266(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5325/578, 3-4=-4823/505, 4-5=-3225/344, 5-6=-3063/195, 6-7=-3314/261, 7-8=-1964/169 BOT CHORD 2-13=-589/4949, 12-13=-456/4799, 12-14=-439/4757, 11-14=-206/4653, 11-15=-264/4326, 10-15=0/4121, 10-16=0/2912, 9-16=-9/2834, 9-17=-224/449, 8-17=0/256 VEBS 4-1 0=1 544/31, 5-10=01928, 7-9=-246/2931, 6-10=-608/287, 6-9=-590/181, 4-11=0/480, 3-12=-12/299, 3-11=-523/77 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. It; Exp C; enclosed; MWFRS (low-rise); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) 2 27de2. mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=142, QRpFESSIr) 4 QQ/t/ 9`F 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid and at all the panels panel points along Bottom Chord, nonconcurrent with any other live loads. V� �G) y 9) This truss has been designed for a total drag load of 1500lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag LU l� ft7 A tsC C 48 loads along bottom chord from D-0-0 to 25-0-0 for 60.0 pill. U ( V 10) Graphical purlin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. E 12-31-13 * LOAD CASE(S) Standard FflF July 10,2013 ® G%ARNItr: - VMfg tlesi6p parameters mxd 1 RAD lAri aS ON 77116 AM FA'GLUZ1111.ik£ THIK P'RFFRF W'E PAGE Ml 7473 i3f%MRE LER-- Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component 6 responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiliity of the p �- erector. Additional permanent bracing of the overall structure is the responsibiity, of the building designer. For general�y;� guidance regarding 1Y� fabrication, quality control, storage, delivery, erection and bracing, consul ANSI/TPII Quality Criteria, DSB-89 and BCSI BuBding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandrio, VA 22314. If S�our:,e-Vine(SP)lumber-is specified, t?r- Beaign vAJUes asa thass elfe.ti 0b#`0s/2&1.3 by AISC Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply R40054722 LbReference(optional) 2471_A T1G SPECIAL TRUSS 3 1 BMC, India, CA-92203 1-0-0 , 7-3-13 6-10-4 5,6 = 7.420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:07:10 2013 Page 1 ID:OLD2Ugh6zrYYVZrO50vl sXzPQke-VL1MixjZzSzxKZjktOSx?ODBpROg7x7JCPX41 bYyzjTV 21-D-4 251-11 28-4-0 29-4-O. - 6.143 41-8 3-2-5 2x4 11 5x8 = 3x10 = 2x4 II Scale = 1:50.1 19, 0 7-3-3 14 -0 21-04 28-0-0 7-3-13 6-104 6143 4-'I-8 0- •5 340 Plate Offsets (X,Y): [2:0-3-4,Edge], I10:0-3-9.0-1-81, 111:0-4-0 0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) -0.19 11-12 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -0.45 2-12 >665 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.92. Horz(TL) 0.08 9 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix) Wind(LL) 0.05 2-12 >999 240 Weight: 121 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Bfr G WEBS 2x4 DF Stud G REACTIONS (lb/size) 2=1153/0-5-8 (min. 0-1-8), 9=1526/D-5-8 (min. 0-1-10) Max Harz 2=55(LC 6) Max Uplift9=21(LC 4) BRACING TOP CHORD Structural wood sheathing directly applied or 3-7-14 oc pur ins. BOT CHORD Rigid ceiling directly applied or 6-D-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer s al alto e FORCES (lb) -Max. Comp,/Maz. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2498/0, 3-4=-1545/0, 4-5=-1540/0, 5-6=-1451/0, 6-7=-170/1025 BOT CHORD 2-13=0/2290, 12-13=0/2290, 12-14=0/2290, 11-14=0/2290, 11-15=0/1339, 10-15=0/1339, 10-16=-949/179, 9-16=-949/179, 9-17=-949/179, 7-17=-949/179 1AIEBS 3-12=01398, 3-11=-988/6, 4-11 =01527, 5-10=-414/67, 6-10=0/1953, 6-9=-1388/24 OTES Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between, the bottom chord and any other members. 5) Aplate rating reduction of 20%has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-68, 4-8=-68, 2-9=-20, 7-9=-35(F=-15) Q OFESS1p ¢� o sooty�Fy `ZO 000D L C 074486 TTI ;D *` EF� 121-13 J* �e July 10,2013 ® itrFii#6IN£s - Ycri 4 &%ir param&airm as d READ hMW ON 7WIS AND iAR;a UDZD.ltE MK RUMME PAW MI.7473.t3 'a.MRE FTSE -- Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the �e• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quallly Criferia, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Somtr gm' PIZ tss,& aver is sPZfied, xtra.design vatx�s are thwA efts-twe 06f01 f2013 by A'LSiCitrus Heights, CA, 95610 Job Truss Truss Type Qty Ply R40054723 �J.bRef..n. 2471_A T1H SPECIAL TRUSS. 5 1 (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:07:11 2013 Page 1 ID:OLD2Ugh6zrYYVZrO50vlsXzPQke-zX4G93abDG3BBtJ3yASExRkwAPDmALeSpa7y74 U r1-0-0, 31-13 6.9-0 10.E-0 111-6.0, 14-2-0 , 16-10-0 17-1D-9 21-7-0 - 25.4-0 28-4-0 �34 0 1-D-0 31-13 37-3 39-0 1-0-0 24, 2-8-0 1-D-0 3-9-0 3-9-0 1-0-0 Scale = 1:51.0 7x10 II 3x6 = ze - - - — — -- 10 -- 1b -' 14 2x4 I I 5x8 = 412 MT20H — Sx8 = 3x10 = 2x4 I I LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) -1).19 20-21 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.74 Vert(TL) -0.62 20-21 >485 240 MT20H 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.59 Horz(TL) 0.08 14 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix) Wind(LL) 0.11 20-21 >999 240 Weight: 151 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. I&Btr G TOP CHORD Structural wood sheathing directly applied or 3-9-15 oc purlins. BOT CHORD 2x4 DF No. I&Btr G *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: B2: 2x6 DF No.2 G 6-0-0 oc bracing: 14-15,12-14. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installatio uide. REACTIONS (lb/size) 2=1236/0-5-8 (min. 0-1-8), 14=1623/0-5-8 (min. 0-1-12) Max Horz 2=-55(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2842/0, 3-4=-2666/0, 4-5=-2175/0, 5-6=-2261/0, 8-9=-1778/0, 9-10=-1879/0, 10-1 1=-1422/0,11-12=-177/997 BOT CHORD 2-24=0/2628, 22-24=0/2628, 22-25=0/2628, 21-25=0/2628, 21-26=0/2508, 20-26=0/2508, 19-20=0/1735, 19-27=0/1683, 18-27=0/1703, 18-28=0/1733, 28-29=0/1731, 17-29=0/1724, 16-17=0/1735, 16-30=0/1309, 15-30=0/1309, 15-31=-924/186, 14-31=-924/186, 14-32=-924/186, 12-32=-924/186 JEBS 3-22=-24/260, 10-16=0/504, 11-14=-1445/0, 6-20=0/1064, 8-16=-1611386, 6-23=-1546/0, 8-23=-1546/0, 3-21=-384/45, 9-16=-165/285, 5-20=-628/28, 10-15=-640/0, 11-15=0/1912, 4-21=0/382, 4-20=-617/26 NOTES +, 1) Uft— li1aikilid kgof. live loads have been considered for this design. 2 4 kSG'E 7,05 BSmph, TPOL=0,4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right 1. exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) 180.01b AC unit load placed on the bottom chord, 14-2-0 from left end, supported at two points, 5-0-0 apart. 4) All plates are MT20 plates unless otherwise indicated. �FESsf 0 QR 5) All plates are 3x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. SQN 7) • This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will O`F� .r fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. C 074486 M 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. E 12-31-13 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). CORD CASE(S). Standard * cS'J 1) Regular: Lumber Increase=1.25, Plate Increase=l 25 9j , FOB r. � .It,iv in finis Continued on oaae 2 WA NG - Verift tYz sign oarcoweters amd s' &AD h7PZ'TnS ON 7WIS AND JNC[,MED.iESl25TjK PXSEr2EME PACE fi4ff-7473 ,13EFYD W USE, Design valid for use only with MiTek connectors. This design'¢ based only upon parameters shown, and is for an indvidual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown l' a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the tL erector. Addtional permanent bracing of the overall structure a the responsibility of the building designer. For general guidance regarding MiTek.- fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Crlteda, DSB-89 and BCSI BuBding Component 7777 Greenback Lane, Suite 109 Safety Informolion available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. South=_- trine(Sp)1vm'.l is�cifle3, ihaAe-sites vstues axe thorn eft -true, W02f.2'D13 byA SC Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply R40054723 �J.bR.I.rence, 2471 A T1H SPECIALTRUSS 5 1 (optional) —'us s may lu Luis ml l ex Inaustnes, Inc. I ue JUI as la:ul71 2013 Page 2 ID: OLD2UghBzrYYV71O50vlsXzPQke-zX4G93abDG3BBtJ3yASExRkwAPDmgrjLeBpa7yzjTU LOAD CASE(S) Standard Uniform Loads (pit) Vert: 1-7=-68, 7-13=-68, 2-14=-20, 12-14=-35(F=-15) Concentrated Loads (Ib) Vert:27=-90 29=-90 A WPM - Verify dt9i jn IZMTMt• . ar3 RP: D S ()N 7wis AND fR'CLiTL7L'ii.=nK PEFERswE PAas MFI-747z; I3L'F`(bR� me. Design valid for use only with MTek connectors. This design B based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members any. Additional temporary brocing to insure stability during construction is the resporu biliity of the �� £ _z erector. Additional permanent brocing of the overall structure is the responsibility of the building�j( designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPII Quality Criteria, DSB-89 and BCSI BuOding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, Lane, lfsOlrtrtzim pinetMIUMtMT is spgc="ffiee€� the Gram>vxl.ae a thosre rMe L16101_1201-3 by AISC95610 Job Truss Truss Type City Ply R40054724 2471_A T'II SPECIAL TRUSS 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:07:11 2013 Page 1 ID:OLD2Ugh6zrYYVZrO5OvlsXzPQke-zX4G93abDG3BBtJ3yASExRI¢NPCOgh4LeBpa7y74TU 1-0-0 fr5.4 11-2-4 14-2A 17-1-14 251-11 28-4-0 1-0-0 6-5-0 _ 49-0 2-11-12 2-11-14 7-11-13 32-5 Scale = 1:49.5 4x4 = 4I 0 Iy O 4x4 = is i i lu ._ 9 .. _... 2x4 II 5x8 = 6x8 = 2x4 II 6-5.4 11- -4 17-1-14 1 - 11 2S •11 28.4-0 1 -4 49.0 511-10 0.- 3 Plate Offsets (X,Y): f2:0-3-8,Edoel, f11:0-4-0,03-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/clef! L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.56 Vert(LL) -0.21 9-10 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.79 Vert(TL) -0.41 9-10 >734 240 BCLL 0.0 Rep Stress Incr NO WB 0.50 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code IBC2009frP12007 (Matrix) Wind(LL) 0.05 12 >999 240 Weight: 127 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-8-6 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF Stud G Miek recommends that Stabilizers and required cross bracing be, nstalled during truss erection, in accordance with Stabilizer allglign guide, REACTIONS (lb/size) 2=1164/0-5-8 (min. 0-1-8), 9=1444/0-5-8 (min. 0-1-9) Max Horz 2=58(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2581/0, 3-4=-1903/0, 4-5=-1884/0, 5-6=-1717/0, 6.7=-1747/0, 7-8=-176/770 BOT CHORD 2-13=0/2374, 12-13=0/2374, 12-14=0/2374, 11-14=0/2374, 11-15=0/1343, 10-15=0/1343, 10-16=-697/161, 9-16=-697/161, 9-17=-697/161, B-17=-697/161 WEBS 3-12=0/365, 3-11=-697/1, 4-11=-263/49, 5-11=0/766, 5-10=-13/496, 6-10=-459/86, 7-9=1270/48, 7-10=0/1627 CITES ,) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. flFESS/ 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). pij� LOAD CASE(S) Standard 4 O(} Soo �lF� 1) Regular: Lumber , tncrease=1.25, Plate Increase=1.25 C Uniform Loads (plf) CO C} Z Vert: 1-5=-68, 5-8=-68, 2-9=-20, 8-9=-35(F=-15) LU C 074486 m" * EX 1231-13 s��rFo><cA July 10,2013 ® IYAWNG - Verify &ssiq- par=,&,,-. and PMD iYinW ON IWIS AND 1 [AMED'nT9K P.&iF',RiWE PAGE 161-747d $ffa-`(Dfti3 ME. Design valid for use only with Mifek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown �^ is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the g erector. Additional. permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding lVi�TeW fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI BuBding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. ?fSisua vern Pine 4p)luamb+ - a'-pecffied, tnedeMgn v itt:.—arethwa ef€ecoive 06}01 fZD13 by CRrus Heights, CA, 95610 Job Truss Truss Type Qty Ply R4005472-1 2471 A T1J SPECIAL TRUSS 1 1 Job Reference (optional) BMC, Indio, CA- 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:07:12 2013 Page 1 ID:OLD2Ugh6zrYYVZrO5Ovl sXzPQke-RjeeMPbD_aB2ol uF WtzTUeG96pYEPASUtrZ6gQyzjTT rr� 6-5-4 I 11-2-4 14-2-0 I 17-1-14 24-1i15 24 X9 1-40 6-5-449A 2-11-12 2-11-14 7-5-1 439 Scale = 1:44.5 44 = H C 4x4 = 11 10 __ 9 -- 8 2x4 11 5x8 = 4x12 = 6x10 MT20H 11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.17 8-9 >999 480 TCDL 14.0 Lumber Increase 1.25 BC 0.79 Vert(TL) -0.33 9-10 >882 240 BCLL 0.0 Rep Stress Incr NO WB 0.37 Horz(TL) 0.07 8 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Wind(LL) 0.05 11 >999 240 LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD BOT CHORD 2x4 DF No. 1&Btr G WEBS 2x4 DF Stud G *Except* BOT CHORD W7: 2x4 DF No.t&BtrG REACTIONS (lb/size) 2=1167/0- -8 (min. 0-1-8), 8=1076/Mechanical Max Horz 2=55(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2589/0, 3-4=1912/0, 4-5=-1892/0, 5-6=-1710/0, 6-7=-1743/0, 7-8=-989/0 BOT CHORD 2-12=0/2381, 11-12=0/2381, 11-13=0/2381, 10-13=012381, 10-14=0/1353, 9-14=0/1353, 9-15=-4/428, B-15=-4/428 11fEBS 3-11=0/364, 3-10=-697/2, 4-10=-258/48, 5-10=W764, 5-9=-26/483, 6-9=-422/82, 7-9=0/1187 PLATES GRIP MT20 2201195 MT20H 165/146 Weight: 117 lb FT = 20% Structural wood sheathing directly applied or 3-8-5 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. OTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard / Q,j),ESSlp Soo �N O�F 2 it C G74486 rn *� E�,.,}12-31-13 /* July 10,2013 A WAARNENG - verify design naram&,— and PEAR NOT U- ON THIS AM fNVr-VDM Af 1MK P.PYBREPME, PAGE Mt7-74Td BE:,f'Y R6 [W Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown �^ is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the MiTek erector. Additional permanent bracing of the overall structure is the respomiblity, of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Cdferia, DSB-89 and BCSI Bonding Component 7777 Greenback Lane, Suite 109 Solely Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 tf Sxrurrn.lr+ne$Sp} ium'heA is 5pgcified; ti1M 4Esigst w3ues axaThasl efte:irue 05f 09 flT3 byAtsC Job Truss Truss Type Qty Ply R40054726 2471_A T1K SPECIAL TRUSS 1 1 Job Reference (optional) tsMc, inaio, cA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:07:13 2013 Page 1 ID:OLD2Ugh6zrYYVZrO5OvlsXzPQke-vwC1albsluJvQBSS4bUiOspKsDuL8dhe5VlhCsyzlTS 1 15-5.4- 11-2-4 1 14-2-0 17-1-14 I 24-10.8 1 6-5-4 4.9-0 2-11-12 2-11.14 7$10 Scale = 1:42.6 9 a 4x4 = 4x4 = ru 9 Is 7 2x4 I I 5x8 = 4x12 = 6x10 Mr20H 11 1 65-4 4-9-0 5-11-10 7$10 Plate Offsets (X.Y): f1:0-3-8.Edpe1 I6:Edne 0-1-81 f7:0-3-9,Edoel. f9:0-4-0 0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.17 7-8 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.80 Vert(TL) -0.34 1-10 >872 240 MT20H 165/146 BCLL 0.0 ' Rep Stress Incr NO WB 0.37 Horz(rL) 0.07 7 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.05 10 >999 240 Weight: 116 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-7-10 oc pudins, except BOT CHORD 2x4 OF No.1 &Btr G end verticals. WEBS 2x4 DF Stud G *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W7: 2x4 DF No. 1&Btr G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=1078/0-5-8 (min. 0-1-8), 7=1078/Mechanical Max Horz 1=42(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2615/0, 2-3=1920/0, 3-4=-1899/0, 4-5=1715/0, 5-6=-1748/0, 6-7=-991/0 BOT CHORD 1-11=012408, 10-11=0/2408, 10-12=0/2408, 9-12=0/2408, 9-13=0/1358, 8-13=0/1358, 8-14=-4/428, 7-14=-4/428 11(EBS 2-10=0/367, 2-9=-718/10, 3-9=-255/47, 4-9=0/768, 4-8=-26/483, 5-8=-422/82, 6-8=0/1192 OTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. �, IlSS/� 7) Refer to girder(s) for truss to truss connections. (� Q 8) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the JQ�}�/ Bottom Chord, nonconcurrent with any other live loads. ©© 'V O Z� LOAD CASE(S) Standard Co �� 'L� y Lu C 074486 rn * E 12-31-13 OF July 10,2013 IyARKNG - Verify desir-yn parameters nazi Rim M?IM ON THIS AM INCLODM) 11dT9K P.EFERL'ICE PACE h177-747a.B REi MR Design valid for use only with MOek connectors. This design is based only upon parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown [' is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction b the responsibillity, of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Informaiton available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. <f Saut?sxrn Pine9,ISPl lumber is 3secifi Lth-edrsign:vatues an those x3ve 061011201.3 byA15C Carus Heights, CA, 95610 Job Truss Truss Type Qty Ply R40054727 2471 A T1M SPECIAL TRUSS 1 1 Job Reference o tional amU, moio, UA - aeew 7.420 s May 10 2013 MTek Industries, Ina Tue Jul 0918:07:14 2013 Page 1 I D:OLD2Ugh6zrYYVZrO5Dvl sXzP Qke-N6m PnScU WBSm2K1 edIDxZ3MQmdFetyanK92EkJyzjTR 5-0-0 I 14-2-0 17-8-13 21-2-0 2410-8 5-0-0 9-2-0 3-6-12 35� 3-8-8 I Scale = 1:41.1 4,6 — 3x4 = — 9 - 7 2x4 II- 6x12 = 7x10 = 10x16 II I 9-3-8 1 5-0.0 9.0.0 10 08-, 3 2410-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udeft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.81 Vert(LL) -0.28 8-9 >672 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.47 8-9 >399 240 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.02 7 n/a n/a BCDL 10.0 Code IBC2009ITP12007 (Matrix) Wind(LL) 0.02 8-9 >999 240 Weight: 114 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G BOT CHORD REACTIONS (lb/size) 1=258/0-5-8 (min. 0-1-8), 7=626/Mechanical, 9=1327/0-3-8 (min. 0-1-8) Max Harz 1=96(LC 14) Max Uplift 1=-281(LC 9), 7=-291(LC 16), 9=-93(LC 9) Max Grav 1=546(LC 21), 7=898(LC 7), 9=1397(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1135/813, 2-3=-555/796, 3-4=-240/518, 4-5=-933/219, 5-6=-1399/567, 6-7=-837/322 OT CHORD 1-11=-758/903, 10-11=-311/596, 10-12=-400/621, 9-12=-733/954, 9-13=-589/950, 1314=-589/950, 8-14=-589/950, 8-15=-63/338, 7-15=-63/338 WEBS 3-9=-329/93, 4-9=-990/125, 6-8=-470/979, 5-8=-396/118, 2-10=-9/319, 2-9=-642/90, 4-8=-153/768 Structural wood sheathing directly applied or 5-3-12 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 7-8. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9 except (jt=lb) 1=281 , 7=291. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9)-This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 9-4-0 for 160.7 plf. LOAD CASE(S) Standard Q?,ioFESS1pN� �4 ©0 $OON LU C 074486 m *i ��2-31-13 /* July 10,2013 ® Iv�tzx�� - v�� ae!kt�r Q� ara x r,s cam T��s rx+�crsra� rdrr��s r.�s rac-� �aa-7�aTa .�it� — Design valid for use only with MTek connectors. This design isbased only upon parameters shown and is for an inclividual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown 1! B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the A ' �y!l�.. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M fabrication, quality control, storage, delvery, erection and bracing, consult ANSI/TPII Quality Crtieria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 372, Alexandria, VA 22314. 1f Soutlwm. Pine(SPI ivm'te- is spacffied: t'rsa,£lesign values ars-2ha a zF—.e,-dve i$N=J2013 bvAI.SC Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply R40054728 2471 A T1 O Roof Special 2 1 Job Reference optional) .,a� , c curs rage i ID:OLD2UghlB.YYVZr050v1sXZPQke-N6 ;n!; l Sm2K1edIOxZ3MV6dJWt6jnK92EkJy4TR 5-1-0 11-8-1 159-8 51-0 6.7-1 4-1-7 416 = 4.00 12 2 4) 1�- 10 8 11 7 12 6 13 5 9 3x4 = 3x4 = 2x4 II 3x4 = 4x4 II 2-36 7-10-11 11-8.1 1538 Scale = 1:33.1 LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TP12007 CSI TC 0.47 BC 0.49 WB 0.25 (Matrix) DEFL in Vert(LL) -0.08 Vert(TL) -0.13 Horz(TL) 0.01 Wind(ILL) 0.01 (loc) I/defl Ud 7-8 >999 480 7-8 >999 240 5 n/a n/a 6-7 >999 240 PLATES GRIP MT20 220/195 Weight: 84 lb FT = 20 % LUMBER BRACING TOP CHORD 2x4 DF N0.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Mi fek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation u'de. REACTIONS (lb/size) 9=682/Mechanical, 5=682/Mechanical Max Horz 9=-80(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-379/21, 2-3=-771/0, 3-4=-942/0, 1-9=-664/0, 4-5=-629/0 BOT CHORD 8-11=0/523, 7-11=0/523, 7-12=01863, 6-12=0/863 WEBS 2-8=-400/11, 2-7=0/434, 3-7=-295/54, 1-8=0/553, 4-6=0/820 IOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. OFESS/p!�I�, LOAD CASE(S) Standard �O © Soo 0 2 LU C 074486 'P- E 12-31-13 �TgrFOF July 10,2013 WAftldzNO-V—Adesign €sar=wtersrrndR&WNOSWOi TRISAM1NCrZilM.fiflnKRUPRMEPACE ?7ir-74nBEF'CREf3SL? Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MijTek' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Sheet. Suite 312, Alexandria, VA 22314. CiWs Heights, CA, 95610 Pf$autkam Dine t 9vmbs is �:. t fled„ t-va design vxkres axe-. rham eftrt- r 06/01 f2013 bV AtSC Job Truss Truss Type Qty Ply R40054729 lJob 2471 A TIP Hip 1 1 Reference (optional) ama, maro, cR - Vuw 7.420 s May 10 2013 MTek Industries. Inc. Tue Jul 09 18:07:15 2013 Page 1 ID:OLD2Ugh6zrYYVZrO5OvlsXzPQke-slJn_Rd6GVadfUogBOXA5HueNlflcYcxZpooGlyzjTQ 39-8 6-4-8 11-4-4 159-8 11 2-7-0 4.11-12 4-5-4 6x10 MT20H = 4.00 12 4x6 = 11 9 12 13 14 8 15 16 _ 10 3x4 = 3x4 11 3x4 = 3x4 = 04 II Scale: 3/8"=1' 1 2-2 0 7-10-6 11-6-1 15-9-8 2316 5-6-12 3-7-11 4-3-7 Plate Offsets (X,Y): f2:0-5-4.Edae1, f6:Edge 0-3-91 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.63 Vert(LL) -0.09 Q >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.49 Vert(TL) -0.25 8 >746 240 MT20H 1651146 BCLL 0.0 ' Rep Stress Incr NO WB 0.28 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.05 8 >999 240 Weight: 81 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-3. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 9-10. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 10=754/Mechanical, 6=715/Mechanical Max Harz 10=-84(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-481/17, 2-3=-605/22, 3-4=-808/0, 4-5=-1018/0, 1-10=-867/0, 5-6=-667/0 BOT CHORD 9-12=0/605, 12-13=0/605, 13-14=0/605, 8-14=0/605, 8-15=0/936, 7-15=0/936 "IEBS 2-9=428/20, 3-8=0/378, 4-8=-381/45, 1-9=0/865, 5-7=0/894 OTES ,) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. O4 � 8) Refer to girder(s) for truss to truss connections. j� �FS.S/ 9) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the ZL�k, S�� Bottom Chord, nonconcurrent with any other live.loads. y 10) Graphical puriin representation does not depict the size or the orientation of the Pullin along the top and/or bottom chord. .�� a G7 LOAD CASE(S) Standard I C 074486 P * P 12-31-13 ir 9� 'OF r July 10,2013 A i1981t Itr, - Verify dzsign paramelers and PEAD N('J W ON TRIS AM Mrj-r UED ONT&K PZFFY-9 'S PdCEW1-7478.S9MRE i SP -- Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for on individual building component. �4 Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Ls the responsibility of the �{ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek- fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-8? and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. ff h,am Citrus Heights, CA, 85810 sourPine B51%1 Wmbea is irpscwed, the design values are cft-tare W01J2023 by AISC Job Truss Truss Type Qty Ply R40054730 2471_A - T10 Hip 1 1 Job Feference o tional amc:, inaro, UA - BLLu3 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:07:16 2013 Page 1 ID:OLD2Ugh6zrYYVZrO5OvlsXzPQke-KVt9CneklpiUHeB01j2PeURjtQzxLOg4nTXLpBMTP 1.9.8 51-0 8-4-8 159-8 1-9-8 338 3-3-8 7-5-0 4.D0 J12 4x4 = 3x4 = 4x6 = 10 8 11 7 12 R Scale = 1:29.6 9 4x8 = 3x10 = - 6x10 MT20H 11 2x4 II Special I 1-9 B 84 8 159-8 1-9-8 S7-0 i 7-SO Plate Offsets (X,Y): 15:0-3-0.0-2-01. 16:0-3-9,Edoel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.96 Vert(LL) -0.14 6-7 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.22 7-8 >842 240 MT20H 165/146 BCLL 0.0 ' Rep Stress Incr NO WB 0.22 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.01 7-8 >999 240 Weight: 85 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No. 1&Btr G end verticals, and 2-0-0 oc pudins (6-0-0 max.): 2-4. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide REACTIONS (lb/size) 9=5715/Mechanical, 6=682/Mechanical Max Horz 9=-88(LC 3) Max Uplift9=-5029(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-310/13, 2-3=-296/13, 34=-824R, 4-5=-938/0, 1-9=-723/0, 5-6=-606/15 BOT CHORD 8-11=0/640, 7-11=0/640, 7-12=-111366, 6-12=-11/366 " EBS 3-7=0/303, 1-8=0/694, 5-7=0/543, 3-8=-502/6 OTES Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. t�FE$j O 9) Provide QR metal plate or equivalent at bearing(s) 9 to support reaction shown. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) sooty Fy 9=5029. �1�4�4 �� . ti 2� �y 11) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the �� Bottom Chord, nonconcurrent with any other live loads. C4$� 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2517 Ib down and 2527 lb up at E 12731-13 0-1-12, and 2517 Ib down and 2527 Ib up at 0-1-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). c3'N 1 � LOAD CASE(S) Standard C,OF ; bdv 1r) 71711Q Continued on page 2 ® if/AiRKNG - Verib d&a ig Barum&eras mid READ WnW Ot i IRIS AAFD DrZ.1;d7VBD.AU PEE PE:FFs#2V14TE PAGE P91-7473 F &VY)Re [AM Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown �f is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiility of the ty �{ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mw ig W fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Informaiton available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. :f5as. =_rn,'rire 5p} lumi?eF is esified:: r,,t design -vacates am Those of Tirve 06/01/2€II23 byP:1SC Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply R40054730 Lb 2471 A T1a Hip 1 1 Reference (optional) BMC, Inoio, CA-92203 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-68, 2-4=-68, 4-5=-68, 6-9=-20 Concentrated Loads (lb) Vert:9=-5034(F=-2517) r.nzu s may iu du' J mi i eK inausmes, ma i ue um ua io:urio zuis raged ID:OLD2Ugh6zrYYVZrO50vlsXzPQke-KVt9Cnek1piUHeB01j2PeUNtQzxL0g4nTXLpByzjTP WARNM - Verify d si9st Inaram&rras and READ NOM ON TWIS AND INCGiIDED.PtfaM PEFERETCE PAGE Mal-7473 BEMRS USE. Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for an individual building component. �` Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown 'a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resporaibillity of the Nil' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. for general guidance regarding MiTeW fabrication, quality control, storage, delivery. erection and bracing, consuh ANSI/TPII Quality CMeria, DSO.89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 1f sout ism pinetsp) lumbez, is 5p2LTfied: Oka, design V".fEa illam those z t:trrt DGgi$1 f24S3 by AILSC Job Truss Truss Type Qty Ply R40054731 2471 A 11R Half Hip Truss 1 1 efere JobRnce o tional �0-11-0 I 5-1-0 N 6 4-2-0 4.00 12 44 = 3x4 11 2 1— s may iu zuid mr i ex mausmes, inc. rue dui us 1u:ur16 zola Page 1 ID:OLD2Ugh6zrYYVZrO5OvlsXzPQke-KVt9CneklpiUHeB01j2PeURm6Q VLOi4nTXLpByzITP 9-3-0 15-" 4-2-0 6-6-8 Scale = 1:28.0 2x4 II - 6x8 = 3 10 8 11 7 3x6 = 12 6 9 3x10 = Sx6 II 34 = 5-1-0 4-2-0 6-0-8 Plate Offsets (X,Y): 12:0-2-4,0-0-121. WEdge.0-3-91 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Weft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.82 Vert(LL) -0.10 6-7 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.52 Vert(TL) -0.15 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.22 HOrz(TL) 0.01 6 n/a n/a BCDL 10.0 Code IBC2009lfPI2007 (Matrix) Wind(LL) 0.01 7-8 >999 240 Weight: 84 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-4. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS (lb/size) 6=682/Mechanical, 9=682/Mechanical Max Harz 9=-90(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-742/2, 3-4=742/2, 4-5=-951/0, 5-6=-609/13 BOT CHORD 8-11=0/840, 7-11=0/840, 7-12=7/306, 6-12=-7/306 WEBS 5-7=0/599, 2-9=-686/41, 2-8=0i718, 3-8=-309/36 DTES Unbalanced roof live loads have been_ considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Ezp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the 4 QFESSt Bottom Chord, nonconcurrent with any other live loads. 9) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. �lt,� O 500N 9`F LOAD CASE(S) StandardCOD L U C 074486 rn *. EX 12-31-13 �TgrFOF GA � \P July 10,2013 A VARMNG - Verif j design jpuram&em arnd READ NO &S ON THIS AND rNr[,UDED AUTEK P. EP—EME PACE IUI.747a .B13"PE iW Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an indvidual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Wit is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction a the responsibillity of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI BuOding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. 1f5aurh--m trine tM Iumbes l e is spood, t§w_ design vafue:rc athose e1He=rote%10,12013 byA1Si Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply R40054732 2471 A T1S Flat Truss 1 2 Job Reference o tional amp, .na... t;v. - n[[ue 7.420 s May 10 2013 Mrrek Industries, Inc. Tue Jul 09 18:07:17 2013 Page 1 ID:OLD2Ugh6zrYYVZrO50vl sXzPQkeohRXP7fMD6gLvomDJQZeBiz?JgJO4PvE07HvLey747O 3.0.7 8-6-2 1130 15-9-83.47 SS12 2-8-14 4-6-8 Scale = 1:27.8 NAILED NAILED NAILED Special 2x4 II NAILED 4x4 = NAILED NAILED 3x4 = 44 4.OD LV 14 15 16 8 17 18 19 7 20 6 9 4x6 _ JL26 JL26 JL26 4x4 = JL26 JL26 4x12 = 4x4 II JL26 HJC26 50-5 11-3-0 159.8 5-9-5 5-5-12 ---� 4-E-B Plate Offsets (X,Y): I6:Edae,0.3-91 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.53 Vert(LL) -0.07 7-8 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.13 7-8 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.48 H6rz(TL) 0.02 6 n/a n/a BCDL 10.0 Code IBC2009ITP12007 (Matrix) Wind(LL) 0.01 7-8 >999 240 Weight: 176 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or B-0-0 oc pufins, except BOT CHORD 2x6 OF No.2 G end verticals, and 2-0-0 oc puffins (6-0-0 max.): 1-4. WEBS 2x4 OF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 9=1578/Mechanical, 6=1359/Mechanical Max Horz 9=-72(LC 3) Max Grav 9=2583(LC 12), 6=2113(LC 15) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11 =-3965/0,11-12=-3965/0, 3-12=-3965/0, 3-13=-3233/0, 4-13=-3230/0, 4-5=-3481/0, 5-6=-1960/0 BOT CHORD 9-14=0/2356, 14-15=0/2356, 15-16=0/2356, 8-16=0/2356, 8-17=0/3860, 17-18=0/3860, 18-19=0/3860, 7-19=0/3860, 7-20=-2/339, 6.20=-2/339 WEBS 2-9=-2935/0, 2-8=0/2172, 3-7=-980/0, 4-7=0/1005, 5-7=0/3120 IOTES 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to girder(s) for truss to truss connections. 10) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. T2) Use USP JL26 (With IOd nails into Girder & NA9D nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 0-11-12 from the left end to 9-2-4 to connect truss(es) JD (1 ply 2x4 DF) to back face of bottom chord. 13) Use USP HJC26 (With 16d nails into Girder & 10d nails into Truss) or equivalent at 11-2-10 from the left end to connect truss(es) JD (1 ply 2x4 DF), Ct C (1 ply 2x4 DF) to back face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. 15) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. ©Q?OFESS/o CID so LU U� Of C 074486 �. E 12-31-13 sT�lFOF _Inly 1f1 7nv:t .� Continued on page 2 ' A WARNING - Verify design parumc3rrs �=d READ ARr. M ON THIS AM ML OD&I.01MAK PXF 'f REME PACE J9 a1-7473 BE7`LJW USE. Design valid for use only with MTek connectors. This design B based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsiUllity of the /L erector. Additional permanent bracing of the overall structure is the responsibility of the binding designer. For general guidance regarding M!Tek' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Ef Sautiern. Pine ISA I-M'.bs' is slsecified, rh- deaign.uabaes author a�etive 06f011201:3 bVArus:LSC Heights, CA, MID Job Truss Truss Type Qty Ply R40054732 2471 A T1S Flat Truss 1 2 Job Reference (optional) Q.— Mui., n - z4— r.azu s May lu 2u13 Mf1 ek mausines, Inc. i ue Jul oe 18:07:17 2013 Page 2 NOTES ID:OLD2Ugh6zrYYVZrO50vlsXz.PQke-ohRXP7fMo6gLvomDJQZeBiz?JgJO4PvE07HvLeyzj7O 16) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 149 lb down and 26 lb up at 11-3-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-68, 4-5=-68, 6-9=-20 Concentrated Loads (lb) Vert:4=-109(B) 2=-93(B) 7=-331(B) 10=-93(8) 11=-187(B) 12=-93(B) 13=-93(B) 14=-96(B) 15=-96(B) 16=-191(B) 17=-96(B) 19=-96(B) ® WAf NMU - Verify e&�ign parmn& rs a=d READ NOTW ON TRIS AIM INCLLffiEr7.fl$ TEK PEF'ERSEN1 E PAW FRTi-747J .BE'MR-,s (IS& Design valid for use only with Mifek connectors. This design is based only upon parameters shown, and is for on indviduol building component. �� Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek- fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Suite 109 S ck Lan e, ne, 7777 Greenback Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, ne, 1f 510umara DinetSp}lvtni+e>,: is;Pes-ed.,-tnerleaign values am Lhasa efts -we osfalf2013 byAtsc95610 Job Truss Truss Type Qty .Ply R40054733 2471_A T2A COMMON TRUSS 1 3 Job Reference (optional) moio, CA - 92203 7,420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:07:20 2013 Page 1 ID:OLD2Ugh6zrYYVZrO5OvlSXzPQke-CG7928hF51CwmFVo_ZGLoKbXg2JfHlvgi5VZyyyz)TL 3-2-3 SS3 811-3 12-0.0 150.14 18.6.14 20.313 24-0.0 2540 12.3 2-30 3-(i0 3.0.14 3.0.14 3.6.0 2-30 32-3 1.0.0 Scale = 1:41.2 5x6 = 4x12 = 7x10 II JUS24 JUS24 JUS24 JUS24 37 3x6 I I 3x4 = 8x12 = 8x12 = 3x4 = 3x6 11 3x10 = HUS26 HUS26 JL26 JUS24 THD26.2 Special 1 SS3 8.11-3 150.14 181r14 20.9.13 24.0-0 32.3 230 6-1-11 3-6-03.6.0 30 2-3.0 Plate Offsets (X,Y): I1:0-2-0.0-0-71.113:0-5.8,0-4-81 114:0-5-8 0-4-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.39 Vert(LL) -0.20 13-14 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.69 Vert(TL) -0.64 13-14 >449 240 BCLL 0.0 Rep Stress Incr NO WB 0.53 Horz(TL) 0.11 9 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix-M) Wind(LL) 0.06 15 >999 240 Weight: 389 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.18BV G TOP CHORD Structural wood sheathing directly applied or 5-8-1 oc purlins. SOT CHORD 2x6 OF SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Stud G WEDGE Left: 2x4 DF Stud REACTIONS (lb/size) 9=4021/0-5-8 (min. 0-1-11), 1=5873/0-5-8 (min. 0-2-5) Max Horz 1=-52(LC 6) Max Grav 9=4659(LC 7). 1=6426(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-17919/0, 2-3=-16307/0, 3-4=-13186/0, 4-5=-12495/0, 5-6=-11971/0, 6-7=-12665/0, 7-8=-13315/0, 8-9=-13430/0 BOT CHORD 1-22=0/9262, 22-23=018969, 1-23=0/8951, 1-24=0/16973, 16-24=0/16889, 16-25=0/16765, 25-26=0/16679, 15-26=0/16608, 15-27=0/15105, 14-27=0/14591, 14-28=0/8738, 28-29=0/8673, 29-30=0/8272, 30-31=0/8328, 31-32=0/8328, 13-32=0/8720, 13-33=0/12028, 33-34=0/12028, 12-34=0/12257, 12-35=0/11976, 11-35=0/12173, 11-36=0/12205, 9-36=0/12464, 9-37=0/12708 WEBS 5-13=0/5137,7-13=1021/91,7-12=-156/525,8-12=-169/556, 8-11=-330/240, 5-14=0/5053,3-14=-3184/133,3-15=-90/2049,2-15=-1640/0,2-16=0/1253 NOTES 1) Special connection required to distribute web loads equally between all plies. 2) 3-ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 2 rows staggered at 0-4-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc. ??,OFESS/p,�f Webs connected as follows: 2x4 -1 row at 0-9-0 oc, Except member 8-11 2x4 - 2 rows staggered at 0-4-0 oc. 3) All loads $00 FZ are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. �Q 0 C 4) Unbalanced roof live loads have been considered for this design. i G 5) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right w C m exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 .0�4486 M 6) This truss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live loads. ` 1 2-S.) 13 7) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will * k fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members.T IV 9) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the T 'OF Bottom Chord, nonconcurrent with any other live loads. 10) This truss has been designed for a total drag load of 4200 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 24-0-0 for 175.0 plf. II IIV 10 9(113 Continued on Daae 2 A iAA€'�NMG.a - Verify design pc:,umetrrx =d s EAD NOT &S ON TRI S AND 1Nr[,diDM MMK PZFFR0CE PAGE PSdf-747P .S Oiiii [W. Design valid for use only with Mgek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the ■ T �` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidanceMi tregarding eR- fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 1f 50Uthl!m Pine1SP) lumber is sgrasified. Vl a dg esin mf, � a� thosa= efectihte O6/02/2.`313 byA.15C Job Truss Truss Type Qty Ply R40054733 2471 A T2A COMMON TRUSS 1 3 Job Reference (optional) NOTES r.azu s may iu zui s mn eK Inausbles, Inc. iue Jul Us 15:07:20 2013 Page 2 ID:OLD2Ugh6zrYYVZrO50vlsXzPQke-CG7g28hF51CwmFVo_Z6LoKbXg2JfHNgi5VZyyyzjTL 11) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-10-12 from the left end to 3-10-12 to connect truss(es) T1J (1 ply 2x4 DF), T1 K (1 ply 2x4 DF) to back face of bottom chord. 12) Use USP JL26 (With 16d nails into Girder & NA9D nails into Truss) or equivalent at 5-7-4 from the left end to connect truss(es) T1 M (1 ply 2x4 DF) to back face of bottom chord. 13) Use USP JUS24 (With 10d nails into Girder & 10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 7-0-12 from the left end to 13-11-4 to connect truss(es) T1 O (1 ply 2x4 DF), T1 P (1 ply 2x4 DF), T1 Q (1 ply 2x4 DF), T1 R (1 ply 2x4 DF) to back face of bottom chord. 14) Use USP THD26-2 (With 16d nails into Girder & 10d nails into Truss) or equivalent at 15-10-8 from the left end to connect truss(es) T1 S (2 ply 2x6 DF) to back face of bottom chord. 15) Fill all nail holes where hanger is in contact with lumber. 16) "NAILED" indicates 3.10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 484 lb down at 20-6-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-68, 5-10=-69, 9-19=-20 Concentrated Loads (lb) Vert: 8=-1 6(B) 11=-23(B) 15=-878(B) 23=-1056(B) 25=-1058(B) 27=-662(B) 28=-662(B) 29=-695(B) 31=-662(B) 32=-662(B) 33=-1339(B) A& WARNTNG - Verify dmign narartr&rr s mxd PSAD MCYiaiS OH INNS AI£D. IMLVDED.if8ETUK F.E?F pER_vWS PACE Pffl-7473 EEMPE EMP Design valid for use only with MBek connectors. This design is based only upon parameters shown, and 6 for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown �` is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek fabrication, quality control, storage, delivery, erection and bracing, consult ANSIfrPil Quality CAleria, DSB-6y and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. if tau 41em Pine Ml luml)Sr is spexifies3; t-1,2— 4 lgn vafue: are those of e--tisse M/02 (2013 trVAISC Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply R40054734 2471 A T2B COMMON TRUSS 1 1 Job Reference (optional) BMC, Indio, CA- 92203 - 7.420 s May 10 2013 Mi rek Industries, Ina Tue Jul 09 18:07:21 2013 Page 1 ID:OLD2Ugh6zrYYVZrO5OvlsXzPQke-gSh2FUhsLKnOP4 YGeaLY8itRaYOHspxIF6UPyz)TK !164- 2 I 12-0-0 I 17-7-14 24-0-0 25-0-0 2 57-14 5-7-14 -8-4-2 1-10 Scale = 1:41.2 416 = 199 aza — sxn — ---- &2-2 159-14 24.0.0 12-2 7-7-12 8-2-2 Plate Offsets MY): rl:0-3-12.0-1-81. 15:0-3.12.0-1-81. 18:0-0-00-3-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0.26 7-8 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.97 Vert(TL) . -0.55 1-8 >510 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.23 Horz(TL) 0.09 5 n/a n/a BCDL 10.0 Code IBC2009/1-PI2007 (Matrix) Wind(LL) 0.05 1-8 >999 240 Weight: 92 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD BOT CHORD 2x4 DF No.1&Btr G BOT CHORD WEBS 2x4 DF Stud G REACTIONS (lb/size) 1=1033/0-5-8 (min. 0-1-8), 5=1125/0-5-8 (min.0-1-8) Max Horz 1=-51(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2451/0, 2-3=-2163/0, 3-4=-2151/0, 4-5=-2449/0 BOT CHORD 1-9=0/2270, 8-9=0/2270, 8-10=0/1541, 7-10=0/1541, 7-11=0/2254, 5-11=0/2254 WEBS 3-7=0/127, 4-7=-424/73, 3-8=0034, 2-8=-432/76 Structural wood sheathing directly applied or 3-10-0 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer stallation guide. MOTES I Unbalanced roof live loads have been considered for this design. I Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed..; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas.where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard O4gOFESS/p� SOON o�co 2 v C 074486 *� E 2 31 i . /* �OF July 10,2013 A WAING - Verify dm,9n ptrrzmdras =d READ N(rim ON 77ns Am mcLi}DE 3.nT£3i pp-FP3 EmE PAGE M1I-747J .E3a:MPr {GSE. Design valid for use only with MOek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Wit is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily of the M�%k erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII qualify Criteria, DSB-89 and BCSI BuBding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, 1rsouth—amPieg t,mreTis5ratmed, e�;,:�L amthorxere--aeD610/20?3bVAIscCA,95610 Job Truss Truss Type Qty Ply R40054735 Lb 2471_A T2C COMMON TRUSS 1 1 Reference (optional) ismu, Incio, UA - 92203 7.420 s May 10 2013 M7ek Industries, Inc. Tue Jul 09 18:07:21 2013 Page 1 6OLD2Ugh6zrYYVZrO50v1 sxzPQke-gSh2FUitsLKnOP4_YGeaLY8fxRaZOHspxIF6UPMTK 6-4-2 12-0.0 17-7-14 24-0-0 25.0.0 6-4-25-7-14 5.7-14 6-4-2 1-"0 Scale = 1:41.4 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 44 = I4 0 3x10 = 5x8 = 3x4 = 3x10 = B-2.1 15-9-15 24-0.0 B-2.1 7-7-14 8-2-1 Plate Offsets (X,Y): f1:0-0-1,0-0-01,f5:0-0-1.0-0-01 f8:0-4-0 0-3-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.62 Vert(LL) -0.26 7-8 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.97 Vert(TL) -0.55 1-8 >511 240 BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(TL) 0.09 5 n/a n/a BCDL 10.0 Code IBC20097rP12007 (Matrix) Wind(LL) 0.10 1-8 >999 240 Weight: 92 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 2-6-9 oc purlins. BOT CHORD 2x4 OF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 4-6-9 oc bracing. WEBS 2x4 OF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [installationuide REACTIONS (lb/size) 1=103310-5-8 (min. D-1-15), 5=1125/0-5-8 (min. 0-2-1) Max Horz 1=-139(LC 16) Max Uplift I =-726(LC 9), 5=-757(LC 12) Max Grav 1=1816(LC 8), 5=1907(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4672/2208, 2-3=-3301/1005, 3-4=3289/968, 4-5=-4792/2199 BOT CHORD 1-9=-2179/4568, 9-10=-2179/4568, 8-10=-1476/4568, 8-11=-1205/2877, 7-11=-1468/3140, 7-12=-1695/4464,12-13=-2047/4464,5-13=-2047/4464 fEBS 3-7=Or728, 4-7=-453/102, 3-8=0(735, 2-8=-461/105 CITES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb) 1=726, ��Ess/ 5=757. �9?, 7) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the �� Bottom Chord, nonconcurrent with any other live loads. 8) This truss has been designed for a total drag load of 4600 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag .�� 0, loads along bottom chord from 5-6-8 to 17-6-8 for 383.3 plf. U t� Z LOAD CASE(S) Standard Cr X C 074486 rn * E 12-31-13 sT�r 1 FaFC ° July 10,2013 A IAAiiNINC - Yerif y d&qg- narartllt rsi anal P-EAD M)T W ON 7711B AND 1XrLUDED /l IUAK t".EFir2EiKE PACE ffl-74n ,BUF ORFf OS E. -- Design valid for me only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. �R Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respom billity of the .rs erector. Additionol permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M1Tek- fabrication, quality control, storage, delivery, erection and bracing, consuit ANSI/TPII Quality Criteria, DSB-89 and SCSI BuBding Component 7777 Greenback Lane, Suite 109 Safety Infoanalioen available from Truss Plate ImtItute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 ,f,:ouYn2 PaniSPj'umbesa ec e:3,: tJ."r_delis :vxf�ras arE:tAorg e.:Cive 05fttt=,f2d?13 hy:A':LSi Job Truss Truss Type Ply jQty, R40D54736 2471 A T2D COMMON TRUSS 7 1 Job Reference (optional BMC, Indio, CA - 92203 7.420 s May 10 2013 M7ek Industries, Inc. Tue Jul 09 18:07:22 2013 Page 1 ID:OLD2Ugh6zrYYVZrO5OvlsXzPQke-8eEQSgUdfSd?ZeA5 9ptlhtwrwvlk82AP_gOryzjTJ 6A-2 12-0-0 17.7-14 24-0-0 250-0 1-OA 642 57-14 57-14 642 1-OO Scale = 1:43.0 445 = I$ 0 3x6 � 5x8 = 3x4 = 3x6 8-2-2 15314 24-0-0 8-2-2 7-7-12 + , 8-2-2 Plate Offsets (X.Y):f2:0-3-12,0-1-81.f6:0-3-12,0-1-81.f9:0-4-0.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) -0.26 8-9 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.54 2-9 >521 240 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(TL) 0.09 6 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Wind(LL) 0.05 9 >999 240 Weight: 93 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.t&Btr G TOP CHORD Structural wood sheathing directly applied or 3-10-12 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation REACTIONS (lb/size) 2=112310-5-8 (min. 0-1-8), 6=1123/0-5-8 (min. 0-1-8) Max Horz 2=48(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2442/0, 3-4=-2144/0, 4-5=-2144/0, 5-6=-2442/0 BOT CHORD 2-10=0/2247, 9-10=0/2247, 9-11=0/1534, 8-11=0/1534, 8-12=0/2247, 6-12=0/2247 WEBS 4-8=0/728, 5-8=-424/73, 4-9=Of728, 3-9=-424/73 '1OTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed.for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.O1b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard OFESS/O �ti o soon, 0 c LU UDC 0744862� rn * EY,. 12-31-13 �TgT'FQF July 10,2013 A WAW1 tlfx - Vcrff9 do s%r/st puram&ers =d PLAD h/07M ON THIS liPiriT I ;Lf3d 10 F E!i R. E 'REMB PAGE Mr- 74n SEr" (PE USA -- Design valid for use only with MiTek connectors. This design is based only upon parometers shown, and is for an individual building component. �R Applicability of design pommeters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the �L erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardiM ng '%k" fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quatify Criteria, DSO.89 and BCSI Building Component S 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, Lane, ff Soux:�m Fine JSPI lumber is-,petifie3, t"a design vafues are those eft=tine Obft12/2,€)2.3 t yAISC95610 Job Truss Truss Type pty Ply R40054737 2471 A T2E COMMON TRUSS 1 t Job Reference(optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 M7ek Industries, Inc. Tue Jul 09 18:07:23 2013 Page 1 ID:OLD2Ugh6zrYYVZrO5Ov1 sXzPQke-dropgA170yaUdjDNfhg2QzD1 VFF7UA0603kDZHy4Tl 6L4-5 12-0-0 17-7-11 24-0-0 25-0-0 1-0-0 6-4-5 57-11 5-7-11 64-6 Scale = 1:43.0 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 46 = I$ 0 4x6 = 4)6 = 5x8 = 3x4 = i 8-2-3 15-9-13 24-0-0 B-2-3 7-7-9 8-2A date Offsets (X,Y): f9:0-4-0.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.49 Vert(LL) -0.26 8-9 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.54 6-8 >519 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.22 Horz(rL) 0.10 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.07 6-8 >999 240 Weight: 93 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-0-7 oc purlins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [installationuide REACTIONS (lb/size) 2=1123/0-5-8 (min. 0-1-10), 6=1123/0-5-8 (min. 0-1-10) Max Harz 2=96(LC 13) Max Uplift2=-400(LC 9), 6=-400(LC 12) Max Grav 2=1548(LC 8), 6=1548(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3714/1129, 3-4=-2760/476, 4-5=-2760/476, 5-6=-3714/1129 BOT CHORD 2-10=-1121/3494,10-11=-1121/3494,9-11=-1000/3372,9-12=-770/2437, 12-13=-1092/2406, 8-13=-1092/2759, 8-14=-1039/3447, 6-14=-1039/3447 (EBS 4-8=0/728, 5-8=-439/89, 4-9=0/728, 3-9=-440/89 CITES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=400, 6=400. OFESSt O�yq 7) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, �R Soo YY nonconcurrent with any other live loads. 8) This truss has been designed for a total drag load of 2500 lb. Lumber DOL=(1.33) Plate DOL=(1.33) Connect 0, grip truss to resist drag �© ni loads along bottom chord from 7-0-0 to 15-0-0 for 312.5 plf. CDV rn 7 i �� X LOAD CASE(S) Standard W 12-31-13 FOFG July 10,2013 ® fAi3iF14sP70 - Vert y design caaramate�m and P&&D AVTW 01? 7WIS AM 1N0r VZlM.AfI. S1K 8'.i:I2REWE RAGE Ma17478.I3(',k`ORS (&a Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding p�{� BX1i ET ek' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95670 Ifsaut4=car Aire tm lumber is-'Pecifie 3,.� delogn r istes ace Those eft tive OGM11=3 byF:1S c Job Truss Truss Type Qty Ply R40054738 2471_A T2F SPECIALTRUSS 1 2 Job Reference o tional Bimr, rout., i-A - eccua 7.420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:07:24 2013 Page 1 ID:OLD2Ugh62rYYVZrO5Ovl sXzPQke-51 MBtWk19GiLFtoZDPBHzAmBbffrD7cGdjTm5kyzjTH 10.0 34 0 s-0 z 12-0-0 17-7-14 24-0-o z a0 1-0.0 3-40 3-0-2 5-7-14 5-7-14 64-2 1-0-0 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 5x6 = 4x12 — 6x8 = 5x6 = 5x6 ..I I Special 3x4 = Scale = 1:43.0 4x4 = 3.40 l 8-2-2 I 15-9-14 24D-0 3-0-0 4142 7-7-12 8-2-2 Plate Offsets MY): 12:0-0-3,Edoel 12:0-0-13 1-0-51 f4:0-2-4 0-2-OI. f10:G-2-12.0-3-01 111:0-3-12 0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.72 Vert(LL) -0.17 10-11 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.74 Vert(TL) -0.53 10-11 >530 240 BCLL 0.0 Rep Stress Incr NO WB 0.48 Horz(TL) 0.12 7 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.03 1D-11 >999 240 Weight: 202 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-0-13 oc purlins. BOT CHORD 2x4 OF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Stud G *Except* W1: 2x8 DF No.2 G, W2: 2x4 OF No.1 &Btr G WEDGE Left: 2x4 DF Stud REACTIONS (lb/size) 2=5184/0-5-8 (min.0-2-11),7=1740/0-5-8 (min. 0-1-8) Max Horz 2=-48(LC 16) Max Uplift7=-56(LC 12) Max Grav 2=5399(LC 8), 7=2003(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=14277/0, 3-4=-13783/0, 4-5=-6177/0, 5-6=-4382/0, 6-7=-5082/100 t0T CHORD 2-12=0/13298, 11-12=0/13132, 11-13=0/7827, 10-13=0/7666, 10-14=0/3568, 9-14=0/3573, 9.15=0/4471, 7-15=-68/4683 VEBS 5-9=0/685, 6-9=-393/96, 5-10=0/3125, 4-10=-2767/0, 3-11=0/653, 4-11=0/6699 NOTES 1) 2-ply truss to be connected together with 1 Od (0.13Vx3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x4 - 2 rows staggered at 0-2-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design.gOFESS/� 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 DOL=1.00 �Q SQ� q� Q' plate grip 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O + 2C 6) ` This truss has been designed for live load CO �� a of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will V� 2 fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. LU C 074486 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7. E 12-31-13 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) This truss has been designed for a total drag load of 1600 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads t \Q along bottom chord from 0-D-0 to 24-D-0 for 66.7 plf. 11) Hanger(s) device(s) or other connection shall be provided sufficient to support concentrated load(s) 4679 lb down at 3-4-0 on bottom OF C, chord. The design/selection of such connection device(s) is the responsibility of others. tA4l@#EP�andard July 10,2C A idrAdtNM - V-4 tr.-ign ar�zmr tors m2d PZAD lsl'O= OjV THE£, &M IMLUDED.M 9K i�..F.F&IRME PAW iff!-7473 IISMIM USE Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. �f Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsibillity, of the �L erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek- fabrication, quality control, storage, delivery, erection and bracing, consu8 ANSI7TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Safety Informreenback Lane, Suite 109 allon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexondria, VA 22314. 1fSatrr3,em Pine:.1p) lumber-. isspecifisd., Inn 6etign r hies am those ef`g-tire 06j01/20 zbyA1SC Citrus ebts, CA, Lane, 95610 Su 13 Job Truss Truss Type pry Ply R40054738 lJob 2471 A T2F SPECIALTRUSS 1 Reference o tional —cub may —u- mi i eK inausmes, inc. i ue Jul Ua 1a:UG24 2013 Paget ID:OLD2Ugh6zrW VZrO5ovl sX2PQke-51 MBtV*19GiLFtoZDPBH2Am8bffrDZcGdj rmSky747H LOAD CASES) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-5=-68, 5-8=-68, 2-7=-20 Concentrated Loads (lb) Vert: 11=-4679(F) ® WAT NTNG - Ve-rifB dmigm pizrrzrr &errs 4md MAD NMW ON MS APM DXLZMED.jfflT8K P.EFER- E PBiss MI SEMPS Ow - Design valid for use only with Mgek connectors. This design is based only upon parameters shown. and is for an individual building component. �a Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the i�� erector. Additional permanent brocing of the overall structure is the responsibility of the building designer. For general guidance regarding M fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criferia, DSO.89 and SCSI Building Component 7777 Greenback -Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. ig' h IfS oLg4iem piss $3F.} iumbe is �g rAed the desires go mfa those effe._tsve i)f 01/24?:3 byA1SC Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply R40054739 2471_A T213 MONOPITCH TRUSS 1 1 Job Reference (optional) aMC, Indio, CA - 92203 7.420 s May 10 2013 Mrrek Industries, Inc. Tue Jul 09 18:07:24 2013 Page 1 ID:OLD2Ugh6zrW VZrO5Ovl sXzPQke-51 MBtWNd9GiLFtoZDPBHzAmBrfcODcNGdjTm5ky7jTH 2-1 1-12 8-6-8 14-2-3 I 20-68 1 2� 2-10-12 5-7-12 5-7-11 6.45 1-0-0 Scale = 1:36.7 4.00 12 2x4 4x5 = I$ 0 9 " N. — 3x6 = 5x8 = 3x4 = LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TPI2007 CSI TC 0.52 BC 0.92 WB 0.30 (Matrix) DEFL in Vert(LL) -0.25 Vert(TL) -0.48 Horz(TL) 0.05 Wind(LL) 0.03 (loc) I/deft L/d 5-7 >978 480 5-7 >503 240 5 n/a n/a 5-7 >999 240 PLATES GRIP MT20 220/195 Weight: 88 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 4-4-1 oc purtins, except BOT CHORD 2x4 DF No.18Btr G end verticals. WEBS 2x4 OF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 9=884/Mechanical, 5=977/0-5-8 (min. 0-1-8) Max Harz 9=-48(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1234/0, 3-4=-1709/0, 4-5=-2006/0 BOT CHORD 9-10=0/1015, 8-10=0/1015. 8-11=0/1108, 7-11=0/1108, 7-12=0/1835, 5-12=0/1835 WEBS 2-8=0/258, 3-8=-55/269, 3-7=0/743, 4-7=426/73, 2-9=-1233/0 OTES Unbalanced roof live loads have been considered for this design. .1 Wind: ASCE 7-65; 85mph; TCDL=8.4psf; BCDL=6.Qpsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left. and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. �OFESS/p LOAD CASE(S) Standard (� OO SOON Oq`�2 LU C 074486 * E 12-31-13 �T9rFQF July 10,2013 WllfFiRKNGx - Verify deg ion P cram-t* .ym =. of PTA- T RR)'aTA ON TRJ8 APM INN &I7DM)-WT SK tiP GE PA Ifi7.747J BEFO[W I P -- Design valid for use only with Mifek connectors. This design is based only upon parameters shown, and is for an individual building component. �� Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the (i 's erector. Addtional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi F'g eM1 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI BuIlding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 372, Alexandria, VA 22314. Citrus Heights, CA, 95610 If&.urhem Pine er lurnbix-'Pectfied, the designvaRues;wethom elm. tivvt,0 M112011.3 byA SC Job Truss Truss Type Qty Ply R40054740 Ll 2471 A T3A COMMON TRUSS 2 1 Reference (optional) 8MC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:07:25 2013 Page 1 ID:OLD2Ugh6zrYYVZrO50vl sXzPQke-ZDwZ5slNwagCsl NIn6WVOJPb3_sy4CPsNDKdAy7;iTG 5-2-3 10-0-8 14-10-13 20-6-8 21$8 52-3 410-5 410.5 57-11 1-0-0 Scale = 1:35.8 416 = 4x4 = 5)(8 = 3x4 = 3x6 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.32 Vert(LL) -0.17 5-7 >999 480 TCDL 14.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.36 5-7 >666 240 — BCLL - 0.0 Rep Stress Incr NO WB 0.20 Horz(TQ -0.07 1 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.04 7 >999 240 LUMBER BRACING TOP CHORD 2x4 OF No.1&Btr G TOP CHORD BOT CHORD 2x4 OF No.1&Btr G BOT CHORD WEBS 2x4 OF Stud G REACTIONS (lb/size) 1=888/Mechanical, 5=981/0-5-8 (min. 0-1-8) Max Horz 5=-47(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2006/0, 2-3=-1782/0, 3-4=-1811/0, 4-5=-2067/0 BOT CHORD 1-9=0/1841, 8-9=0/1841, 8-10=0/1300, 7-10=0/1300, 7-11=0/1897, 5-11=0/1897 WEBS 3-7=0/661, 4-7=-361/63, 3-8=0/627, 2-8=-325/68 PLATES GRIP MT20 220/195 Weight 79 lb FT = 20% Structural wood sheathing directly applied or 4-4-6 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. `TOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard rg OQROFESS/0 SQON LU C 07448 *` E .- 12 31-13 �* 4F July 10,2013 i9AWW. - Verif%l d—sign param&erx and PSAD M)TS'.9 ON MIS INCLVDED MTSK P'.f:FEStM C:E PAW P9/-747ZIBEFORE (ME. -- Design valid for use only with MiTek connectors. This design's based only upon parameters shown, and's for an individual building component. Applicabifity of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown re is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mil fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPil Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. 1f 5au^tham pine (Sp) tarmbe: 1; agsatified, the 684ign va uw axe the elfect3 05/01jZD1.3 byA'tSC Coms Heights, CA, 95610 Job Truss Truss Type Qty Ply R40054741 2471_A T3B HIP TRUSS 1 1 Job Reference o tional Bivic, rn ro, C rA->ccua 7,420 s May 10 2013 M7ek Industries, Inc. Tue Jul 09 18:07:25 2013 Page 1 ID:OLD2Ugh6zrYYVZr050v1 sX7PQke-2DwZ5slNw8gCsl NIn6iWVOJRf31 ty33PsNDKdAyzjTG 410.7 9.6.8 10-8.8 152-9 20-6.8 21.6-8 4-10.7 4-8-1 1-0.0 4-8-1 5-3-15 1-0.0 Scale = 1:37.1 4x4 = 4x6 = 4x4 = 2x4 II 6x8 = 3x4 = 2x4 11 4x4 410.7 986 10-Cr8 152-9 20 6.8 410.7 4g1 1-0.0 4-B•1 S3.15 Plate Offsets (X,Y): I4:0-2-8,G-0-121, f10:0-2-8.0-3 81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.26 Vert(LL) -0:08 6-8 >999 480 MT20 2201195 TCDL 14.0 Lumber Increase 1.25 BC 0.63 Vert(TL) -0.23 8-9 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.28 Horz(fL) -0.07 1 n/a n/a BCDL 10.0 Code IBC20091TP12007 (Matrix) Wind(LL) 0.04 8-9 >999 240 Weight: 89 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 4-4-7 oc puffins, except BOT CHORD 2x4 DF No.1&Btr G 24)-0 oc purlins (5-6-7 max.): 3-4. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS (lb/size) 1=888/Mechanical, 6=981/0-5-8 (min. 0-1-8) Max Horz 6=-44(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2059/0, 2-3=-1512/0, 3-4=-1393/0, 4-5=-1522/0, 5-6=-2111/0 BOT CHORD 1-12=0/1878, 11-12=0/1878, 11-13=0/1878, 10-13=0/1878, 10-14=0/1390, 9-14=0/1390, 9-15=0/1938, 8-15=0/1938, 8-16=011938, 6-16=0/1938 `A/EBS 2-10=-600/17, 3-10=0/295, 4-9=0/486, 5-9=-647/1, 5-8=0/346, 2-11=0/345 CITES . / Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. OFESSj 8) This truss has been designed for a moving concentrated load of 250.O1b live located at all mid panels and at all panel points along the {l�1 r Bottom Chord, nonconcurrent with any other live loads.�� Soo 9) Graphical purlin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. ��0� LOAD CASE(S) Standard LUcr_ C 074486 ' * EX 12-31-13 �T�lFOFt'A � July 10,2013 WAPi}4 NO • Verif q des* arameterae mad -;L4D NMW ON MIS AND INCLUDBD MTRKP"EREME PACE ilfil-7473 [3E3J'GSP..E [ Sk Design valid for use only with M7ek connectors. This design B based only upon parameters shown, andis for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Wit is for lateral support of individual web members only. Additional temporary brocing to insure stability during construction is the responsibility of the ppa� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi #T e fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSII-89 and SCSI Bunting Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Hei 'frau1§te-Pine tSb}hrmber is sp-1fied:-t'w- design va�far�z€�tihas cFe:tnre 0QZ!/:2,f11.3 bv:. LSC 9hts, CA, 95610 Job Truss Truss Type Qty Ply 2471_A T3C HIP TRUSS 1 R40054742 Lb Reference (optional) maio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:07:26 2013 Page 1 ID:OLD2Ugh6zrYYVZrO5Ovl sXzPQke-1 Q Uxl CI?My3UAyxKpDl2brZHSORhV6Y51 yt9cyzjTF 7-6-8 - 12-&8 20-6-8 21-6-8 7-6-8 5-0-0 8-0-0 1-0-D Scale = 1:36.8 6x8 = NAILED 4.00 12 NAILED NAILED Special 5x6 = 3x10 = 7x10 = NAILED 6x8 = 3x10 = HJC26 NAILED HJC26 7-&8 1258 20-6-8 ' 7-6-8 5-0-0 B-0-0 Plate Offsets (X,Y): 16:0-4-0.0-4-81 MID-5-0 0-4-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.39 Vert(LL) -0.21 6-7 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.39 6-7 >627 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.35 Horz(TL) -0.08 .1 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Wind(LL) 0.03 6 >999 240 Weight: 177 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD BOT CHORD 2x6 DF SS WEBS 2x4 DF Stud G BOT CHORD REACTIONS (lb/size) 1=1811/Mechanical, 4=1900/0-5-8 (min. 0-1-8) Max Horz 4=-41(LC 6) Max Grav 1=2778(LC 12), 4=2790(LC 15) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-7829/0, 2-8=-7415/0, 8-9=-7415/0, 3-9=-7415/0, 3-4=-7972/0 BOT CHORD 1-10=0/7376, 7-10=Of7376, 7-1 l=0/7376, 11-12=0/7376, 12-13=Of7376, 6-13=0/7376, 6-14=Of7540,4-14=Of7540 WEBS 2-7=0/2299, 2-6=-165/281, 3-6=0/2154 Structural wood sheathing directly applied or 4-10-2 oc puffins, except 2-0-0 oc purlins (5-1-1 max.): 2-3. Rigid ceiling directly applied or 10-0-0 oc bracing. OTES 12-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -,1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-0-0 oc. Webs connected as follows: 2x4 - 1 row at 0-5-0 oc, Except member 6-2 2x4 - 1 row at 0-9-0 oc, member 6-3 2x4 - 1 row at 0-6-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85ni TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to girder(s) for truss to truss connections. 10) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 12) Use USP HJC26 (With 16d nails into Girder & 10d nails into Truss) or equivalent spaced at 4-11-4 oc max. starting at 7-6-14 from the left end to 12-6-2 to connect truss(es) JD1 (1 ply 2x4 DF), C3A (1 ply 2x4 DF), JD1 (1 ply 2x4 DF), C3A (1 ply 2x4 DF) to front face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. 14) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x325") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 186 lb down and 53 lb up at 12-6-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. Continued on Dacia, 2 QRp : ESSIOf $00 OjF 2 G) Z LU C 074486 * EX 1231 13 TAT OFCA .Iu1v 1f) 7f)13 WARKNG - Veriifg d,%igst pr rams fen. s smd PEAR N(rT 3.S ON 7WIS AND DXLZMRV RfI7£3R PEFERENCE PAGE P91.747Z) BE IRE USE. Wit Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of componentis responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the t{ It erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI BuBding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 ff5autt12m Pinetsp) lumber is�cffre�d. a d'•.ecirnuzlues are those eft--ti e05/0�;f2,01.1 byAISt Job Truss Truss Type PlyR400547422471A r Lb T3C HIPTRUSS Reference o bona amp, nmo, cr.- azzua 7.420 s May 10 2013 MiTek Industries, Inc Tue Jul 09 18:07:26 2013 Page 2 ID:OLD2Ugh6zrYYVZrO5Ovl sX2PQke-1 QUxICI?hty3UAyxKpDl2brZHSORhV6Y51 yt9cyzjTF LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-68, 2-3=-68, 3-5=-68, 1-4=-20 Concentrated Loads (lb) Vert:2=-126(F) 3=-186(F) 7=-599(F) 6=599(F) 8=-126(F) 9=-126(F) 11=41(F) 13=-41(F) ,&WACMM V( crifydeairgnparunute" ndREikD N07TEONTHIS AMM€;iMEDAUKS'P.F.f^Ef2. EY.BGEM11-747J,Efs:F`V?E(ISSP -- Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only,. Additional temporary bracing to insure stability during construction is the responsibillity of the Welk' T erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding lYI� elk' fabrication, quality control, storage, delivery, erection and bracing, consul ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. if5asrs ern Firms. sue} ium:••be:s its;azsified4 the besilrn vaf'� are those effe.trve 06102j2f3.T..3 by.415C Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply R40054743 Lb 2471_A T4A COMMON TRUSS 1 Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 Mrrek Industries, Inc. Tue Jul 09 18:07:28 2013 Page 1 ID:OLD2Ugh6zrYYVZrO5OvlsXzPQke-zocijtnGDVCnjU6KSEGE70xsvG_c9MNrYLR EVyz/TD -1-0-0 4-0.5 I 8-11 - 8-11-0 19-8-8 I 13.9.11 17-10-0 --� 1-10 40.5 41-3 0-9.8 D-9.8 41-3 4-D-5 D QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW 6x8 = 2x4 I 4 2x4 II 6 Scale = 1:31.3 4x12 = 3x10 II 8x12 = 8x12 = HUS26 3x10 II 4x12 = Special Special HUS26 HUS26 HUS26 I9 8 4.45 -1-8 9S8 13.9.11 17-1D-0 4-0-5 41-3 r 1-7-0 4-1-3- 4-0-5 1 Plate Offsets (X,Y): f2:D-1-15.Edael. 18:D-1-15.Edael. 110:0-6-0.0-4-121 f11:0-6-0 0-4-121 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) -0.17 9-10 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.94 Vert(TL) -0.55 9-10 >380 240 BCLL 0.0 Rep Stress Incr NO WB 0.56 Horz(TL) 0.12 8 n/a n/a BCDL 10.0 Code IBC2009frP12007 (Matrix) Wind(LL) 0.02 9 >999 240 Weight: 185 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.t&Btr G TOP CHORD Structural wood sheathing directly applied or 3-0-4 oc purlins. BOT CHORD 2x6 DF SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G REACTIONS (lb/size) 8=5462/0-5-8 (min. 0-3-1), 2=3733/D-5-8 (min. 0-2-5) Max Harz 2=44(LC 13) Max Grav 8=5791(LC 7), 2=4307(LC 28) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-11768/0, 3-4=-10821/0, 4-5=-10622/0, 5-6=-10514/0, 6-7=-10680/0, 7-8=-15726/0 BOT CHORD 2-13=0/1 1 121,13-14=0/1 1121, 12-14=0/11121, 12-15=0/11121, 11-15=0/11121, 11-16=0/9409, 10.16=0/9409, 10-17=0/14004, 17-18=0/14234, 18-19=0/14268, 9-19=0/14418, 9-20=0/14553, 20-21=0/14553, 8-21=0/14847 WEBS 5-10=0/3648, 6-10=0/418, 7-10=-4685/0, 7-9=0/2800, 5-11=0/3310, 4-11=0/525, 3-11=-1109/56, 3-12=0/691 OTES 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Tap chords connected as follows: 2x4 - 1 row at 0-4-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at G-5-0 oc. Webs connected as follows: 2x4 - 1 row at D-9-0 oc, Except member 6-10 2x4 - 1 row at 0-3-0 oc, member 4-11 2x4 - 1 row at 0-3-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 ¢ FESS 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for SODA 9� a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. �� v F� x 0 GT 7) A plate rating reduction of 20% has been applied for the green lumber members. ` 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the f� 074486 m LU C Bottom Chord, nonconcurrent with any other live loads. LU rn 9) This truss has been designed for a total drag load of 2000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag E 12-31-13 loads along bottom chord from 0-0-0 to 17-10-0 for 112.2 plf. 10) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 10-0-12 from the left end to 14-7-4 to connect truss(es) T1 B (1 ply 2x4 DF), TIC (1 ply 2x4 DF), T1 D (1 ply 2x4 DF), T1 E (1 ply 2x4 DF) to back face of bottom chord. s 1 �P 11) Fill holes hanger is in � all nail where contact with lumber. OF E 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 810 lb down at 3-5-8, and 3562 lb down at 8-1-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. .1111v 10 9011 Continued on Daae 2 ® iBARh_1M - Verify dz si yqn paramder s curd PXAD { 07M ON THIS AND INCLiWED AUTE S P�P,R- € PACE MT1-747J 8a?.e-ORE OSIP , Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown �f is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the Mi��! erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardik( ng fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI BuBding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 9f southern P9rrs4SPl luer bV is specified, Ole wethom efe.—Cme 06/011201.3 byALSC Citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply R40054743 2471_A T4A COMMON TRUSS 1 2 Job Reference (optional) esme, inaio, ev,-azzua LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-68, 5-8=-68, 2-8=-20 Concentrated Loads (lb) Vert: 9=-1056(B)11=-2296(B)14=-,366(B)17=-1056(B)19=-1056(B)20=-1750(B) 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:07:28 2013 Page 2 ID:OLD2Ugh6zrYYVZrO50vl sXzPOke-zocijtnGDVCnjU6KSEGE70xsvG_c9MNrYLR_EVy7-rD III.P.t s'4 IK - Verify cFc ign i rarn&ei n and PXAD NWW ON 7YILS AND I%ULMEii AUTEK REFERMWE PA7?f l-7473 ,13 'EFOPE LASE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown for lateral support of individual web members only. Additional temporary bracing to insure stability during constructionis the resporsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiT e fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Componenf 7777 Greenback La Safety Information availablene, Suite 109 rn able from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, Lane, tf sout?taRime f dumber it 5p cffied, s,a hdesign values we tholz effective DSf£t1 f.2013 by A1S£95610 Job Truss Truss Type Qty Ply R40054744 2471 A T4B COMMON TRUSS 1 1 o tional ob Reference BMC, Indio, CA - 92203 7.420 s May 10 2013 Was Industries, Inc. Tue Jul 09 18:07:28 2013 Page 1 ID:OLD2Ugh6zrYYVZrO50vlsXzPQke-zocijtnGDVCnjU6KSEGE70xujGzK9SJrYLR EVyzjTD -1-D-0 , 5.3.15 + 8-11-0 12-6-1 ) 17-10.0 1.0-o 5-3-15 3-7-1 3-7-1 5-3.15 Scale = 1:31.6 4x4 = lY 0 4x6 = 3x1D = 4x6 = 8-11-0 8-11-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.46 Vert(LL) -0.31 6-7 >682 480 MT20 220/195 TCDL 14.0 Lumber Increase . 1.25 BC 0.96 Vert(TL) -0.56 6-7 >373 240 BCLL 0.0 Rep Stress Incr NO WB 0.18 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code IBC2009ITP12007 (Matrix) Wind(LL) 0.03 6-7 >999 240 Weight: 67 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-9-10 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [installation guide. REACTIONS (lb/size) 6=761/0-5-8 (min. 0-1-8), 2=854/0-5-8 (min. 0-1-8) Max Horz 2=42(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1673/0, 3-4=-1279/0, 4-5=-1280/0, 5-6=1686/0 BOT CHORD 2-8=0/1540, 7-8=0/1540, 7-9=0/1555, 6-9=0/1555 WEBS 4-7=0/587, 5-7=-445/65, 3-7=-429/58 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss.has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard �¢OFESS/ j ti LU C 074486 mn *` EX� 12-31-13 f July 10,2013 A I&Ai ING - Verify d zign wu mmcfeirs azr<d PEAD I'MW ON 7WIS AM INCLUDED . NTSK FEFER E PAW Ml-7473 .SPMPX [ME. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. wit Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and BCSI BuBding Component 7777 Greenback Lane, Suite 109 Safety Information available from Taus Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. - Citrus Heights, CA, 95610 ff Sou�rn.PinellSP} Ivm'be,-: is srxsifiPd, tbaslesi values are thaw efertive 0f:.�02/2013 tsy ALSO 9 Job Truss Truss Type Qty Ply R40054745 2471 A T4C COMMON TRUSS 6 1 Job Reference (optional) 5MC, Indio, CA - 97203 7.420 is May 10 2013 MTek Industries, Inc. Tue Jul 09 18:07:29 2013 Page 1 ID:OLD2Ugh6zrYYVZrO5OvlsXzPQke-R?A4wDouzoKeLehWDynTgET4pgJhuva?n?BXmxy747C 5-3-15 8-11-0 12$1 17-10-0 11- 10-0 1-0.0 5-3-15 3-7-1 3-7-1 5-3-15 1-0.0 1 Scale = 1:32.9 44 = 4x6 = 3x10 = 416 B-11-0 8-1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.31 6-8 >682 480 TCDL 14.0 Lumber Increase 1.25 BC 0.95 Vert(TL) -0.55 6-8 >381 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.18 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Wind(LL) 0.03 8 >999 240 LUMBER TOP CHORD 2x4 DF N0.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G REACTIONS (lb/size) 2=851/0-5-8 (min. D-1-8), 6=851/0-5-8 (min. 0-1-8) Max Horz 2=38(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1662/0, 3-4=1268/0, 4-5=-1268/0, 5-6=-1662/0 BOT CHORD 2-9=0/1530, 8-9=0/1530, 8-10=0/1530, 6-10=0/1530 WEBS 4-8=0/582, 5-8=-429/58, 3-8=-429/58 PLATES GRIP MT20 220/195 Weight: 68 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or4-10-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES ') Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. It; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard P soot, ol�� C 07448 July 10,2013 WARNMC— - YerrfR cres€r�xx vm amcten mcd READ N(nri g Olf 7WIS AM MrLUDBI i W ffK REFEM CE PA Mr- .8LItV etSE. Design valid for use only with Mirek connectors. This designis based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown �f is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respomibillity of the Welk' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding IYi fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. tCarus Heights, CA, 95610 f5oun2m. pine (Sp) ;umlaers s}sec.i4ied.: the cSecign vabus ansthasd: e1'E�•tive OSJO? f2fir?.3A1SC Job Truss Truss Type Qty Ply R40054746 �Job 2471 A T4D COMMON TRUSS 1 1 Reference (optional) t3mu' I1`1010, UA - UZZ03 7.420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:07:29 2013 Page 1 ID:OLD2Ugh6zrYYVZrO5OvlsXzPQke-R?A4wDouzoKeLehWOynTgET4pgJhuva?n?BXmxyzjTC -1-0-0 5-3-15 B-11-0 121i1 17-10.0 18-10-0 1-0-0 5-3-15 3-7-1 3-7-1 5-3-15 1-0-0 Scale = 1:32.9 4x4 = P 4x6-= 3x10 = 4x6 5-3-15 3-7-1 3.7-1 5-3-15 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.31 6-8 >682 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.95 Vert(TL) -0.55 6-8 >381 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.18 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code IBC2009ITP12007 (Matrix) Wind(LL) 0.03 8 >999 240 Weight: 68 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.18Btr G WEBS 2x4 DF Stud G REACTIONS (lb/size) 2=851/0-5-8 (min. 0-1-8), 6=851/0-5-8 (min. 0-1-8) Max Horz 2=38(LC 5) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1662/0, 3-4=-1268/0, 4-5=-1268/0, 5-6=-1662/0 BOT CHORD 2-9=0/1530, 8-9=0/1530, 8-10=0/1530, 6-10=0/1530 WEBS 4-8=0/582, 5-8=-429/58, 3-8=-429/58 BRACING TOP CHORD Structural wood sheathing directly applied or 4-10-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. t) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 J) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard 4gpFESS/0 �¢ oo soaN o�F4- CD LU Ef C.074486 ETii 31 13 j* July 10,2013 ® WIA&KIPIG - Verify d iyn pizrum ate, mxd READ NO= ON 7WIS AM 1XCLtM10.M UK R& 'iJiEWE PAGE f fl 747d II13MR9 USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. �R Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and tracing, consult ANSVTP11 Quanty Criteria, DSB-89 and BCSI Banding Component Suite 109 Su 7777 Greenback Lane, Solely Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, Lane, 10 Su £f 5au7ir=m. Dine $ 3um-be.. ia.>ri£e.: F:s2 Geagnvalues a¢eShaga eifP:inre:fd#4 f21.3 b}t iiSC Job Truss Truss Type Qty Ply R40054747 2471 A T4E COMMON TRUSS 1 1 Job Reference (optional) maio, GA- azms 7.420 is May 10 2013 Mrfek Industries, Inc. Tue Jul 09 18:07:30 2013 Page 1 ID:OLD2Ugh6zrYYVZrO50vlsXzPQke-vBjS8ZpM6TVzoGjZfliCROED4eodMoB?fw5lNyzjTB 5315 8-11-0 12-fr1 17-10-0 1-0-0 53-15 3-7-1 37-1 53-15 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 44 = Scale = 1:31.6 4x6 = 3x10 = 4x6 _ LOADING (psf) _ SPACING 2-0-0 CSI DEFL in (loc) 1/deg Ud TCLL 20.0 Plates Increase 1.25 TC 0.46 Vert(LL) -0.31 6-7 >682 480 TCDL 14.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.56 6-7 >373 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.18 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wnd(LL) 0.04 6-7 >999 240 LUMBER TOP CHORD 2x4 DF No.t&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G REACTIONS (lb/size) 6=761/0-5-8 (min. 0-1-8), 2=854/0-5-8 (min. 0-1-8) Max Harz 2=42(LC 13) Max Uplift6=-232(LC 12), 2=-264(LC 9) Max Grav 6=1035(LC 7), 2=1128(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2496/721, 3-4=-1637/241, 4-5=-1638/258, 5-6=-2451/730 BOT CHORD 2-8=685/2226, 7-8=-295/1914, 7-9=-222/1929, 6-9=-675/2241 WEBS 4-7=0/587, 5-7=-462/81, 3-7=-446/75 PLATES GRIP MT20 220/195 Weight: 67 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 3-11-13 oc puffins. BOT CHORD Rigid ceiling directly applied or 8-0-8 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. )TES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=232, 2=264. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) This truss has been designed for a total drag load of 1600 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 17-10-0 for 89.7 plf. LOAD CASE(S) Standard Io �??,oF ESS/p,�� 04- Soo it C 074486 ' E*37 1-13 /* �TF July 10,2013 L WARNING - Verify do sigsi paramelen s =d PXAD lir01M ON 7W & AM INCLUDED WTE .fP.f;ifiKMCE PACE P91-74TJ €iiaMR9 iIM -- Design valid for use only with M Tek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown a for lateral support of individual web members only. Additional temporary bracing to insure stabilty during construction is the responsibillity, of the IYII Nil' erector. Additional permanent bracing of the overall structure a the responsibility of the building designer. For general guidance regarding j fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPiI Quar ly CrHeria, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. lee Street. Suite 312. Alexandria, VA 22314. tf Sourham Pine f&ls) lumbe- i,,,pa ifed,tiedesigr, vaLue•.s arethna e1=e_Cn iGN112013hyA15C Citrus Heights, CA, 95610 Job Truss Truss Type I Qty Ply R40054 748 2471_A T4F Common Truss 4 1 Job Reference (optional) 3MC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:07:31 2013 Page 1 ID:OLD2Ugh6zrYYVZrO50v1 sXzPQke-ONHgLvp8VQbMayrv7NpxlfZPzT_1 Mp2HEJgergyzjTA -1-40 I 5315 8-11-0 12.6.1 I 17-10-0 1-0.0 5-3-15 3-7-1 3-7-1 5-3-15 Scale = 1:31.6 4x4 = 4x6 = 3x10 = 4x6 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.46 Vert(LL) -0.31 6-7 >682 480 TCDL 14.0 Lumber Increase 1.25 BC 0.96 Vert(TL) 0.56 6 7 >373 240 BCLL 0.0 Rep Stress Incr NO WB 0.18 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix) Wind(LL) 0.03 6-7 >999 240 LUMBER TOP CHORD 2x4 OF No.1&Btr G BOT CHORD 2x4 OF No.1&Btr G WEBS 2x4 OF Stud G REACTIONS (lb/size) 6=76110-5-8 (min. 0-1-8), 2=854/0-5-8 (min. 0-1-8) Max Harz 2=42(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1677/0, 3-4=-1281/0, 4-5=-1282/0, 5-6=-1690/0 BOT CHORD 2-8=0/1545, 7-8=0/1545, 7-9=0/1560, 6-9=0/1560 WEBS 4-7=0/588, 5-7=-447/64, 3-7=-431/58 PLATES GRIP MT20 220/195 Weight: 67 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 4-9-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 11 Unbalanced roof live loads have been considered for this design. I Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 _) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard �Q?,oFEssro,�q �� oo sooty a� LU C 074486 * EEP.�^ 1 13 1* �F July 10,2013 A iAAWtNG - Vcrift dessir}n rrcrarmeter s mad RT$D HUM ON TWE AND 1NCL£7D ED-Ptl TSK PZFERf'11€ E PAGE A f1.74n ,BE RF USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an indvidual building component. �� Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsit:411hy of the erector. AddiMiTek' permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding I k fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Bullding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If S-utkem Pine "lun bW is 3zesifSed, tha:design values am thom ef" rtf 06.fO1 f2013 bVA1.5C Citrus Heights, CA, 95610 Job Truss Truss Type -7 Qty Ply R40054749 2471 A T4G HIPTRUSS 1 2 Job Reference(optional) BMc, mmo, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:07:32 2013 Page 1 ID:OLD2Ugh6zrYYVZrO5Ovl sXzPQke-sarCZFgmGjjDC5P5h4KAHs5f2tQp5EZRTzPBNGyzjT9 -1-40 4.5-1 �0-0 9-10-0 13-4-15 17-10-0 1-0.0 4-5-1 31r15 1-1D-0 3-&15 4-5-1 Scale: 318"=V 6x8 = NAILED Special 4x6 = 2x4 11 - 6x8 = 6x8 = 2x4 11 4x6 HJC26 HJC26 1 4-5-1 F 6.0-0 1 9-10.0 i 13-4-15 I 17-10-0 4-51 3-6-1s 1-10.0 3-6-15 4-5-1 Plate Offsets (X,Y): f9:0-4-0,0-4-41, t10:0-3-9.0.4-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.18 Vert(LL) -0.13 10 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.61 Vert(TL) -0.26 10 >788 240 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(TL) 0.07 7 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix) Wind(LL) 0.02 10 >999 240 Weight: 177 lb FT = 20% LUMBER BRACING. TOP CHORD 2x4 DF No. 1&Bfr G TOP CHORD Structural wood sheathing directly applied or 5-5-5 oc purlins, except BOT CHORD 2x6 DF No.2 G 2-0-0 oc puriins (5-8-14 max.): 4-5. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 7=1549/0-5-8 (min. 0-1-8), 2=1635/0-5-8 (min. 0-1-8) Max Horz 2=41(LC 5) Max Grav 7=2418(LC 19), 2=2452(LC 14) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6721/0, 3-4=-6754/0, 4-5=-6376/0, 5-6=-6800/0, 6-7=-6734/0 BOT CHORD 2-12=0/6344, 11-12=0/6344, 11-13=0/6344, 10-13=0/6344, 10-14=0/6325, 9-14=0/6325, 9-15=0/6357, 8-15=0/6357, 8-16=0/6357, 7-16=0/6357 WEBS 4-10=0/1891, 5-9=0/1791, 6-9=-225/287 OTES 2-ply truss to be connected together with 1 Old (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • �,4t OFEsS/0 7) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will (LQ�� 1� fit between the bottom chord and any other members. 8) A Q /`/ (C plate rating reduction of 20 % has been applied for the green lumber members.©© 9) This truss has been designed for a moving concentrated load 250.0Ib live located of at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. it i C C n �4 A Q m U 4 10) Graphical purlin representation does not depict the size or the orientation of the purin along the top and/or bottom chord. L. UU M 11) Use USP HJC26.(With 16d nails into Girder & 1Dd nails into Truss) or equivalent spaced at 1-9-4 oc max, starting at 8-0-6 from the left P 12731-13 end to 9-9-10 to connect truss(es) JD (1 ply 2x4 DF), C4A (1 ply 2x4 DF), JD (1 ply 2x4 DF), C4A (1 ply 2x4 OF) to front face of bottom 7k Chord. 12) Fill all nail holes where hanger is in contact with lumber. "NAILED" r \Y 13) indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 14) Hanger(s) �f �(? or other connection device(s) shall be provided sufficient to support concentrated load(s) 193 lb down and 33 lb up at C 9-10-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 1..1.. 4n `ln 66Akg#a e*ndard ,uly IVIcL ® i4TgRKNG - Verify desigsl raararric*rrs mxd RHAD MnW ON YSWiS AM 1A1CL9DED.1Va9K PZFML3 CB PAGE P91-7473 EEMPX, VSE. Design valid for use only with Wek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability, during construction is the responsibillity, of the £ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M'Tej{ fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and SCSI BuBding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. 1f5asnhanri Pine ISP} lumber it soasihed'.,ti" daraigm. values art"hOsa ef<e Me, DG.Sffi3/W1.3 try Al SC Citrus Heights, CA, 95610 13 Job Truss Truss Type Qty Ply R40054749 Lb 2471 A T4G HIP TRUSS 1 2 efere ce (optional) 1.41U s May I 2U13 MI I eK Incluslnes, Ina Tue Jul 09 18:07:32 2013 Page 2 ID:OLD2Ugh6zrWVZrO50vlsXzPQke-sarCZFgmGj DC5P5h4KAHs5f2tQp5EZRTzPBNGyZiT9 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-68, 4-5=-68, 5-7=-68, 2-7=-20 Concentrated Loads (lb) Vert: 4=-93(F) 5=153(F) 10=-661(F) 9=-661(F) ® WARNING - Verify design Inarmm&ers and READ M7M ON IRIS AM IN UDED UTEK f?,F.FEREM "a PAW .riff{-7473 BFFVPS LW. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek. fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandra. VA 22314. 1f Citrus Heights. CA, 95610 Sauthens t*i••n,e 1ltmsb : is vp.esifie4 the.. design vxt.r� axis thaw affacrive O6,M!/2SE3r3 by RLS,C Job Truss Truss Type Qty Ply R40054750 2471_A 75A SPECIAL TRUSS 1 1 Job Reference (optional) BMC, Indio, CA - 92203 4 C>1D-0 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 5x6 = 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:07:32 2013 Page 1 ID:OLD2Ugh6zrYYVZrO5DvlsXzPQke-sarCZFgmGhDC5P5h4KAHs5bLtO55G6RTzPBNGyzj1 9 13-8-0 6-10-0 Scale = 1:22.6 4x4 = 2x4 11 4x4 = R LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) -0.15 3-4 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.72 Vert(TL) -0.27 3-4 >581 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.13 Horz(TL) 0.03 3 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.03 1-4 >999 240 Weight: 42 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-6-4 oc purlins. BOT CHORD 2x4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or B-4-7 oc bracing. WEBS 2x4 OF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation guide. REACTIONS (lb/size) 1=581/0-5-8 (min. 0-1-8), 3=581/0-5-8 (min. 0-1-8) Max Horz 1=-22(LC 16) Max Uplift 1 =-221 (LC 9). 3=-221 (LC 12) - Max Grav 1=834(LC 8), 3=834(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 1-2=1915/684, 2-3=-1915/684 BOT CHORD 1-5=-641/1676, 4-5=-263/1386, 4-6=-278/1386, 3-6=641/1676 WEBS 2-4=0/416 CITES I Unbalanced roof live loads have been considered for this design. _) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) 1=221, 3=221. 7) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. (}F1=Ss� FL 0 8) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate DOL=(1.33) Connect truss to resist drag �,4 � grip loads along bottom chord from 0-0-0 to 13-8-0 for 109.8 plf. Soo N Fy LOAD CASE(S) Standard ��' ©� Q G� �2 G)LIJ 074486 rn Of P 1M1-13 * cSt; I ��- �lFOF r July 10,2013 ® ffArWWG - Verify ctc. igm paramaitem m .d P-SA i Nii`;M ON THIS 1Xr&TXW.NTSK PFFRRMCE PACE MFd 'T47J,B9MrW Ll Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. ApplicabTdy, of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown I, for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliiy, of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding - fabricotion, quality control, storage, delivery, erection and tracing, consuh ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Sheet Suite 312, Alexandria, VA 22314. ifSouriT--M Pine, $SV}lumber' is.3YEdified'..t4reelesaa are vatues th— cFns. Mfal 17'o ztnv ACitrus Heights, CA, 95610 I: Gr Job Truss Truss Type Qty Ply R40054751 2471_A TSB SPECIAL TRUSS 4 1 Job Reference (optional) aMC, Indio, CA- 92203 7.420 s May 10 2013 MiTek industries, Inc. Tue Jul 09 18:07:32 2013 Page 1 ID:OLD2Ugh6zrYYVZrO5Ovl sXzPQke-sarCZFgmGj DC5P5h4KAHs5bctOD5H8RTzPBNGyzjf9 6.10.0 13-8.0 14-8.0 1-0.0 6-10.0 6-10.0 1-OA Scale = 1:26.1 5x6 = CT 4x4 = 2x4 II 4x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.40 Vert(LL) -0.15 4-6 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.71 Vert(TL) -0.27 4-6 >595 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.13 Horz(TL) 0.03 4 n/a n/a BCDL 10.0 Code IBC2009/1'PI2007 (Matrix) Wind(LL) 0.02 2-6 >999 240 Weight: 45 lb FT = 20% LUMBER TOP CHORD 2x4 OF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 OF Stud G REACTIONS (lb/size) 2=668/0-5-8 (min. 0-1-8), 4=668/0-5-8 (min. 0-1-8) Max Harz 2=31(LC 5) Max Uplift2=-1(LC 3), 4=-l(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1111/0, 3-4=1111/0 BOT CHORD 2-7=0/988, 6-7=0/988, 6-8=0/988, 4-8=0/988 WEBS 3-6=0/411 BRACING TOP CHORD Structural wood sheathing directly applied or 5-11-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. "OTES I Unbalanced roof live loads have been considered for this design. I Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard q?,0FESS/0 SOON LU U C 074486 * E 12731-13 IV July 10,2013 pt.Ali ING - Verify degir-pzr paramears and READ J 07M 011 TRIS AND INCLUDED, MITEK PEFEfe £ PACE Mf-✓4 M .BEFOrW (ME. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. f Applicability of design parameters and proper incorporation of component a responsibility of building designer - not truss designer. Bracing shown '( is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction a the responsibility of the MRMire l4 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI BuOding Component 7777 Greenback Lane, Suite 109 Safety Informallon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95810 fSe.1]Tharn- pi-AiA11arm�Smr is eevmrifi&c1.t .a.As e.mm.-1 rax ara.?i„Yn.aafm�wiesa nCi-1-1---I>- Job Truss Truss Type Qty Ply Raoo547sz 2471_A T5D HIP TRUSS 1 1 Job Reference (optional) amc, Indio, CA- ezzus 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:07:33 2013 Page 1 ID:OLD2Ugh6zrYYVZrO5Ovl sXzPQke-KmPbmbrOl 1 r4gF_IForPg4enxHlTgdiaic9lviyzjT8 3.10.1 6-1 D-0 9.9-15 13-8-0 3-10-1 2-11-15 2-11.15 31D-1 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 5x6 = Scale = 122.5 L 4x8 = ul�q -- 4x8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) -0.14 6-7 >999 480 TCDL 14.0 Lumber Increase 1.25 BC 0.64 Vert(TL) -0.30 6-7 >544 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.55 Horz(fL) 0.06 5 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix-M) Wind(LL) 0.03 6-11 >999 240 LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x6 OF SS WEBS 2x4 OF Stud G REACTIONS (lb/size) 1=1279/0-5-8 (min. 0-1-11), 5=1290/0-5-8 (min. 0-1-12) Max Harz 1=22(LC 14) Max Uplift 1 =-34(LC 9), 5=-90(LC 12) Max Grav 1=1603(LC 28), 5=1667(LC 33) PLATES GRIP MT20 220/195 Weight: 61 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-14 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer In t I 'o jide. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4213/183, 2-3=-4164/0, 3-4=-4096/0, 4-5=-4174/273 BOT CHORD 1-12=-176/3971, 1-13=0/3978, 7-13=0/3978, 7-14=0/2782, 14-15=0/2782, 15-16=0/2782, 6-16=0/2762,6-17=0/3932,17-18=0/3932,18-19=-29/3932,5-19=-73/3932, 5-20=-241 /3923 IEBS 3-6=0/1704, 3-7=0/1801 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5. 7) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from G-0-0 to 13-8-0 for 109.8 plf. 9) Use USP JL24 (With 10d nails into Girder & NA913 nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 3-0-4 from the left end to 11-74 to connect truss(es) JE (1 ply 2x4 DF), JAB (1 ply 2x4 DF) to back face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. 11rIn the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 OQR,OFESS/O o sooty LU v C 074486 `* E 12731-13 sT�r t FOFC Continued on Paqe 2 7 j& WAP2KNG - Verify design paramesterx and ftlm8D N(nW ON 7WIS AND DJrLd3TiFSl.1fflT9R P RIFEREW'E PACE MI-7473 .SF: ORE irb&? Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. �5 ApplicobiGfy of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure,stability during construction is the responsibillity of the � ■��ee __ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mj(� (( fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPf1 Quality Cdteda. DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria, VA 22314. ff Sarw2ak=ra Pine tSPI hJ=be7 is apScifiEdZ Ms sfes4_m vague; sre.tisoseef2ative 06fa?l"13 byAlsc Citrus Heights, CA, 95610 Job Truss Truss Type Ply 2471_A T50 HIP TRUSS jQtY 1 1 R40054752 Job Reference (optional) r.wcu s may 1u zula mi i eK inaumnes, IOC. r ue Jul 091B:07:33 2013 Page 2 ID:OLD2Ugh6uYYVZrO50v1 sXzPQke-KmPbmbrOl 1 r4gF_IForPg4enxHlTgdiaic9lviy4T8 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-68, 3-5=-68, 1-5=-20 Concentrated Loads (lb) Vert:7=-240(B) 13=-240(B) 14=-240(B) 16=-240(B) 17=-240(B) 19=-167(B) E9ffiRA7FJ - Yeri q dorms st pararrutem =d READ X07M ON THIS AND INibS3fi T !#f TRK PPYEREME PAW Pff1-747j'BE+MRE,' 1M. Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the ., erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTe> fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIt Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Sou-m➢ireice)iumbez isspe%f'ied, disdetign-u kkO are: those elrecbve 0610Z/2913 iyisLSi; Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 2471_A T6A Half Hip Truss 1 1 R4005475-1 Job Reference o tional BMC, Indio, CA - 92203 7.420 s May 10 2013 MiTek Industries, Inc. Tue Jul 0918:07:34 2013 Page 1 ID:OLD2Ugh6zrYYVZrO50v1sXzPQkeoyzz_xsloLzwRPZUoVNeNHBwkh4rZ20kwGulR8yzjT7 3�r0 6-8-7 10-7-7 14.0.10 18315 133.15 - 3.6-0 3-2-7 311-0 3-53 4-3-5 1-0.0 Scale = 1:34.4 4.00 12 6x8 = NAILED NAILED NAILED NAILED Sx6 = 44 = 2x4 II 7x10 —_ JL26 JL265x8 = 2x4 II 3x4 = 19 9 20 8 21 Special Special JL26 380 I 6-8-7 10-7-7 14-0-10 18.3.15 32-7 3-11-0 3-53 4-3-5 Plate Offsets (X,Y): I10:0-5-0.0-4-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) -0.05 9-10 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.76 Vert(TL) -0.11 9-10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.68 Horz(TL) 0.03 9 n/a n/a BCDL 15.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.01 11 >999 240 Weight: 91 lb FT = 20 % LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD BOT CHORD 2x6 DF No.2 G WEBS 2x4 DF Stud G BOT CHORD WEBS REACTIONS All bearings 9-6-0 except Qt=length) 1=0-3-8. (lb) - Max Horz 1=-40(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 6 except 8=-321(LC 11) Max Grav All reactions 250 lb or less at joint(s) 8 except 1=1134(LC 14), 9=4623(LC 11), 6=332(LC 19) IORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. OP CHORD 1-2=-2274/0, 2-3=-2224/0, 3-12=0/736, 12-13=01736, 13-14=0l736, 4-14=0/736, 4-5=0/817, 5-6=0/313 DT CHORD 1-15=0/2075, 11-15=0/2075, 11-16=0/2075, 10-16=0/2075, 10-17=0/1977, 17-18=0/1977, 18-19=0/1977, 9-19=0/1977, 9-20=-280/0, 8-20=-280/0, 8-21=-280/0, 6-21=-280/0 WEBS 3-10=012203, 3-9=3135/0, 4-9=-467/21, 5-9=-521/0, 5-8=-61/252 Structural wood sheathing directly applied or 4-4-15 oc purlins, except 2-0-0 oc purlins (10-0-0 max.): 3-4. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 3-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; 8CDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except Qt=lb) 8=321. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Use USP JL26 (With 10d nails into Girder & NA913 nails into Truss) or equivalent spaced at 1-7-4 oc max. starting at 7-D-11 from the left end to 10-3-3 to connect truss(es) JI (1 ply 2x4 DF) to back face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. 12) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1363 lb down at 6-8-7, and 1377 lb down at 10-7-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. �,,?,aFESS/O SOON �G) y LU C 074486 * E 12-31-13 Jnly 10 7fN 3 Continued on page 2 WARKNG - Vrerigy design [eaa w.&e :ns xrdPEAD N7= ON TRIS AND Ih'CLLfiiM.11f nK P"RRmcE PACE MI-747-d.r8i'.FY REVER —� Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Q Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during constructionis the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mire W fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSI Sunding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. if Southern Pin. tSss) humbe is zn,ersesign>valass,na:thas�e eft:zbive 06j01f201.3 by AISC Citrus Heights, CA, 95610 Job Truss Truss Type oty Ply R40054753 lJob 2471_A TSA Half Hip Truss 1 1 Reference (optional) amu, maio, cA - ezzus 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:07:34 2013 Page 2 ID:OLD2Ugh6zrYYVZrO50vlsXzPOkeoyzz_n1oLzwRPZUoVNeNHBwkh4rZ20kwGulR8yzjT7 NOTES 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (ptf) Vert: 1-3=-68, 3-4=-68, 4-7=-68, 1-6=-30 Concentrated Loads (lb) Vert:4=-55(B) 10=-588(B) 9=-586(B) 12=4(B) 13=4(8) 14=4(B) 17=-225(B) 18=-225(B) 19=-225(B) A L9, RhT - Ycrify d-nignparam& rrss =d } IMD N'07M ON THIS APM LNCLVDW i# TEK P"MMEME PAGE W1-7473 SHMItE (TSE. Design valid for use only with M1ek connectors. This design is based only upon poromeiers shown, and is for an individual building component. Applicability of design parameters and proper incorporation of componeni's responsibility of building designer not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsil illity of the Wit Welk' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Welk- fabricotion, quality control, storage, delivery, erection and bracing, consult ANSI/iPil Quality Criteria, DSB-89 and BCSI Building Component ite 109 Su ck La nbane, 7777 Greee Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Claus HebtCA, ne, Su Saurt?aemPne(5�}:urt:bee is Set fie 1:-r a sign.vstuesx those et=a:twe DGA011.31- bvaasc Job Truss Truss Type Qty Ply R40054754 2471_A TSB Common Truw I 1 1 Job Reference (optional) 7.420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:07:35 2013 Page 1 ID:OLD2Ugh6zrYYVZrO5Ovl sXzPQke GBXLBHstZe5n3Z8gMCutvv8S5UKlaat9wes_byzjT6 4-3-0 B-7-15 13-0-14 18315 13 15 4-3-0 4-4-15 4-4-15 531 1-0-0 Scale: 3/8"=1' 4x6 = 4x6 II 2x4 II 5x6 _ 2x4 II 3X4 — 43-0 9-0-11 13.0.14 18-3-15 a_3n LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.23 Vert(LL) -0.07 6-8 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.49 Vert(TL) -0.12 6-8 >891 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.34 Horc(fL) 0.01 6 n/a n/a BCDL 15.0 Code IBC2009/rP12007 (Matrix) Wind(LL) 0.01 6-8 >999 240 Weight: 77 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD BOT CHORD 2x4 DF No.1&Btr G BOT CHORD WEBS 2x4 DF Stud G SLIDER Left 2x4 OF Stud -G 2-2-2 REACTIONS (lb/size) 1=299/0-3-8 (min. 0-1-8), 9=1171/0-5-8 (min. 0-1-8), 6=390/0-5-8 (min. 0-1-8) Max Horz 1=-44(LC 6) Max Uplift6=35(1_C 6) Max Grav 1=423(LC 13). 9=1171(LC 1), 6=461(LC 17) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-451/13, 2-3=-410/26, 3-4=0/385, 4-5=0/450, 5-6=378/38 BOT CHORD 1 -11 =-1 4/389, 10-11 =-1 4/389, 10-12=-14/389, 9-12=-14/389, 9-13=0/323, B-13=0/323, 8-14=01323, 6-14=01323 (EBS 3-10=0/381, 3-9=-722/0, 4-9=-536/0, 5-9=743/0, 5-8=0/390 Structural wood sheathing directly applied or 6-0-0 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. . -OTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard oEEss/ ��OO �JQ(}jt/ LUat: C 074486 rn *� 1231-13 July 10,2013 ® Fif.APaW iNG - Verify desisgn parameter- s and RhhAD AK)7W ON THIS AM 1XC& (7i M.M1T;K PPFiF-R-1 CE PAGE71-747J BEFOrM EPA& Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown �` is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilIlly of the MiTek' L erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi {T Qk- fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, OSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 7777 Heights, CA, Lane, Su tf.Sau�SM Rim IlSP) tunnbes is 3secft the Qesl. v jaes am thomvft-tiue 061011201.3 byA15C Job Truss Truss Type Qty Ply 2471 A TO Half Hip Truss 1 2 R40054755 Job Reference (optional) BMC' Maio, CA- 92203 7.420 s May 10 2013 Mrrek Industries, Inc. Tue Jul 09 18:07:36 2013 Page 1 ID:OLD2Ugh6zrYYVZrO50vl sXzPQke-kLSjOctHKyDehjjswwP6SiGFgUlvl t41 OaNPW1 yzjT5 45-12 7-4-0 8-7-15 13-0-14 18.3.15 19-3.15 1112 2-10-4 1-3-15 4-4-15 5-3-1 1-D-0 Scale: 3/8"=l' 6x8 II 3X4 = JLla JLZb 3x10 II JL26 12x12 = JL25 9 THD26.2 2X4 11 3x4 = 8x12 = Special LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/fP12007 CSI TC 0.46 BC 0.73 WB 0.96 (Matrix) DEFL in (loc) I/deft Ud Vert(LL) -0.05 10-11 >999 480 Vert(TL) -0.09 1-11 >999 240 Horz(TL) -0.01 1 n/a n/a Wind(LL) 0.04 10-11 >999 240 PLATES GRIP MT20 220/195 Weight: 186lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud G REACTIONS (lb/size) 1=2136/0-3-8 (min. 0-1-8), 9=9515/G-5-8 (min. 0-5-1), 6=-11/0-5-8 (min. 0-1-8) Max Horz 9=-47(LC 6) Max Uplift 1 =-415(LC 5), 9=-3394(LC 4), 6=-212(LC 7) Max Grav 1=2170(LC 7), 9=9515(LC 1). 6=341(LC 19) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3949/1567, 2-3=1829/1964, 3-4=1732/1927, 4-5=-324/1717, 5-6=-732/1058 BOT CHORD 1-12=-1410/3628, 12-13=-1410/3628, 13.14=-1410/3628, 11-14=-1410/3628, 11-15=-1410/3628,15-16=-1410/3628,16-17=-1410/3628,10-17=-1410/3628, 10-18=-832/0, 9-18=-832/0, 9-19=-982/699, 19-20=-982/699, 8-20=-982/699, 8-21=-982/699, 6-21=-982/699 IEBS 2-11=0/1775, 2-10=-2301/0, 4-9=-6184/3665, 5-9=-1371/0, 5-8=0/838, 4-10=-4354/6251 NOTES 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 10-3 2x4 - 2 rows staggered at 0-2-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right QR()FES'S/0� exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q q� 500ryq` 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 �� wide will fit between the bottom chord and any other members. (,1 7) A plate rating reduction of 20% has been applied for the green lumber members. C u tl 0 O 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=415. O M 9=3394,6=212. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the 12 31 13 7t Bottom Chord, nonconcurrent with any other live loads. 10) Use USP JL26 (With 10d nails into Girder & NA9D nails into Truss) or equivalent spaced at 2-10-8 oc max. starting at 1-4-11 from the tS1� i left end to 8-3-3 to connect truss(es) T1 O (1 ply 2x4 DF), T1 P (1 ply 2x4 DF), T1 R (1 ply 2x4 DF) to front face of bottom chord. 11) Use USP THD26-2 16d 4F� (With nails into Girder & 10d nails into Truss) or equivalent at 10-2-7 from the left end to connect truss(es) OF C T1 S (2 ply 2x6 DF) to front face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. li rlv 1 r1 �n1 Continued on page 2 ` A WA v'aNG - Verify design paramesfebrT surd RBAD NOTM ON 7WIS AND RX1,£IiiED IMT EK F'EF'.FREME PAW .A91-7473 BEEP,, [WS Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and it for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction's the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi l'{ ek. fabrication, quality control, storage, delivery, erection and bracing, consuh ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. €f Swjr4'e n F.netsp1 hrmbes is 5gxecified. ate design vat:. ar> those sfert ae 0&f0!J2D13 byA'.ISC Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 2471_A T6D Half Hip Truss 1 R40054755 LbReferenoe (optional) r.ccu s may iv Luis mi I eK InauSme$, Inc. 1ue Jul 09 18:07:35 2013 Page 2 I D:OLD2Ugh6zrYYVZrO50v1 sXzPQke-kL5j OctH KyDehjjswwP6SiGFgUlv1 t41 OaNP W 1 yzjTS NOTES 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 5695lb down and 5041 lb up at design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-68, 4-7=-68, 1-6=-20 Concentrated Loads (lb) Vert:10=-5695(F) 12=-662(F) 14=-662(F) 15=-734(F) 18=-662(F) 19=-1558(F) 7-4-11 on bottom chord. The A ism - Verify cl—p- P-'- &e' a d i LAD N,-n s'S OIL THISAND INCLUDED lfII2'£3aC P.EFERPME P 8GE ? IiI-7473 .€3PI ME LASE Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for an individual building component. �� Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the ! _' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding iTe�( fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quallly Crkerfa, DSB-89 and BCSI SuBding Component 7777 Greenback Lane, Suite 109 safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. if5aunem Fine15P) 1vmbcr isapeit`--61,cign values an those et'r-tive Ofif 1/2fi13 byALSC Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 2471_A 77A Hip Girder 2 1 R40054758 Job Reference (optional) Ss , inmu, CA ;2203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:07:37 2013 Page 1 ID:OLD2Ugh6zrYYVZrO5DvlsXzPQke-CXe5cyuv5GLVltl3UdwL wolzu9NmMsAdE7y2Ty4T4 -1-0.0 3-;11-5 7-4-0 10.8.11 14-8.0 15-8-0 1-40 311-5 3-4-11 3-4-11 311-5 NAILED NAILED 4.00 12 4x4 = NAILED NAILED 4x8 _ NAILED 4x4 = 12 11 w a - 8 3x10 II 7x10 = WAILED 3x10 II NAILED 7x10 = 3x10 11 HJC26 NAILED HJC26 Scale = 1:44.2 311-5 I 7-4-0 I 10-& 11 I 148-0 311-5 3-411 3-4-11 311.5 Plate Offsets (X.Y): 12:0-2-15.0-2-81. 16:0-2-15 0-2-81 f9:0-5-0,0-0-41 111:0.5-0 04-41 LOADING (psf) SPACING 2-0-0 CS! DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 1.00 Vert(LL) -0.05 9-10 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.08 9-10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.86 Horz(TL) 0.01 8 n/a n/a BCDL 15.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.03 9-10 >999 240 Weight: 127 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 DF No.2 G end verticals, and 2-0-0 oc purtins (6-0-0 max.): 3-5. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 6-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 12=1054/0-3-8 (min. 0-2-1), 8=1057/0-3-8 (min. 0-2-1) Max Horz 12=200(LC 12) QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT Max Uplift 1 2=-1 317(LC 9), 8=-1323(LC 12) LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE Max Grav 12=1932(LC 27), 8=1944(LC 31) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. "JP CHORD 2-3=-1096/837, 3-13=-1023/603, 4-13=-1024/737, 4-14=-1034/743, 14-15=-1034/708, 5-15=-1033/608,5-6=-1107/843,2-12=-1807/1316,6-8=-1825/1324 DT CHORD 12-16=464/719, 11-16=-850/858, 11-17=-521/1323, 17-18=-521/1323, 10-18=-521/1323, 10-19=-521/1323, 19-20=521/1323, 20-21=-521/1323, 9-21=-521/1323, 9-22=-722/737, 8-22=-683/636 WEBS 4-11=-1617/862,4-10=-252/967,4-9=-1013/852,2-11=-1272/1720,6-9=-1281/1739 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 15.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 12=1317, 8=1323. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0, 12-8-0 to 14-8-0 for 375.0 plf. 10) Graphical purlin representation does not depict the size or the orientation of the purin along the top and/or bottom chord. 11) Use USP HJC26 (With 16d nails into Girder & 10d nails into Truss) or equivalent spaced at 6-8-4 oc max. starting at 3-11-14 from the left end to 10-8-2 to connect truss(es) JE (1 ply 2x4 DF), C7A (1 ply 2x4 DF), JE (1 ply 2x4 DF), C7A (1 ply 2x4 DF) to front face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. �RQF�ssrQ h�ti o� SOON CO C 07448 M * 12-31-13 sT IV �P �rFOF CA _Inly 1(17(112 Continued on paqe 2 A b9AWING - YeY•ifr� e? sir,/rI. paraam&em =d PSAD IM?ES ON THIS AND 1N{;t;lXWJ ffl7B t?FFERPW'E PACE Jff[-747 I,HFlr`t?1?1; 0&1L Design valid for use only with Mifek connectors. This design is based only upon parameters shown, and is for an individual buiding component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary brocing to insure stability during construction is the resporeibillity of the s erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTe!( fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss 7777 Greenback Lane, Suite /09 Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. 7777 Heights, CA, Lane, If sasim umPinetS-Dj Ivanlses is sgrec"Sied:. r2=_..zte0,&nwfues axe ;3sase effe trve oGjoj,/2M3 byAiSt'95610 Job Truss Truss Type Qty Ply 2471_A T7A Hip Girder 2 1 R40054756 Job Ref nce (optional) 7.420 S May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:07:37 2013 Page 2 ID:OLD2Ugh6uW VZrO50vl sXzPQke-CXe5cyuv5GLVltl3UdwL_wolzu9NmMsAdE7y2TyzjT4 NOTES 13) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (13). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-68, 2-3=-68, 3-5=-68, 5-6=-68, 6-7=-68, 12-18=-30, 18-20=-70, 6-20=-30 Concentrated Loads (lb) Vert: 3=-46(F) 5=-46(F) 11=-89(F) 9=-89(F) 13=-46(F) 14=-46(F) 15=-46(F) 18=-8(F) 19=-8(F) 20=-8(F) iarAY ING - Verift dmsi+3n Parmm&e, mad.PEAD Pdi3 W ®H TFJI6 STD DiTX DED lffdTEC PEFFr2EWS PACEYCI-7-47J .€ 0701M (ME Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. R Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the i erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M fabrication, quality control, storage, delivery, erection and bracing, consult ANSIM1 Quality Criteria, DSB-B9 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Informaiton available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. lfSotnmam Piine}SP) lumber is spaxcified, tii a design uafu es are zhosg effe� t.§ve MfOl f20 3 isyA SC Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply R40054757 2471 A T78 Hip z 1 Job a ere ce (Optional) rime, incio, cA - u�w 7,420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:07:38 2013 Page 1 ID:OLD2Ugh6zrYYVZrO5OvlsXzPQke-gjCTplvXsZTMwOtF1LRaX7LZflVmV kJrusWawy4T3 )•1-6-0 I 511-5 8.8-11 14-8.0 1� 1-0-0 511-5 2-9-6 511-5 1-10 6x8 = 4.00 12 4x6 = T N n 4x4 II 3x4 = 3x10 = 4x4 II Scale = 1:43.4 511-5 8-11 14-L 511-5 211-6 511-5 Plate Offsets (X.Y): r7:Edoe,0-3-91 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.62 Vert(LL) -0.08 9-10 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.51 Vert(TL) -0.15 7-8 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.18 Hort(TL) 0.00 7 n/a n/a BCDL 15.0 Code IBC2009/rP12007 (Matrix) Wind(LL) 0.01 7-8 >999 240 Weight: 106 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 OF No.1&Btr G end verticals, and 2-0-0 oc pudins (6-0-0 max.): 3-4. WEBS 2x4 OF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer nstallation guide, REACTIONS (lb/size) 10=870/0-3-8 (min. 0-1-8), 7=864/0-3-8 (min. 0-1-8), Max Harz 10=-117(LC 3) Max Uplift 10=17(LC 3), 7=-17(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-479/40, 3.4=-395/47, 4-5=-473/40, 2-10=-733/45, 5-7=-726/45 BOT CHORD 9-13=-22/401, 8-13=-22/401 'VEBS 2-9=0/485, 5-8=0/475 OTES Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7,05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 15.0psf. 6) A plate rating reduction of 20 % has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 7. CFI=S$� 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Q� OI�f9 Bottom Chord, nonconcurrent with any other live loads. 9) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. LOAD CASE(S) Standard CC C 074486 mm P 12 31-13 �TFOFC July 10,2013 A &l.� NG - Verify d ig x f arum rrs and PLAD AVTM ON TRIS AND TrGdT3 W fti €E PXFBP_VW,6 PAGE 1t3a7-747B B 'M)RV LASE? Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. �rt Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding IY iTek. fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safely Information r available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandra, VA 22314. Citrusref 4`2?eson Pine s'SPI ftrmbe- is speci d,�t!ea6esigt. viluiasarcthos£etfe-tiv. 06fo?IZ013 try i5'.L'sc Heights, CA, 9561D Job Truss Truss Type Qty Ply R40054758 2471_A T88 HIP TRUSS 1 2 Job Reference (optional) a 0 N 5MC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:07:39 2013 Page 1 ID:OLD2Ugh6zrYYVZrO5OvlsXzPQke-9wms1ew9dtbDYASRb2yp4LujXinBEIKT4Yc37MyzjT2 4-104 9-9-12 14-8-0 4-10-4 4-11-8 4-104 1 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 3x6 = 412 = 4x12 = Scale = 1:25.9 3x6 = 0 4 10 11 12 7 8z12 — 13 14 6 15 16 17 18 5 8 JL24 JL24 THD26-2 JL26 Jt26 3x10 II JL25 JL26 6x10 MT20H = 6x10 MT20H = I 4-1D4 I 9-9-12 14-8-0 4-1D4 4.11-8 4-104 1 Plate Offsets (X.Y):f2:0-3-9.0-1-121,f3:0-3-8,0-2-01,I4:Edge,0-1-81.f7:0-3-9.0-4-121 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.68 Vert(LL) -0.13 6-7 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.75 Vert(TL) -0.43 6-7 >400 240 MT20H 165/146 BCLL 0.0 ' Rep Stress Incr NO WB 0.74 Horz(TL) 0.08 5 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix-M) Wind(ILL) 0.02 6-7 >999 240 Weight: 158lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.1&Btr G TOP CHORD 2-0-0 oc puriins (3-8-15 max.): 1-4, except end verticals. BOT CHORD 2x6 OF SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Stud G *Except* W1: 2x6 OF No.2 G, W2: 2x4 OF No.1 &Btr G REACTIONS (lb/size) 8=4189/0-5-8 (min. 0-2-6), 5=4530/Mechanical Max Horz 8=67(LC 11) Max Grav 8=4453(LC 20), 5=4696(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-554/0, 1-2=-1267/320, 2-3=-10369/0, 3-9=-1478/0, 4-9=-1055/0, 4-5=-422/0 BOT CHORD 8-10=0/10360, 10-11=0/10269, 11-12=0/10242, 7-12=0/10242, 7-13=0/10234, 13-14=0/10046, 6-14=0/9842, 6-15=0/9979, 15 16=0/9979, 16-17=0/10095, 17-18=0/10265, 5-18=0/10265 VEBS 2-8=-10062/0, 2-7=0/2915, 3-7=-504/1580, 3-6=0/2123, 3-5=-976110 IOTES 1) 2-ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 2-7 2x4 - 2 rows staggered at 0-2-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 bottom chord live load nonconcurrent live loads. Q�IOFESS/{j t3 '� 500A psf with any other 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 �4 d CCZ a wide will fit between the bottom chord and any other members. V� 8) A plate rating reduction of 20% has been applied for the green lumber members. 074486 9) Refer to girder(s) for truss to truss connections. 10) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the E 12 31 13 Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 13-8-0 for 109.8 plf. 12) Graphical representation does not depict the the C„ purlin size or orientation of the purin along the top and/or bottom chord. 13) Use USP JL24 (With 1Od nails into Girder & NA9D nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-0-12 from the OF left end to 3-D-12 to connect truss(es) JBX (1 ply 2x4 DF), JCX (1 ply 2x4 DF) to front face of bottom chord. 14) Use USP THD26-2 (With 16d nails into Girder & 10d nails into Truss) or equivalent at 5-1-8 from the left end to connect truss(es) T3C r..r.. COndrRIfiN fit2 front face of bottom chord. jury ® I&AWING.. Verify d£ ssirva Parameters =d PEAD NUTM ON TINS AND 1Nrr UVEV .W a FW d^.9.F'E}2MVCE PAGE I1tf-7473 8F:MRE' 10SE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown B for lateral support of individual web members only. Additional temporary bracing to insure stability during constructionis the responsibillity, of the Nil' BL /B erector. Additional permanent bracing of the overall structure is the responsibility of the bulding designer. For general guidance regarding MwTeW fabrication, quality control, storage, delivery, erection and bracing, consuh ANSVTP11 Qualty Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Informalion available from Two Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. ifSourl,--m Dir,e$SAl lumber is 3paciflied'„ th,> design:val-jw am thaae el a=tine 061111/2€31:3 byALSC Citrus Heights, CA, 95610 13 Job Truss Truss Type Qty Ply R40054758 2471 A TBB HIP TRUSS 1 2 b eferenceo tional /.4zu s May lu zuiS MI I eK Inaustnes, InC. Tue Jul 09 18:07:39 2013 Page 2 ID:OLD2Ugh6zrYYVZrO50vlsXzPQke-9wmslew9dtbDYASRb2yp4LujXinBEIKT4Yc37MyzjT2 NOTES 15) Use USP JL26 nth 16d nails into Girder & NA9D nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 7-0-12 from the left end to 13-0-12 to connect truss(es) T313 (1 ply 2x4 DF), T3A (1 ply 2x4 DF), T2G (1 ply 2x4 DF) to front face of bottom chord. 16) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-9=-208(F=-140), 4-9=-68, 5-8=-20 Concentrated Loads (lb) Vert: 7=-1 791 (F) 10=-129(F) 12=-220(F) 13=868(F) 14=-868(F) 15=-868(F) 17=-864(F) ® WAIMM - Verify design lea raenetr . and READ ROM ON TRIS AM LWLt i R0.AT -MK P"£fR,r NU PAGE M11-74n .SEPORS E&Z Design valid for use only with Mgek connectors. This design is based only upon parameters shown, and is for on individual building component. ¢ Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the (� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. for general guidance regarding Mi T�{ ell. fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB•89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Informallon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. tfSoL",arn.Pne§SPI himbr.fssgxesa£iedrtfle.Gesign whues arethosa ef`excnre 06,101/201.3 tVALSC Citrus Heights, CA, 95610 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. J�Apply plates to both sides of truss and fully embed teeth. 0-'1 6, For 4 x 2 orientation, locate plates 0-'na' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. `Plate location details available In MITek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or i bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS C1-2 C2-3 o WEBS L,,_ . 4 2Uvb = a- b U O a_ C7-B C6,7 CSO6 �, BOTTOM CHORDS JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMB ERS/ LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Southern Pine lumber designations are as follows: SYP represents values as published by AWC in the 2005/2012 NDS SP represents ALSC approved/new values with effective date of June I, 2013 © 2012 MiTekOO All Rights Reserved )gineering Reference Sheet: Mll-7473 rev. 02/26/2( Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purtins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling Is Installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. 0 0 0 0 CO 17-10-00 1 oof Layout - Hgm26-2 (x01) © - Hm26 (A 1) Q - Us26 (x25) ' 230- 2A Sid Bl s �% 60 R 0EX � 0 E� a 0 i� sw ma w0 1a UD6 W 4� 6 5 7_ 7_1 OZ ,< Oa % p� A a ZZ x _j5 F5L x (nz PLO jQ `? MZ lY w va s sa C ryr GA � Z In 6t 01 O Q M f� z 1°0C'S 1113z a 00 r� C `r ! CO CO) O 0 Z m ti N CU L L y-+ C E M Z O L c d U O u 111 'his is a truss placement diagram only. I 1 F e 'hese trusses are designed as individual building components to be incorporated into the building design at the specification of the building designer. See individual design sheets for each truss design identified on the placement drawing. 'he building designer is responsible for temporary and permanent bracing of the roof and floor system and for the overall structure. The design of the truss support structure including headers, beams, walls, and columns is the responsibility f the building designer. For general guidance regarding bracing, consult "Bracing of Wood Trusses" available from the Truss Plate Institute: 83 D'Onifrio Drive Madison. WI 53179 hil a MiTek' Re: 2471 B MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by BMC-Indio, CA. Pages or sheets covered by this seal: R40054759 thru R40054801 My license renewal date for the state of Califomia is December 31, 2013. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. QROFESS/pN SOO � U C 074486 c rn *� EXR 12-31-13 J* F. y July 10,2013 Ong, Choo Soon The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the Job Truss Truss Type Qty Ply R40054759 2471 B T1A GABLE 1 1 Job Reference (optional) 6m1., InalO, l.M - ticLW /.9cU s may IU LU I a mn ex InousIIles, inc. vvea jui lu ua:9o:oo zuia rage 1 ID:OLD2Ugh6zrYYVZr050v1sXzPQkecBkZuraY9BgFhCKNHwvHzEiKYXp6DxPvdUSK4YyzUgB -1-0-0 14-2-0 24-6-15 24 1 1-0-0 14-2-0 10� 0 -15 .3- QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 4x4 4x6 = 12 13 14 15 Scale = 1:43.4 3x4 = 42 41 43 40 44 39 45 38 46 37 47 36 48 35 49 345033 51 32 31 52 590 54 29 55 28 56 27 57 26 58 25 59 24 5x6 = 4x6 = 4x4 II LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) 0.00 1 n/r 120 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.28 Vert(TL) 0.01 1 n/r 90 BCLL 0.0 Rep Stress Incr NO WB 0.51 Horz(TL) 0.01 33 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Weight: 156 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G *Except* TOP CHORD Structural wood sheathing directly applied or 4-9-9 oc purlins, 3-13,13-21: 2x6 OF No.2 G except end verticals. BOT CHORD 2x4 OF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 5-2-7 oc bracing. WEBS 2x4 OF No.1&Btr G `Except' MiTek recommends that Stabilizers and required cross bracing 23-25: 2x4 OF Stud G be installed during truss erection, in accordance with Stabilizer OTHERS 2x4 OF Stud G Installation ouide, REACTIONS All bearings 24-10-8. (lb) - Max Horz 2=71(LC 13) Max Uplift All uplift 100lb or less atjoint(s) 33, 32, 26, 27, 28, 29, 30, 31, 34, 41, 39, 38, 36, 35 except 24=-1771(LC 14), 2=-488(LC 9), 25=-1467(LC 15), 40=-183(LC 23) Max Grav All reactions 250 lb or less at joint(s) 40 except 24=1846(LC 7), 2=702(LC 8), 33=298(LC 50), 32=296(LC 51). 25=1553(LC 22), 26=316(LC 57), 27=314(LC 56), 28=314(LC 55), 29=314(LC 54), 30=315(LC 53), 31=296(LC 52), 34=281(LC 49), 41=513(LC 23), 39=325(LC 44), 38=312(LC 45), 37=315(LC 46). 36=315(LC 47), 35=303(LC 48) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1795/1736, 3-4=-1603/1571, 4-5=-1254/1233, 5-6=-1 105/1098, 6-7=-928/927, 7-8=-753/759, 8-9=-578/591, 9-10=-402/405, 14-15=-291/331, 15-16=-484/507, 16-17=-657/667,17-18=-833/831, 18-19=-101 0/1000, 19-20=-1 161/1143, 20-21 =-1 212/1209, 21-22=-1304/1279, 22-23=-1536/1510, 23-24=-1755/1700 BOT CHORD 2-42=-1632/1728, 41-42=-1425/1400, 41-43=-1167/1200, 40-43=-1080/1126, 40-44=-992/1039, 39-44=-908/941, 39-45=-822/867, 38-45=-667/781, 38-46=-650/695, 37-46=-564/607, 37-47=-478/523, 36-47=-323/425, 36-48=-305/351, 35-48=-218/261, 32-51=-219/263, 32-52=-227/271, 31-52=-297/343, 31-53=-377/422, 30-53=-472/515, 30-54=-489/532,29-54=-644/687,29-55=-730/769,28-55=-816/860,28-56=-834/946, 27-56=-989/1032, 27-57=-1075/1118, 26-57=-1144/1204, 26-58=-1247/1290, 25-58=-1333/1376 WEBS 22-25=-281/215, 4-41=-291/49, 23-25=-1719/1751 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. c OFESS/o $00N o� c 2 LU r UDC 074486�� * 12-31-13 FOFG. b der 1 f1 7f11'2 6) Gable studs spaced at 14-0 oc. &l& berif r� t€ s" z nttr zmek r em 3 RY£Rd) Ari)7Ys S Qi1i1 YT3a S AND PPd&F ifUEi! i 3I ¥? €a t i P t?FFLE F f is ? fd7-74 TJ .IIL'FCDPtf iRM Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the /XIf� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPlt Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria. VA 22314. Citrus Heights, CA, ne, ne, Suite if Saut:n_-Fine Sol!UMb+es is sgxea�ee4 the ds Mg values are Chore efetnre 06101f2£&13 by At SC 9 Job Truss Truss Type Qty Ply R40054759 2471 B TlA GABLE 1 1 Job Reference (optional) aM(:, Indio, (:A - 9ZZ03 IAZ0 5 May 10 2013 MiTek Industries. Inc. Wed Jul 10 08:46:58 2013 Page 2 ID:OLD2Ugh6zrYYVZrO50vlsXzPQkecBkZuraY9BgFhCKNHwvHzEiKYXp6DxPvdUSK4YyzUgB NOTES 8) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 33, 32, 26, 27, 28, 29, 30, 31, 34, 41, 39, 38, 36, 35 except at --lb) 24=1771, 2=488, 25=1467, 40=183. 11) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrentwith any other live loads. 12) This truss has been designed for a total drag load of 3100 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 24-0-0 for 129.2 plf. 13) No notches allowed in overhang and 10000 from left end and 0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. LOAD CASE(S) Standard ® WAW1 fEG - Verify dmsi . vaawm-trrs and READ X0TIES ON 7W S AAD INC[ VDI 3.09TEK lLi ERENCE PAC-E W1i 74n EF.MP , t7,SP Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the a ■w�e¢ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ivy k( fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quat8y Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Sheet, Suite 312, Alexandria- VA 22314. Citrus He .4 sout?sern.R rte$ST ivar:bax is;pss, -1;.: th=-des., values aae those e£fe•tive MS GIJZ213 byA1.5c Heights, CA, 95610 Job Truss Truss Type Qty Ply R400547so 2471 B T16 Special Truss 7 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 M7ek Industries, Inc. Tue Jul 09 18:07:59 2013 Page 1 ID:OLD2Ugh6zrYYVZrO5OvlsXzPOke-Zm ODU9ivO6NxF_HmFJVt74ABmZ9vJBPgfS7pCyzjSk 7-8.2 ) 14-2-0 20.313 P2410.8 1-0-0 7.6.2 B-7-14 6-7-13 4-0.11 Scale = 1:43.5 6 0 5,6 = 44 = 1u B B -- 7. 2x4 II 5x8 = 4x6 = 4x4 II 7-&2 14-2-0 20-313 2410-8 7Z2 67-14 6.7-13 40.11 Plate Offsets (X,Y): 12:0-3-9,Edgel, f7:Edge,0-3-91, f9:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) -0.20 2-10 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.93 Vert(TL) -0.48 2-10 >612 240 BCLL 0.0 Rep Stress Incr NO WB 0.87 Horz(TL) 0.08 7 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.06 2-10 >999 240 Weight: 110 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-6-8 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer installation guide. REACTIONS (lb/size) 2=1167/0-5-8 (min. 0-1-8), 7=1076/Mechanical Max Harz 2=55(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2524/0, 3-4=-1580/0, 4-5=-1575/0, 5-6=-1590/0, 6-7=-1031/0 BOT CHORD 2-11=0/2314, 10-11=0/2314, 10-12=0/2314, 9-12=0/2314, 9-13=0/1477, B-13=0/1477 WEBS 3-10=0/401, 3.9=-980/5, 4-9=0/546, 5-8=-341/42, 6-8=0/1451 IOTES ) Unbalanced roof live loads have been considered for this design. c) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 4�oFESS/p LOAD CASE(S) Standard OO SOQ/y �� CO 'L�, z L C 074486 M k 12-31-13 s'T 1V �TFOF rAL July 10,2013 ® WATENOG - Verify e-e iysr. gcara.&,,, rnd k'&W MWW OR BRIS AM INCL=ED fffl7YT:5Ir.EFERPWR PAGE 1ff1-74 n .BFT01W UM Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Greenback Lane, Suite 109 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown �� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the MiTekerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding . fabrication, quality control. storage, delivery. erection and bracing, consuh ANSI/TPI7 Quality Criteria, DSB-89 and BCSI Building Component Solely Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria. VA 22314. 777777 77 H 5aurh,�m *inetSSDI luznbe-1s res:fied..ths,6ea B.n adores we thace stive 06/02j2.413 b'YAL5f' Heights, CA, 95610 Job Truss Truss Type Qty Ply �JpbRgference 2471 B TIC SPECIAL TRUSS 1 1 ��j (optional) �1 d ID:OLD2Ugh6zrYYVZrO5Ovl sXzPQke-1 yXoRgAKgKEEZPYUKygkQmFKBAwzeoeZvJBgLeyzjSj -1-0.0 , 3.0.0 I 7-6-214-2-0 20-9-13 I 2410-8 1-40 30-0 4-62 6-7-14 6-7-13 40.11 Scale = 1:44.3 4x8 = 3x10 = 12 11 10 - 9 - 8 2x4 II 3x6 = 5x8 = 3x10 = 4x4 II LOADING (psf) SPACING 3-0-0 CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.62 Vert(LL) -0.17 10-11 >999 480 TCDL 14.0 Lumber Increase 1.25 BC 0.89 Vert(TL) -0.51 10-11 >574 240 BCLL 0.0 Rep Stress Incr NO WB 0.67 Horz(TL) 0.13 8 n/a n/a BCDL 10.0 Code IBC2009lrP12007 (Matrix) Wind(LL) 0.08 11 >999 240 LUMBER BRACING TOP CHORD 2x4 DF No.t&Btr G TOP CHORD BOT CHORD 2x4 DF No.t&Btr G WEBS 2x4 OF Stud G BOT CHORD WEBS REACTIONS (lb/size) 2=1750/0-5-8 (min. 0-1-14), 8=1613/Mechanical Max Horz 2=83(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4017/0, 3-4=-3610/0, 4-5=-2375/0, 5-6=-2373/0, 6-7=-2380/0, 7-8=-1545/0 BOT CHORD 2-13=0/3715, 12-13=0/3715, 12-14=0/3715, 11-14=0/3715, 11-15=0/3389, 10-15=0/3389, 10-16=0/2209, 9-16=0/2209 WEBS 4-11=0/466, 4-10=-1372/11, 5-10=0/808, 6-10=-277/193, 6-9=-512/61, 7-9=0/2164, 3-12=-6/299, 3-11=-558/0 PLATES GRIP MT20 220/195 Weight: 117 lb FT = 20% 2-0-0 oc purlins (3-2-9 max.), except end verticals (Switched from sheeted: Spacing > 2-0-0). Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 4-10 OTES Unbalanced roof live loads have been considered for this design. _) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; M WFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) Graphical purlin representation does not depict the size or the orientation of the purin along the top and/or bottom chord. LOAD CASE(S) Standard �,gpFESS/p� 500A/ 2 U C 074486 * l E!.--31-13 '* July 10,2013 ® Iff-UMtr. - lrerify dmigstp=amters mad PMEAD li07M ON 7WIS APE) 1%CLilfiM,M73K PFRFEREfWE PAW MI-747,3 i3WOR8 V S& Design valid for use only with Mifek connectors. This design is based only upon parameters shown, and is for an individual building component. Wit Applicabilityof design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown 6 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the n �ig�€' R erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding !YI ! fabrication, quality controL storage, delivery, erection and bracing, consu8 ANSI/TPII Quality Criteria, DSB-89 and BCSI BuBding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 :f uthem.PrinetSPIdumber*is �xeariiedi.: t4hazleaign val ev M those effectnre 0640118:2 by XtSC.. Job Truss Truss Type Qty Ply R40054762 Lb 2471_B T1D SPECIAL TRUSS - 1 1 Reference (optional BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:08:01 2013 Page 1 ID:OLD2Ugh6zrYYVZrO50vlsXzPQke-V95Ae9ByReM5BZ7gugMzz oVvZFBNJGiBzxEt4yzjSi r1-0-0, 7$2 14-2-0 ) 20-9-13 I 25-4-0 28-" 1-0.04&2 6-7-14 6-7-13 4-&3 110 �1 0 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 4x8 = Scale = 1:49.4 3x1D = .. 13 — 12 - 11 .. lu ._ 9 2x4 II 3x6 = 5x8 = 5x8 = 2x4 II LOADING (psf) SPACING 3-0-0 CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.62 Vert(LL) -0.17 11-12 >999 480 TCDL 14.0 Lumber Increase 1.25 BC 0.89 Vert(TL) -0.52 11-12 >575 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.39 Horz(TL) 0.13 9 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.10 12-13 >999 240 LUMBER BRACING TOP CHORD 2x4 OF No.t&Btr G TOP CHORD BOT CHORD 2x4 OF No. 1&Btr G WEBS 2x4 OF Stud G `Except' BOT CHORD W6: 2x4 OF No.t&Btr G WEBS REACTIONS (lb/size) 2=1748/0-5-8 (min. 0-2-3), 9=2186/0-5-8 (min. 0-2-10) Max Horz 2=98(LC 14) Max Uplift2=-252(LC 9), 9=-271(LC 12) Max Grav 2=2034(LC 8), 9=2472(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4807/543, 3-4=-4281/480, 4-5=-2834/328, 5-6=-2644/150, 6-7=-2714/160, 7-8=-255/1035 'OT CHORD 2-14=-518/4444, 13-14=-387/4296, 13-15=-371/4253, 12-1 5=-1 30/4146, 12-16=0/3756, 11-16=0/3559, 11-17=0/2353, 10-17=-24/2421, 10-18=-950/364, 9-18=-950/188, 9-19=-950/138, B-19=-950/138 /EBS 4-12=0/466, 4-11=-1385/25, 5-11=0/805, 6-11=-421/375, 6-10=-645/198, 7-10=-365/3242, 7-9=-2243/276, 3-13=-6/299, 3-12=-558/67 PLATES GRIP MT20 220/195 Weight: 127 lb FT = 20% 2-0-0 oc puffins (2-10-15 max.) (Switched from sheeted: Spacing > 2-0-0). Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 4-11 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05:85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=252, 9=271. 7) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 25-4-0 for 59.2 plf. 9) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 ® W1s NG - Varijg dz&7 a parm7z&ms z nd RIBA l N07BE ON 7731u @ND INCLO[DED ltfi2S.KPFYER9WE PAGE 1?1fl-747J S&F0JW (W Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and t; for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Iat.— Bon available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria. VA 22314. @fSout§tem. C n:a IS3j Iumbe^1 alsed: e:i.: he design values are those at'e tine 0bjf8Sf28#1.3 bYA:15C 4�pFESS/p SQCO {�/jj LU C 074486 rn *� E/' -�i� 13 /* July 10,2013 Iff Mi iek- 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply R40054762 2471 B T1D SPECIAL TRUSS 1 1 - Job Reference o tional BMC, Indio, CA - 92203 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-5=-102, 5-8=-102, 2-9=-30, 8-9=-60(F=-30) 7.420 s May 10 2013 MTek Intlustries, Inc. Tue Jul 09 18:08:01 2013 Page 2 ID:OLD2Ugh6zrYYVZrO50vlsXzPQke-V95Ae9ByReM5BZ7gugMa_oVvZFBNJGi8zxEt4yzjSi ® WXRA' h � Verify tiesigsr Parameter, s an. d PMAD is07W Off ISYBu AND I.W,[ MMM TSK P.Ei r R.13, B PA06 71-747J €3P,rmrx, IM—F. Wit Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi ir ek- fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Bundling Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 1f-sSuurltcn Pine(SP) lumberi= es:fiedr theelecign valuaa are thoa et°ect-we Oej'qxJ2:92.3 bvAtSC Job Truss Truss Type Qty Ply R40054763 2471_B T1E Special Truss 3 1 Job Reference (optional) BMC, Indio, CA - 92203 -7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:08:02 2013 Page 1 ID:OLD2Ugh6zrYYVZrO50vlsXzPQke-_LtYsVBbCxVyoiisRNtCVBLhWzau6fwrMdgnOXyzjSh r1-0.0, 7-62 14-2-0 20.9-13 254-0 28-4-0 29-0-0 �li0.0 7-8-2 6-7-14 B-7-13 41r3 ,:L 1-0.0 Scale = 1:50.1 5x6 = in 0 4x4 = 12 11 - - 10 2x4 II Sx8 = 3x10 = 2x4 II 14-2-0 20. - 3 25-4-0 2� 7.62 6-7.14 1 .7-13 4.6.3 3-0.0 Plate Offsets (X,Y): 12:0-3-5,Edael 110:0-3-9,0-1-81 111:0-4-0 0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.56 Vert(LL) -0.20 2-12 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.92 Vert(TL) -0.48 2-12 >621 240 BCLL 0.0 Rep Stress Incr NO WB 0.87 Horz(TL) 0.08 9 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.06 2-12 >999 240 Weight: 121 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-6-14 oc puffins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer linatallationide REACTIONS (lb/size) 2=1153/0-5-8 (min. D-1-8), 9=1572/0-5-8 (min. 0-1-11) Max Horz 2=-55(LC 6) Max Upl'tft9=-18(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2482/0, 3-4=-1538/0, 4-5=-1533/0, 5-6=-1476/0, 6-7=-168/1047 BOT CHORD 2-13=0/2274, 12-13=0/2274, 12-14=0/2274, 11-14=012274, 11-15=0/1359, 10-15=0/1359, 10-16=-971/178, 9-16=-971/178, 9-17=-971/178, 7-17=-971/178 JEBS 3-12=0/400, 3-11=-980/5, 4-11=0/533, 5-10=-393/67, 6-10=0/2003, 6-9=-1405127 IOTES ,) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9. 7) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along theESS� Bottom Chord, nonconcurrent with any other live loads. QR a 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Soo t7 �F2 LOAD CASE(S) Standard C, 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 U 2 Uniform Loads (plf) C 074486 r- Vert: 1-4=-68, 4-8=-68, 2-9=-20, 7-9=-50(F=-30) IX E 12-31-13 sT�TFOF C , July 10,2013 ® ik!EW11 - Ncrrfy d&sltf- gsmrasnrters =d &"&W M): F'FA ON THIS AM fArIA)DED ftUTBK FP.Z:FP.RM, 'E PAC- 1WT-747J BaKit?E i 1S Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and'¢ for an individual building component. �f Applicability of design parameters and proper incorporation of component a responsibility of building designer - not truss designer. Bracing shown !. is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction a the responsibillity of the M6 Er iC erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 1 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus He' 8f5rsrt%kam. Fine $SR)Inmhes is syss=cifi : the-de�sig vel"es are those efe¢tlue OS 1/2013 byAlSC Heights, CA, 95610 Job Truss Truss Type Qty Ply R40054784. 2471 B T1F Special Truss 5 1 Job Refere ce o tional BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:08:03 2013 Page 1 ID:OLD2Ugh6zrYYVZrO5OvlsXzPQke-SXDw3rCDzFdpOsH3?5OR2PtpONzkrAL?bHQKyzyzjSg 142-0 16.10A 21-7-0 2�r�063-0 0.10-0, 9-0 10r1--0.0 34 39i Scale = 1:51.0 7x10 II 316 = -- 22 -- 41 -- Y0- —- -- -- 16 -- 15 -' 14 -- 2x4 I I 5x8 = 4x12 MT20H — 5x8 = 3x10 = 2x4 I I 3-1-12 6-9.0 10-&0 17-1D-0 F 21-7-0 25-40 2 O 3-1-12 3-7-4 39-0 7-4-0 + 39-0 3-0.0 Plate Offsets (X,Y): 115:0-3-9,0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.71 Vert(LL) -0.19 20-21 >999 480 MT20 2201195 TCDL 14.0 Lumber Increase 1.25 BC 0.76 Vert(TL) -0.62 2D-21 >483 240 MT20H 1651146 BCLL 0.0 ' Rep Stress Incr NO WE 0.60 Horz(TL) 0.08 14 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.11 20-21 >999 240 Weight: 151 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc puffins. BOT.CHORD 2x4 DF No.1&Btr G *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: B2: 2x6 DF No.2 G 6-0-0 oc bracing: 14-15,12-14. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. REACTIONS (lb/size) 2=1233/0-5-8 (min. 0-1-8), 14=1673/0-5-8 (min. 0-1-13) Max Horz 2=-55(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2850/0, 3-4=-2649/0, 4-5=-2164/0, 5-6=-2250/0, 8-9=-1761/0, 9-10=-1865/0, 10-11=-1429/0, 11-12=-176/1030 BOT CHORD 2-24=0/2637, 22-24=0/2637, 22-25=0/2637, 21-25=0/2637, 21-26=0/2491, 20-26=0/2491, 19-20=0/1727, 19-27=0/1675, 18-27=0/1696, 18-28=0/1725, 28-29=0/1723, 17-29=0/1716, 16-17=0/1727, 16-30=0/1313, 1 5-30=0/1 313, 15-31=-954/185, 14-31=-954/185, 14-32=-954/185, 12-32=-954/185 vJEBS 10-16=0/492, 3-22=-18/262, 11-14=-1467/0, 8-16=-173/378, 6-20=0/1057, 4-20=-613/26, 8-23=-1539/0, 6-23=-1539/0, 5-20=-617/26, 9-16=-148/294, 10.15=-639/0, 4-21=0/390, 3-21=-407/26, 11-15=0/1962 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) 180.01b AC unit load placed on the bottom chord, 14-2-0 from left end, supported at two points, 5-0-0 apart. 4) All are MT20 unless otherwise indicated. ��S,Sf o plates plates �4R 5) All plates are 3x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. SOON 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will �`�� O /li fit between the bottom chord and any other members. V t7 8) A plate rating reduction of 20% has been applied for the green lumber members. Lug C 07l� 486 r- 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. E 12731-13 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 FaFc � July 10,2013 ® FAPNTNG - Verify d4sign caaramcl:en and P-UAD 1 ^OT S Otz 7WIS ltidfl 1hrLf DIM lfIT-B' P"Ea2L'WE FACE f fl-747,3 IIi?,TOR9 USE. Design valid for use only with Wek connectors. This design is based only upon parameters shown, and B for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the p�{� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding IYi) lT e- fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. - Citrus Heights, CA, 95610 Ff SauthM n Pine tSgj lumber is specified,, tirg cigar values ale tha;a e1se.inre 06/al/2,01.3 bV ALSC 9 Job Truss Truss Type Qty Ply R40054764 2471 B T1F Special Truss 5 1 Job Reference (optional) tsmu' maro, GA - 92203 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-7=-68, 7-13=-68, 2-14=-20, 12-14=-50(F=-30) Concentrated Loads (lb) Vert:27=-90 29=-90 7.420 a May 10 2013 MTek Industries, Inc. Tue Jul 09 18:08:03 2013 Page 2 ID:OLD2Ugh6zrYYVZrO50vlsXzPQke-SXDw3rCDzFdpQsH3?50R2PtpONzkrAL?bHQKyzyzjSg ® iMAf°JtM - Verify dmsi n param&?m. anal READ MnW.S ON YWIS.tiM XNC;`LiS 10,MITM Fr.F'.�`.ii'a 'E PAGE f-747J F3EF,�ORV IhM Design valid for use only with M7ek connectors. This design is based only upon parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown .Applicability lateral support of individual web members only. Additional temporary bracing to insure stability during construction 6 the responsibillity of the pp� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M! tT ek fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Citrus Hei hts, CA, 95610 'i "saut3r=m Fine fluMbe iss7secified tttkderign wtues are those efte-true 06f012013 by AISC 9 Job Truss Truss Type Qty Ply R40D54765 2471_B T1G Special Truss 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:08:03 2013 Page 1 ID:OLD2Ugh6zrYYVZrO5OvlsXzPQke-SXDw3rCDzFdpQsH3?5OR2PtsgNz2rBF?bHQKyzyzjSg -0-0, 51411 10-B-7 F 14-2-0 I 17-7-12 25-4-0 284.0 1-40 510-11 4-9-12 3S9 3-512 7-8-4. 3.40 Scale = 1:49.4 4x4 = 3x6 = It 11 _ _ lu - y - --.. 2x4 I I 5x8 = 6x8 = 2x4 I I I 510-11 10-8-7 17.7.12 254-0 28.4-o 11.11 1 4.9.12 6-11-5 7-8-4 30-0 _ Plate Offsets MY): f11:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.54 Vert(LL) -0.19 9-10 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.74 Vert(TL) -0.44 10-11 >684 240 BCLL 0.0 Rep Stress Incr NO WB 0.55 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix) Wind(LL) 0.05 11 >999 240 Weight: 127 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1 &BtrG TOP CHORD Structural wood sheathing directly applied or 3-9-0 oc puriins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation e REACTIONS (lb/size) 2=1182/0-5-8 (min. 0-1-8), 9=1514/0-5-8 (min.0-1-10) Max Harz 2=58(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2671/0, 3-4=-2041/0, 4-5=-2027/0, 5-6=-1770/0, 6-7=-1801/0, 7-8=-119/823 BOT CHORD 2-13=0/2463, 12-13=0/2463, 12-14=0/2463, 11-14=0/2463, 11-15=0/1389, 15-16=0/1389, 16-17=0/1389,10-17=0/1389,10-18=-748/108,9-18=-748/108,9-19=-748/108, 8-19=-748/108 fEBS 3-12=0/348, 3-11=-681/5, 4-11=-284/52, 5-11=0/839, 5-10=-6/474, 6-10=-425/80, 7-10=0/1775, 7-9=-1330/39 ,.OTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) `This truss has been designed for a live load of 20.Opsf on the bottom Chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the �� pFESSt O�q Bottom Chord, nonconcurrent with any other live loads. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). SOON LOAD CASE(S) Standard C 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 ` V Uniform Loads (plf) C 074486 m Vert: 1-5=-68, 5-8=-68, 2-15=-20, 15-17=-60, 9-17=-20, 8-9=-50(F=-30) * E 12731-13 �T�TE July 10,2013 ® WARN - Verify e1r_aign Pca ca &tevn and P" D MnW ON INiS AND IML-MED Af TEK R8FPjZMCE PACE.M71-7473 BEFORE I&Bi --- Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component B responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members ony. Additional temporary bracing to insure stability during constructionis the responsibility of the �nL'{ erector. Addtional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regordng Mi eW fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312 Alexandria. VA 22314. Citrus Heights, ;f Suurivem: Pine (SG)'umbe:r is aecifie: ,:2�;=_ 4Iswgnuatues are those-ol-re 06AK1:2?_:3 bvALSC 9hts. CA. 95610 _ Job Truss Truss Type Qty Ply R40054766 Lb 2471 B T1H Special Truss 1 1 Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 Mi ek Industries, Inc. Tue Jul 09 18:08:04 2013 Page 1 ID:OLD2Ugh6zrYYVZrO50v1sXzPQke-wknJHBDrkZIg20sFZovgacQ3snJHagn8gx9uUPyzjSf 510.11 10.8-7 142-0 17-7-12 2410.8 1-0.0 510-11 49.12 35-9 3-512 7-2-12 Scale = 1:44.5 3x6 = 2x4 11 5x8 = 4x4 = 5x8 = H 6x10 MT20H 11 �4 510.11 10.8-7 17-7-12 24-10-8 510.11 49-12 6-11-5 7-2-12 Plate Offsets MY): 17:0-3-0 0-2-01 f8.0-3-9 Edgel 110:0-4-0 0.301 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.18 9-10 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.74 Vert(TL) -0.42 9-10 >695 240 MT20H 165/146 BCLL 0.0 ' Rep Stress Incr NO WB 0.40 Horz(TL) 0.07 8 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix) Wind(LL) 0.05 10-11 >999 240 Weight: 116 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. I&Btr G TOP CHORD Structural wood sheathing directly applied or 3-8-14 oc puffins, except BOT CHORD 2x4 DF No.1&Btr G end verticals. WEBS 2x4 DF Stud G *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W7: 2x4 DF No. 1&Btr G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [installation ciuide. REACTIONS (lb/size) 2=1185/0-5-8 (min. 0-1-8), 8=1099/Mechanical Max Horz 2=55(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2680/0, 3-4=-2050/0, 4-5=-2035/0, 5-6=-1769/0, 6-7=-1800/0, 7-8=-1024/0 BOT CHORD 2-12=0/2471, 11-12=012471, 11-13=0/2471, 10-13=012471, 10-14=0/1399, 14-15=0/1399, 15-16=0/1399, 9-16=0/1399, 9-17=-7/392, 8-17=-7/392 IEBS 3-11 =01347, 3-10=-681/6, 7-9=0/1300, 4-10=-281/52, 5-10=0/837, 5-9=-20/471, 6-9=-393177 r.OTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. �OFESS1© 7) Refer to girder(s) for truss to truss connections. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the O SOON ©�� Bottom Chord, nonconcurrent with any other live loads. <� ' 2 2 C? LOAD CASE(S) Standard V U f+}� V * EX �J 112-31{-13 �TgrFOFC;A �\P July 10,2013 ®117FRMY ' - Verify design arametem, and READ M07M ON Y IS 6M1AW1,%rX F—n RfA'Y`9K Bpf;FF.iL;:' XE: PAGE Pfal-74T<i.ftf f`i)RB WSf Design valid for use only with Mflek connectors. This design is based only upon parameters shown, and Is for on individual building component. Applicability of design parometers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown �! is for lateral support of individual web members any. Additional temporary bracing to insure stability, during construction 6 the responsibillity, of the IYiI Pi � erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 QuaBly Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 4 Sou am PinelSPJ lumber isspatiftd:,:-C.:x.design varsres arethos£ effe_tive 06,'01-12013 byALSC Job Truss Truss Type Qty Ply R40054767 2471_B T1J Special Truss 1 1 ob Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:08:114 2013 Page 1 ID:OLD2Ugh6zrYYVZr050v1 sXzPQke-wknJHBDrkZlg2OsFZovgacQ3snJ8agmBgx9uUPyzjSf 510.11 10-8-7 I - 142-0 17-7-12 1 24-10-8 510.11 4-9.12 3S9 3-512 7-2-12 Scale = 1:42.6 4xil = H 3x6 = -iu a 6 7 2x4 I I 5x8 = 5x8 = 6x10 MT20H 11 510.11 10-8-7 i 17-7-12 24-10.8 510.11 49.12 6-11-5 7-2-12 Plate Offsets (X,Y): f6:0-3-0,0-2-01 r7:0-3-9,Edoel f9:0-4-0 0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.18 8-9 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.75 Vert(TL) -0.42 8-9 >693 240 MT20H 165/146 BCLL 0.0 ' Rep Stress Incr NO WB 0.40 HOrz(TL) 0.07 7 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.05 10 >999 240 Weight: 115 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3-8-4 oc purlins, except BOT CHORD 2x4 DF No.1 &Btr G end verticals. WEBS 2x4 DF Stud G 'Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W7: 2x4 DF No.t&Btr G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer 11I)stallation uide. REACTIONS (lb/size) 1=1096/0-5-8 (min. 0-1-8), 7=1101/Mechanical Max Horz 1=42(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2708/0, 2-3=-2059/0, 3-4=-2043/0, 4-5=-1774/0, 5-6=-1805/0, 6-7=-1026/0 BOT CHORD 1-11=0/2500, 10-11=0/2500, 10-12=0/2500, 9-12=0/2500, 9-13=0/1404, 13-14=0/1404; 14-15=0/1404, 8-15=0/1404, 8-16=-7/393, 7-16=-7/393 WEBS 2-10=0/350, 2-9=-690/15, 6-8=0/1304, 3-9=-278/51, 4-9=0/842, 4-8=-20/471, 5-8=-393/77 TOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 4 �q 7) Refer to girder(s) for truss to truss connections.QFE.�iS%: 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. S00A 0�� LOAD CASE(S) Standard '- V G) Z Cr C 074486 M . 12-31-13 ST eQ' �rFOF r July 10,2013 Il E,'&Is°id's''Fw - Verifg cfzsi9n 7acram&,Yas a 3 P RAD ff1TTZ of# TRiS APB JKCL:Iils'D AR e a JAK P.F.%Z-itSWCE PACE V1-74n ,BFd r?E (MS Design valid far use only with MiTek connectors. This design is based only upon parometers shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component B responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members any. Additional temporary bracing to insure stability during constructionis the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the buildingMiTek' designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality CrBerlo, DSB-89 and BCSI Building Component E'kSuite 109 ::4 7777 Greenback Lane, Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, Lane, SOUTh4mPine(Sp}7WT:ht£!i z W apeiF-d..-_.de'e err-kreir am efe.tdfi'e osfti'2/2s3-.3 L-.v 5LSC Job Truss Truss Type Qty Ply R40054768 2471_B T1K Special Truss 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:08:06 2013 Page 1 ID:OLD2Ugh6zrYYVZrO5OvlsX7PQke-s6v3htE5GA?OHKOegDxBglVNHa?c2ZYRHFe?ZlyzjSd 510.11 10-8.7 14.2-0 17-7-12 24-10-8 510-11 4-9-12 3S9 3•5-12 7-2-12 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW 4x4 = Scale = 1:42.6 HZZ, 4x6 = -IV y a 7 2x4 I I 5x8 = 6x8 = 6x10 MT20H 11 510.11 10-8-7 17-7-12 24-10-8 510.11 4-9-12 6.11.5 7-2-12 Plate Offsets (X,Y): 16:0-3-0,D-2-01, [7:0-3-9,Edge]. 19:0-4-0.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) -0.18 8-9 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.75 Vert(TL) -0.42 8-9 >693 240 MT20H 165/146 BCLL 0.0 ' Rep Stress Incr NO WB 0.51 Horz(TL) 0.09 7 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix) Wind(LL) 0.08 9-10 >999 240 Weight: 115 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-1-10 oc pudins, except BOT CHORD 2x4 OF No. 1&Btr G end verticals. WEBS 2x4 OF Stud G `Except* BOT CHORD Rigid ceiling directly applied or 6-D-0 oc bracing. W7: 2x4 OF No.t&Btr G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [installation guide. REACTIONS (lb/size) 1=1096/0-5-8 (min. D-1-8), 7=1 101 /Mechanical Max Horz 1=45(LC 13) Max Uplift 1 =-266(LC 9), 7=-182(LC 12) Max Grav 1=1416(LC 8). 7=1348(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3664/807, 2-3=-2674/506, 3-4=-2353/243, 4-5=-1863/100, 5-6=-2314/384, 6-7=-1269/220 DT CHORD 1-11=-787/3370, 1D-11=-515/3233, 10-12=-445/3062, 9-12=-183/2800, 9-13=-181/1704, 13-14=0/1495, 14-15=0/1494, 8-15=-1/1524, 8-16=-409/752, 7-16=-32/393 .JEBS 2-10=0/350, 2-9=-690/41, 6-8=-349/1768, 3-9=-281/54, 4-9=0/8. 49, 4-8=-131/582, 5-8=-399/83 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 1=266, 7=182. 9) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 24-10-0 for 60.4 plf. LOAD CASE(S) Standard �RQFESSJp,� Soo �� c ti LU C 074486 m * E 12121-13 crj IV�Q 9rFOF�� July 10,2013 ® i4T8171di'NG - Verify &zir, jm €aarm netrss am READ ATi7W 01? 7WJS AND INCLUD2:T .WI K P.ii: RREEM-E PAGG P91-74-W-3 VEf OME, t£5P Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' �} erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi iT ek' fabrication, quality control, storage, defvery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 efSosn em pine ISP) iumb2a is spe Jfisd, Ove dael9r,rahres are those-e 'ecfnte O9P.f"13 byALSC Job Truss Truss Type Qty Ply - R40054769 �Jgb 2471_B TIM Special Truss 4 1 Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:08:06 2013 Page 1 ID:OLD2Ugh6zrYYVZrO5OvlsXzPQke-s6v3htE5GA?OHKOegDxBglVGda_72UzRHFe?ZlyzjSd 411E 9-1-12 14-2-0 17-7-11 24-10-8 411E 4-2-6 5-0-5 3-511 7-2-13 Scale = 1:41.9 06 = 2x4 11 3x10 = 7xl0 = 6x10 MT20H I I 411E - 9.0.1 9.112 17-7-11 24-10-8 411E 41-7 0- -0 8E-0 7-2-13 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.94 Vert(LL) -0.26 8-9 >713 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.78 Vert(TL) -0.42 8-9 >445 240 MT20H 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.80 Horz(TL) 0.02 7 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.01 1-10 >999 240 Weight: 114 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD BOT CHORD 2x4 DF No. 1&Btr G WEBS 2x4 DF Stud G BOT CHORD REACTIONS (lb/size) 1=365/0-3-8 (min. 0-1-8), 7=607/Mechanical, 9=1514/0-5-8 (min. 0-1-10) Max Horz 1=42(LC 5) Max Grav 1=450(LC 13), 7=607(LC 1), 9=1514(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-450/0, 2-3=0/451, 3-4=0/454, 4-5=-760/39, 5-6=-792/0, 6-7=-544/13 BOT CHORD 1-11=-3/391, 10-11=-3/391, 10-12=-3/391, 9-12=-3/391, 9-13=0/305, 13-14=0/305, 8-14=0/305, 8-15=-15/357, 7-15=-15/357 IEBS 3-9=-332/58, 4-9=-947/0, 4-8=0/653, 5-8=-401175, 6-8=0/438, 2-10=0/406, 2-9=-800/10 Structural wood sheathing directly applied or 6-0-0 oc purling, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-68, 4-6=-68, 1-9=-50(F=-30), 9-13=-20, 13-14=-60, 7-14=-20 QgOF1=SS/Q Soo O00 *� _Ei'17'31-13 1 F July 10,2013 ® bd7SPKING - Verify desigm prvraaz&ers zAd r2S4D did© S ON 7WIS AND INC LTlfivD-0 TVK PEFF—i2 M,E FA GE £r T7473 BFEF RF i ISE. -- Design valid for use only with MTek connectors. This design is based only upon parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown t I for lateral support of individual web members only. Additional temporary brocing to insure stability during construction is the responsibilIrty of the g - erector. Additional pennonenl bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mo ie W fabrication, quality control, storage. delivery, erection and bracing. consult ANSI/TPI1 Quality Criferia, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 ?f Sout3,ern Pine $Sls) lumber is spesfa3.,-dr,=- Gel-rgn values arethosa eVez-a-e D&30112013 i ykL5C' g Job Truss Truss Type Qty Ply R40054770 2471 B T1N Common Truss 5 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:08:07 2013 Page 1 ID:OLD2Ugh6zrYYVZJO5OvlsXzPQke-KISRvDFj1U7FvUbgExSNCF2YK LLn2UbWvOY5ky2jSc 6-11-9 14-2-0 20.9-13 2410.8 6-11-9 7-2-7 6.7-13 - 4A11 Scale = 1:41.6 5x6 = 3x4. = 9 - a f 6 2x4 11 5x8 = 3x4 = 4x4 11 f 6-10-12 6-1,1-9 20.9.13 2410-8 6-10-12 0-0-13 13-10-4 40-11 Plate Offsets (X.Y): f1:0-2-O.Edgel. M:Edoe.0-3-91, f8:0-4-0.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.49 Vert(LL) -0.19 8-9 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.71 Vert(TL) -0.32 1-9 >252 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.34 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code IBC2009lrP12007 (Matrix) Wind(LL) 0.04 1-9 >999 240 Weight: 109 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD BOT CHORD 2x4 DF No. 1&Btr G WEBS 2x4 DF Stud G BOT CHORD REACTIONS (lb/size) 1=318/0-3-8 (min. 0-1-8), 6=760/Mechanical, 9=1285/0-5-8 (min. 0-1-8) Max Harz 1=42(LC 5) Max Grav 1=422(LC 13), 6=760(LC 1), 9=1285(LC 1) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-850/0, 3-4=-834/0, 4-5=-1081/0, 5-6=-723/0 OT CHORD 8-12=0/994, 7-12=0/994 IEBS 2-9=-992/29, 2-8=07744, 4.8=-383/40, 5-7=0/967 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 1 D-0-0 oc bracing: 7-8. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. mOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (ptf) Vert: 1-3=-68, 3-5=-68, 1-9=-50(F=-30), 6-9=-20 O??,OFESS/p�9 so0N o�F �Y i v'r ti� z LU C 074486 rn *� Q� 1231-13 /* �TF July 10,2013 ® WAMWNG - Verify d ssiga parameters; =d PEAD N07';?'a9 ON TRIS ATx1?i l3br%L{ DLM AYiTEK PEF'ERffX S PAGG MI-7473 srg, orw 1". Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resporuibillity of the pp�g erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiT ee, fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 1f Samn Pne(3G}ivrr.J;s�zar;;sesifiP:l: ti,g tlrs?gn vafu�es xze: haze efeYave O&ii}-12€3€.a bylt?LSi Job Truss Truss Type Qty Ply R40054771 2471_B T10 GABLE 1 1 ob Reference o tional on , n occw nmy , rage ID:OLD2Ugh6zrYYVZrO50vl sXzPQke-gLgfcnycd0ijMmX9eUoG_l gGRkNPGc_TCOBhyzUph 14-2-0 24-6-15 2441 14-2-0 10.4-15 0-3- 0 X d QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE 4x4 11 SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 4x6 = 11 12 13 14 4.0 Scale = 1:42.1 3x4 = 41 40 42 39 43 38 44 37 45 36 46 35 47 34 48 33 32 49 31 30 50 519 52 28 53 27 54 26 55 25 56 24 57 23 5x6 = 4x6 = 4x4 II 24-10-8 24.10-8 Plate Offsets (X,Y): f2:0-3-O,Edgel. f12:0-2-0.0-2-01. f20:0-3-O.Edgel. f23:Edge,0-3-91, f33:0-3-0.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 . BC 0.29 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.51 Horz(TL) 0.01 32 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Weight: 155 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G 'Except' TOP CHORD Structural wood sheathing directly applied or 4-11-9 oc puriins, 2-12,12-20: 2x6 OF No.2 G except end verticals. BOT CHORD 2x4 OF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 5-2-13 oc bracing. WEBS 2x4 OF No. 1&Btr G `Except' MiTek recommends that Stabilizers and required cross bracing 22-24: 2x4 OF Stud G be installed during truss erection, in accordance with Stabilizer OTHERS 2x4 OF Stud G *Except* Installation guide. 21-24: 2x4 OF No.1&Btr G REACTIONS All bearings 24-10-8 (Ib) - Max Harz 1=45(LC 13) MaxUplift All uplift 100 lb or less at joint(s) 32, 31. 25, 26, 27, 28, 29, 30, 33, 40, 38, 37, 35, 34 except 1=-440(LC 9), 23=-1791(LC 14), 24=-1485(LC 15), 39=-206(LC 23) Max Grav All reactions 250 lb or less at joint(s) 39 except 1=595(LC 8), 23=1862(LC 7), 32=301(LC 50), 31=299(LC 51), 24=1574(LC 22), 25=315(LC 57), 26=314(LC 56), 27=314(LC 55), 28=314(LC 54), 29=315(LC 53), 30=295(LC 52). 33=278(LC 31), 40=542(LC 23), 38=327(LC 44), 37=312(LC 45), 36=315(LC 46), 35=315(LC 47), 34=304(LC 48) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1772/1727, 2-3=-1518/1491, 3-4=-1273/1228, 4-5=-1088/1086, 5-6=-913/915, 6-7=-7381748,7-8=-563/580,8-9=-387/413,12-13=-227/260,13-14=-311/352, 14-15=-495/520,15-16=-670/680,16-17=-845/846,17-18=-1022/1015,18-19=-1173/1158, 19-20=-1224/1223, 20-21 =-1 315/1292, 21-22=-1549/1526, 22-23=-1769/1718 BOT CHORD 1-41=-1611/1703, 40-41 =-1 411/1439, 40-42=-1162/1203, 39-42= 11078/1106, 39-43=-982/1037, 38-43=-912/954, 38-44=-829/871, 37-44=-679/785, 37-45=-662/704, ��OFESS/pN 36-45=-579/621, 36-46=-496/538, 35-46=-412/439, 35-47=-329/371, 34-47=-245/285, �0 S�� 9� N 3D-50=-256/302, 30-51=-332/377, 29-51=-426/468, 29-52=-443/485, 28-52=-593/634, 28-53=-676/713, 27-53=-759/801, 27-54=-776/884, 26-54=-925/953, 26-55=-1009/1051,Co Q Q �� 25-55=-1075/1134, 25-56=-1175/1217, 24-56=-1258/1300 V� �{7 WEBS 21-24=-291/223, 3-40=-308/41, 22-24=-1732/1763 7 C LU !� ft7 A A O C 07448 NOTES Elr 12-31--133 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 s 1 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Q iJ jF d4 Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. OF C 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. �U(y 10,2013 6) Gable studs spaced at 1-4-0 oc. (A� a Yez rr r t/c* ir/se Pr"Zmmteys m d READ A-0-I M OWMIS S AND 1YXL (XV!M M JK PPYERE E PACE Mil-7473 SU01 €4 i &a Design valid for use only with MiTek connectors. This design is based only upon parameters shown and is for an indvidual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the p�{� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality CrBeria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 safety Informaflon available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. fSaVT$2tm PrIne 1Ivaabes ISS PS?iP;mE44W.gn ia.luas am those 2f-tive 06}ii2I2013 bvAtsc7 Carus Heights, CA, 95610 Job Truss Truss Type Qty Ply R40054771 Lb 2471 B T10 GABLE 1 1 Reference (optional) BMC, Indio, CA - 92203 r.azu s may ru zuw mu eK inausmes, inc. wea uw iu u6:ar.n zuis rage z ID:OLD2Ugh6zrYYVZrO5Ovl sXzPQke-BXE2p7zEOKgZ8GLj L?l oBa?Or41SsWmD7yaj7yzUpg NOTES 8) *This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoiri 32, 31, 25, 26, 27, 28, 29, 30, 33, 40, 38, 37, 35, 34 except (jt--lb) 1=440, 23=1791, 24=1485, 39=206. 11) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 12) This truss has been designed for a total drag load of 3100 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 24-10-0 for 124.8 pH. 13) No notches allowed in overhang and 0 from left end and 0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one be plate between each notch. LOAD CASE(S) Standard ® i%'$i° 31W - Ve-rifg design cram- ten and PEA D NOT ON THIS AM IA'Cr-UDE0.11UTEK PUPR_2's1YL'E PAM F?df-7473.UEMRE IRM Design valid for we only with Mirek connectors. This design 6 based only upon parameters shown, and B for an individual building component. Applicability of design parameters and proper incorporation of component a responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the pp� p��! erector. Additional permanent bracing of the overall structure is the responsibility of the buildng designer. For general guidance regarding MiTeae' fabrication, quality control, storage, delivery, erection and bracing, consuff ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 'f 5ai..Them Pine$;SPf':uasrbas isspzcrflsa�. me devig vakw-E those ete:tiwe 06101121M CyAtiC � Job Truss Truss Type Qty Ply R40054772 2471_B T2A COMMON TRUSS 1 3 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:08:14 2013 Page 1 ID:OLD2Ugh6zrYYVZrO5OvlsXzPQke-&04NcL6Nd?FEYdA8v40JmPpk5wCud7VaOrgyzjSV 438 35-3 12-0.0 14$13 132-8 24-0.0 4-9-8 4-7-11 2-8-13 47-11 49-8 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE 4x6 I I SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. Scale = 1:40.0 4x12 = 3x10 II HUS26 3x10 11 JL24 7x10 —_ JL24 JL24 5x8 = JUS24 3x10 II JL26 3x10 II 412 = HUS26 HUS26 JL24 JUS24 JUS24 JL26 438 3S3 I 14-&13 - 132.8 24-0-0 438 4-7-115-1-1147.11 438 Plate Offsets (X,Y):f1:0-2-0,0-0-71,11:0-0-13,1-9-91.r7:0-0-13,1-9-91.17:0-2-0.0-0-71.110:0-5-0.0-4-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) -0.16 10-11 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.64 Vert(TL) -0.51 9-10 >555 240 BCLL 0.0 Rep Stress Incr NO WB 0.42 Horz(TL) 0.12 7 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.06 10-11 >999 240 Weight: 372 lb FT = 20 % LUMBER BRACING TOP CHORD 2x4 OF No.t&Btr G TOP CHORD BOT CHORD 2x6 OF SS BOT CHORD WEBS 2x4 OF Stud G WEDGE Left: 2x4 OF Stud, Right: 2x4 OF Stud REACTIONS (lb/size) 1=6062/0-5-8 (min. 0-2-6), 7=554510-5-8 (min. 0-2-3) Max Harz 1=-37(LC 15) Max Grav 1=6618(LC 8), 7=6198(LC 7) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-17117/0, 2-3=-12042/0, 3-4=-11257/0, 4-5=-11121/0, 5-6=-11910/0, 6-7=-16052/0 BOT CHORD 1-12=0/16184, 12-13=0/15972, 13-14=0/15865, 11-14=0/15622, 11-15=0/15384, 15-16=0/15345, 10-16=0/15017, 10-17=0/8476, 17-18=0/8146, 18-19=0/8146, 9-19=0/8476, 9-20=0/13784, 20-21=0/14052, 21-22=0/14134, 8-22=0/14377, 8-23=0/14834, 23-24=0114834, 7-24=0115177 JEBS 4-9=0/3779, 6-9=-3468/0, 6-8=0/1909, 4-10=0/4141, 2-10=4531/0, 2-11=0/2617 Structural wood sheathing directly applied or 5-10-4 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at G-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1,00 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) This truss has been designed for a total drag load of 4200 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 24-0-0 for 175.0 plf. 10) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-10-12 from the left end to 5-5-12 to connect truss(es) T1H (1 ply 2x4 DF), T1J (1 ply 2x4 DF), T1K (1 ply 2x4 DF) to back face of bottom chord. 11) Use USP JL24 (With 16d nails into Girder & NA91) nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 7-" from the left end to 13-4-4 to connect truss(es) Tt M (1 ply 2x4 DF) to back face of bottom chord. ® WARKIn a - Verify dm'iy.laar eters ar..d RL4D M)TTZ ON 7 WIS AND lNr[ UDIU).AUTTfli P.t`*.FPR s F- PACE ?lfal-7.47'3 .€39%`( R9 &SSE: Design valid for use only with Mgek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resporuibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, defvery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety lot motion available from Truss Plate Institute. 781 N. Lee Street, Suite.312, Alexandria, VA 22314. 1f sout+.ene Pine (sF)1vmbe r Ss spee>fe:3: thx design vall-e:s-ethosg e#e- trve, 06J01f"13 by A ��,RoFESS/o soot, 0,F 2 ti U C 074486 *` 15- 13 f * July 10,2013 MW 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply R40054772 2471 B T2A COMMON TRUSS 1 3 Job Reference (optional) aMC, In010, CA - 92203 7.420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:08:14 2013 Page 2 ID:OLD2Ugh6zrYWLrO5OvlsX2PQke-dfO4NcL6Nd?FEYdA8v40JmPpk5wCud7VaQrgyzjSV NOTES 12) Use USP JUS24 nth IOd nails into Girder & IOd nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 15-44 from the left end to 19-4-4 to connect truss(es) T1 N (1 ply 2x4 DF) to back face of bottom chord. 13) Use USP JL26 nth 10d nails into Girder & NA9D nails into Truss) or equivalent spaced at 0-7-0 oc max, starting at 21-4-4 from the left end to 21 -11 -4 to connect truss(es) T1N (1 ply 2x4 DF) to back face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-68, 4-7=-68, 1-7=-20 Concentrated Loads (lb) Vert:8=-740(B) 10=-587(B) 12=-1079(B) 14=-1081(B) 15=-1328(B) 16=-587(B) 17=-587(B) 19=-587(B) 20=-740(B) 22=-740(B) 23=-740(B) 24=-740(B) ® MUMNG - Verify d e siyrl iz mctzrs =d PSAD NO I ON YNIS ABD INCLUDED, MK?EF-r'�.it-EI`WE PACE Ml 7473.S 'EfY,R9 (A Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the r� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MwTe ' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 ifSousstam Diane i[S ?UMfse-issgsez s .: s:r Grs s uxtae. are Show e€e=t-r 06/Z1/20.1.3 byA SC Job Truss Truss Type Qty Ply R40054773 LbReference(optional) 2471 B T2B Common Truss 2 1 d ID:OLD2Ugh6zrYYVZrO50v1sXzPQke<ifO4NcL6Nd?FEYdA8v40JrtnUpfxwF_d7VaQrgyzjSV 6-4-2 12-0-0 17-7-14 24-00 r 6.42 I 5-7-14 57-14 64-2 Scale = 1:40.2 445 = 3x6 = 5x8 = 3x4 = 3x6 = 8-2-2- 15-0314 24-0-0 B-2-2 7-7-12 B-2-2 Plate Offsets MY): r7:0-4-0 0-3-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0.26 6-7 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.97 Vert(TL) -0.56 1-7 >509 240 BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(TL) 0.09 5 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.06 1-7 >999 240 Weight: 90 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD BOT CHORD 2x4 DF No.1&Btr G BOT CHORD WEBS 2x4 DF Stud G REACTIONS (lb/size) 1=1036/0-5-8 (min. 0-1-8), 5=1036/0-5-8 (min. 0-1-8) Max Harz 1=-38(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2463/0, 2-3=-2174/0, 3-4=-2174/0, 4-5=-2463/0 BOT CHORD 1-8=0/2282, 7-8=0/2282, 7-9=0/1550, 6-9=0/1550, 6-10=0/2282, 5-10=012282 WEBS 3-6=0/136, 4-6=434/76, 3-7=0/736, 2-7=434/76 Structural wood sheathing directly applied or 3-9-14 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. IOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard soot, 2 G)C 074486 rn E2 31-13 1* �F July 10,2013 ® WARKHG - Verifrd cdemtgaa m-ametem and READ NOT U, ON THIS AND INrl,UDEJ) Ala TSKPXYP_RBi GE F 9iE:�+ 17473 B 'LF't?RE [MS Design valid for use only with Wei, connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown if is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the A ��e = erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Bunding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 H Soutlram. Dineo0flumber is gasified,: 1Txx 4e3i�xs values am.hale eff,:tive o5{0_/201.3 by AtSC Job Truss Truss Type Qty Ply R40054774 2471_8 T2C Common Truss 1 t Job Reference (optional) BMC, Indio, CA-92203 5-8-13 6-3-3 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 5x6 = 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:08:15 2013 Page 1 ID:OLD2Ugh6zrYYVZrO5Ov1 sXzPQke-5rxTayL18x76siCMiocFXxNwpDOvfr3mM9KzNGyzjSU 6-3-3 58-13 Scale = 1:40.5 3x10 = 5x8 = 3x4 = 3x10 = 7-8-11 1635 24-0-0 7-8-11 B$11 7-8-11 Plate Offsets MY): I7:0-4-0,0-3-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.46 Vert(LL) -0.33 6-7 >844 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.93 Vert(TL) -0.68 6-7 >416 240 BCLL 0.0 ' Rep Stress Incr NO WE 0.24 Horz(TL) 0.09 5 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix) Wind(ILL) 0.09 1-7 >999 240 Weight: 91 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.1 &Btr G TOP CHORD BOT CHORD 2x4 OF No. 1&Btr G BOT CHORD WEBS 2x4 OF Stud G REACTIONS (lb/size) 1=1036/0-5-8 (min. 0-1-15), 5=1036/0-5-8 (min. 0-1-15) Max Horz 1=-38(LC 16) Max Uplift 1 =-725(LC 9), 5=-725(LC 12) Max Grav 1=1817(LC 8), 5=1817(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4757/2202, 2-3=-3480/1118, 3-4=-3480/1118, 4-5=-4757/2202 BOT CHORD 1-8=-2091/4409, 7-8=-799/3835, 7-9=-698/2379, 6-9=-698/2379, 6-10=-773/3835, 5-10=-2065/4409 IEBS 3-6=Of767, 4-6=-477/116, 3-7=0/767, 2-7=-477/116 Structural wood sheathing directly applied or 2-9-1 oc purlins Rigid ceiling directly applied or 4-7-13 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) 1=725, 5=725. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) This truss has been designed for a total drag load of 4600 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 24-0-0 for 191.7 plf. LOAD CASE(S) Standard ?,?�OFESS/p SQOrv`F�G CO i LLIU C 074486 It rn )�P .12-31-13 July 10,2013 ® pJ&RA NG - Vcrif y desd . ¢araanetm znd PYAD AVMS ON YVIS AND D11VILVDI 7.lkfiTEK RURYBRETCE Pam PHT7473.BEFORE Lim Design valid for use only with M7ek connectors. This design is based any upon parameters shown, and is for on individual.building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Wit is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resporuibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi lr ek. fabrication, quality control, storage, derwery, erection and bracing, consuti ANSI/TPII Quality Criteria, DSB-89 and BCSI BuBding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. if 5a='s_ i. Rinew, lumberh specified, tie eiet:rn vsl�s am those e#fertne DGMI)2013 bVALSC Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply R40054775 2471_B T2D Common Truss 6 1 Job Reference (optional) 1-0-0 6.4-2 1.4- s May 1u cola Mi i ex inausmes, In, i ue jut ua —vo:io pure rage i ID:OLD2Ugh6zrYYVZrO5OvlsXzPQke-Z1VrolMNvFFzUsnZGJ7U4Bw61cLX09Vvap3WvjyzjST 5-7-14 - 57-14 416 = 4 6-4-2 1-0-0 Scale = 1:43.0 3x6 5x8 = 3x4 = 3)(6 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) -0.26 8-9 >999 480 TCDL 14.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.54 2-9 >520 240 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(TL) 0.09 6 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Wind(LL) 0.05 9 >999 240 LUMBER TOP CHORD 2x4 DF No.t&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G REACTIONS (lb/size) 2=1123/0-5-8 (min. 0-1-8), 6=112310-5-8 (min. 0-1-8) Max Harz 2=48(LC 5) PLATES GRIP MT20 220/195 Weight: 93 lb FT = 20 % BRACING TOP CHORD Structural wood sheathing directly applied or 3-10-11 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer installation uide FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. - TOP CHORD 2-3=-2447/0, 3-4=-2149/0, 4-5=-2149/0, 5-6=-2447/0 BOT CHORD 2-10=0/2253, 9-10=0/2253, 9-11=0/1536, 8-11=0/1536, 8-12=0/2253, 6-12=0/2253 WEBS 4-8=0/730, 5-8=-426/73, 4-9=0630, 3-9=-426/73 "OTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Y,?,pFESSlp SQON 0�F�G1 CO LU C 074486 rn E OF July 10,2013 ® 6Yfit ly NG - Verify emir eyn parameters and READ S07TZ ON 7711B ATM Ild%X.t7i%t D Ir1l K,T°.}�.1<'BRE E PACE I-74 Al IiFF`i7PE [AM Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-By and BCSI Balding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 JfSa rtivism Fine(SPI!a:aseber i; gpe ffi d: thla design: asiIuas are those ef;e-five OSf£t_f22<_3 by A.15C Job Truss Truss Type Qty Ply R40054776 LbReference 2471 B T2E GABLE 1 1 (optional BMC, Indio, CA - 92203 7.420 a May 10 2013 MTek Industries, Inc. Tue Jul 09 18:08:17 2013 Page 1 ID:OLD2Ugh6zrYYVZrO5Ov1 sXzPQke-1 E3D?eN?gYNg6OMig1 ejcMTGiOhW7ch3pTp4S9yz)SS -1-0-0 6-4-2 12-0A 17-7-14 24-0-0 25-0-0 1-0-0 6-4-2 5.7-14 5-7.14 6-4-2 1-0-0 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 416 = Scale = 1:43.0 4x6 = 5x8 = 3x4 = 4x6 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.26 8-9 >999 480 TCDL 14.0 Lumber Increase 1.25 BC 0.98 Vert(TL) 0.57 6 8 >502 240 BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(rL) 0.10 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.07 2-9 >999 240 LUMBER TOP CHORD 2x4 OF No.1&Btr G BOT CHORD 2x4 OF No.t&Btr G WEBS 2x4 OF Stud G REACTIONS (Ib/size) 2=1124/0-3-8 (min. 0-1-10), 6=1124/0-3-8 (min. 0-1-10) Max Harz 2=-48(LC 16) Max Uplift2=-396(LC 9), 6=-396(LC 12) Max Grav 2=1547(LC 8), 6=1547(LC 7) PLATES GRIP MT20 220/195 Weight: 93 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-5-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation aumde FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3780/1141, 3-4=-2808/480, 4-5=-2808/480, 5-6=-3780/1141 BOT CHORD 2-10=-1087/3432, 9-10=-669/3097, 9-11=-263/1957, 8-11=-263/1957, 8-12=-634/3097, 6-12=-1052/3432 VEBS 4-8=0/742, 5-8=-452/85, 4-9=0/742, 3-9=-452/85 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=396, 6=396. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) This truss has been designed for a total drag load of 25001b. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 24-0-0 for 104.2 plf. LOAD CASE(S) Standard N d ,�R4FESSI,p SQQ/j� o� G� ti CO 2 L C 074486 rn *l E��-31-13 /* �F July 10,2013 ® WARNTNG Vcrijg d coign rzrarzzm&ens amd PEAD NWW ON 777I8 AM WULUDED.MTEK P"EaREWE PAGE fMa7-747J B€'.i` ITE 11SE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. R Applicability of design parameters and proper incorporation of component a responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the p T erector. Additional permanent brocing of the overall structure is the responsibility of the building designer. For general guidance regarding f MIi to fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 H Saux°sern pine °1sp) ;a=ber is Zfled. me desT,." values arethasa eFe:tnre OSJSlE/Zk123 bV A1.K Job Truss Truss Type Qty Ply Raoosa7n Lb 2471_B T2F COMMON TRUSS 1 Reference optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:08:19 2013 Page 1 ID:OLD2Ugh6zrYYVZrO50vl sXzPQke-_cBzQJPFCAeYLKV7xSgBhnYbDgRVWMHMHnIBW2yzjSQ -1-0-0 32-3 8-2-7 12-0-0 15-9-9 20-9-13 24-0-0 250-0 1-OO 32-3 SO-0 3-9-9 3-9-9 SO-4 12-3 1-00 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 4x4 = Scale = 1:43.0 012 = .1 IJ Ic II Iv 44 — 54 II 416 = 5x8 = 3x6 = 2x4 It Special Plate Offsets MY): I2:0-0-3,Edgel. I12:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.56 Vert(LL) -0.19 13-14 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.75 Vert(TL) -0.51 13-14 >554 240 BCLL 0.0 Rep Stress Incr NO WB 0.80 HOrz(TL) 0.13 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.03 13-14 >999 240 Weight: 221 Ib FT = 20 % LUMBER BRACING TOP CHORD 2x4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-5-4 oc purlins. BOT CHORD 2x4 OF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Stud G `Except` W1: 2x6 OF No.2 G REACTIONS (lb/size) 2=4809/0-5-8 (min. D-2-8), 8=1700/0-5-8 (min. 0-1-8) Max Horz 2=48(LC 13) Max Uplift8=-99(LC 12) Max Grav 2=5024(LC 8), 8=1964(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-13273/0, 3-4=-6149/0, 4-5=-3664/0, 5-6=-3657/0, 6-7=-4472/17, 7-8=-4948/178 BOT CHORD 2-15=0/1 2429,14-15=0/12238, 14-16=0/12216, 13-16=0/12057, 13-17=0/5539, 12-17=0/5412, 12-18=0/3728, 11-18=0/3907, 11-19=0/4245, 10-19=0/4379, 10-20=0/4432, 8-20=-129/4609 EBS 5-12=0/1933, 6-12=-625/14, 6-11=0/379, 7-11=-486/108, 7-10=0/279, 4-12=-2666/0, 4-13=0/1844, 3-13=-6724/0, 3-14=0/4077 NOTES 1) 2-ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x4 - 2 rows staggered at 0-3-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-2-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. ��SS 3) Unbalanced roof live loads have been considered for this design. QFl IC)/ 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right {L� rJ{�� q exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00� 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �O V O (�Z (,� 6) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will _C0 2 fit between the bottom chord and any other members. Lu C 074486 rri 7) A plate rating reduction of 20% has been applied for the green lumber members. Cr- 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8. E 12731-13 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) This truss has been designed for a total drag load of 1600 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 24-0-0 for 66.7 plf. 9 TEOFC 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 4263 lb down at 3-4-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. lulu, 10 7l111 6 A PjC4W e*ndard r ` ® A Na - Verify design jparzrm&eYiq omd READ TairaW ON 7FIS AND INrLUDED 4 MjK PZF'PJ? E PACE PR7T-747J BU" ORR tip Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. " Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fi pp� iTek- fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIt Quality Criteria, DSB-89 and BCSI BuOding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 B S�u.^r-�Mm Pitve$5Pl;vmbe-r is sgasifie.t.:trom design values aaa thane eYte.ctive Oi,!til:$201 by S41SC Job Truss Truss Type Qty Ply R40054m 2471_B T2F COMMON TRUSS 1 2 Job Reference (optional) BMC, Indio, CA-92203 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-68, 5-9=-68, 2-8=-20 Concentrated Loads (lb) Vert: 14=-4263(F) 7.420 S May 10 2013 MiTek Intlustries, Inc. Tue Jul 09 18:08:19 2013 Page 2 ID:OLD2Ugh6zrYYVZrO50vl sXzPQke-_cBZQJPFCAeYLKV7xSgBhnYbDgRWoMHMHnIBV 2yzjSQ ® WARPFfx - V<rrf74 t,Tcsiapnparzame t na =zf R11AD APTES ON THISANI) MCI, PF,%'Z`.€tIsWia a*daCz€s` MYT 7473 13k3ktiTPF (ME. Design valid for use only with MiTek connectors. This design B based only upon parameters shown, and is for an individual building component. �� Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the �{ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi tT e - fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality CrBeria, DSB-89 and BCSI Building Component Suite 109 S 7777 Greenback Lane, Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, Lane, if Sas.�em pir�e 4pj :umi=�- is s tared the deli. —h s am those a e,:tiue t�f£i? f:20Y.3 by .A tsc � Job Truss Truss Type Qty Ply R40054778 2471_B T2G Special Truss 1 1 Job Reference optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MI ek Industries, Inc. Tue Jul 09 18:08:19 2013 Page 1 ID:OLD2Ugh6zrYYVZrO5OvlsXzPQke-_cBZQJPFCAeYLKV7xSgBhnYb?gOubUOMHnIBW2y2jSQ 2-1a10 B-68 14-2-6 20-68 21.6.8 2-1a10 5-7-15 5-7.14 6-4-2 1-0-0 Scale = 1:36.7 2x4 4x6 = 4.00 Fs 9 3X5 5x8 = 3x4 = 3x6 = 4-8-9 12-4-6 20-6.8 1 4-8-9 7-7-12 8-2-2 Plate Offsets (X,Y): f5:0-1-1,Edael, f8:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) -0.25 5-7 >979 480 MT20 2201195 TCDL 14.0 Lumber Increase 1.25 BC 0.92 Vert(TL) -0.48 5-7 >504 240 BCLL 0.0 Rep Stress Incr NO WB 0.30 Horz(TL) 0.05 5 n/a n/a BCDL 10.0 Code IBC2009ITP12007 (Matrix) Wtnd(LL) 0.03 5-7 >999 240 Weight: 87 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD BOT CHORD 2x4 DF No.t&Btr G WEBS 2x4 DF Stud G BOT CHORD REACTIONS (lb/size) 9=884/Mechanical, 5=977/0-5-8 (min. 0-1-8) Max Horz 9=-49(LC 6) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1236/0, 3-4=-1712/0, 4-5=-2012/0 BOT CHORD 9-10=0/1016, 8-10=0/1016, 8-11=0/1110, 7-11=0/1110, 7-12=0/1842, 5-12=0/1842 WEBS 2-8=0/259, 3-8=-55/270, 3-7=0/745, 4-7=-429/73, 2-9=-1235/0 Structural wood sheathing directly applied or 4-4-1 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. DTES Unbalanced roof live loads have been considered for this design. 2/ Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard k bPBPI%lNG. - Verify dzskw Parameters an I READ A09 M ON 7WIS AM INCL;3DEU h MIK PSYER—S BIE PACE F7il-7473.€tEF"e r& IMP. Design valid for use only with MTek connectors. This design B based only upon parameters shown, and is for an indvidual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Safely of, on available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. !f S.auneryy p nelSPI lumber. is rdresi3ed. t4r= deewn Wues are these Vffe twe esfe!1201.3 isuA15C 500/V 2 LU C 074486 * EX 12-31-13 �TgrFOF July 10,2013 Idt WeK 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply R40054779 14.b 2471 B T3A Common Truss 5 1 Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:08:20 2013 Page 1 ID:OLD2Ugh6zrYYVZrO5Ovl sXzPQke-SplMdfPtzTmPzT4KV9BQE_4piEllKypVVQ1 k2UyzjSP 52-3 10.0.8 _ _ _ 14-10-13 20$8 121-68 5-2-3 4-10.5 4-10.5 5-7-11 1-P0 Scale = 1:35.8 4x6 = 4x4 = 5x8 = 3x4 = 3x6 = i 6-9-5 13.3-11 20-6.8 114 6-6-5 7-2-13 Plate Offsets (X Y): f1:0-1-13,0-2-01 f5:0-1-5,Edael 18:0-4-0.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.32 Vert(LL) -0.17 5-7 >999 480 MT20 2201195 TCDL 14.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0:36 5-7 >665 240 BCLL 0.0 Rep Stress Incr NO WB 0.20 Horz(TL) -0.07 1 n/a n/a BCDL 10.0 Code IBC2009fTP12007 (Matrix) Wind(LQ 0.04 7 >999 240 Weight: 79 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 4-4-7 oc puriins. BOT CHORD 2x4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [installation REACTIONS (Ib/size) 1=885/Mechanical, 5=977/0-5-8 (min. 0-1-8) u' e Max Horz 5=-47(LC 6) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1981/0, 2-3=-1763/0, 3-4=-1804/0, 4-5=-2061/0 BOT CHORD 1-9=0/1815, 8-9=0/1815, 8-10=0/1291, 7-10=0/1291, 7-11=0/1892, 5-11=0/1892 WEBS 3-7=0/664, 4-7=-363/63, 3-8=0/617, 2-8=-314/68 DTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard 4RpFESSI Soo D�FZ� L C 074486 rn *� E��-31-13 J �F July 10,2013 ® 6{rAW.NIG - Verify dmitgn ¢ammeter. urd RSAD NOT W ON rH1S AM I=LUZIEi) !#1ITHIK P"EPLMVVE PAGE 1- 74 73. B M XW, I A&P Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and'¢ for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Wit is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' R• fabrication, quality control, storage, delivery, erection and bracing, consuff ANSI/TPII Quattiy Criteria, DSB-89 and BCSI Building Component - 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, M10 Ysau^t'+>m Pin.tSVI'umber is3pecified, the=design values am -those eft=tive Ob/€f1/201:3 bVA1:SC Job Truss Truss Type Qty Ply R40054780 24718 T38 Special Truss 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:08:20 2013 Page 1 ID:OLD2Ugh6zrYYVZrO5Ovl sXzPQke-SplMdfPtzTmPzT4KV9BQE_4piEllKypWQ1 k2UyzjSP 5-2-3 10.0.8 14-10-13 20-fr8 21-6-8 5-2-3 4-1D-5 4-10-5 5-7-11 1-0.0 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 4x6 = 3 Scale = 1:35.7 IM a 316 = 5x8 = 3x4 = 3x6 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.32 Vert(LL) -0.17 5-7 >999 48D MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.36 5-7 >665 240 BCLL 0.0 Rep Stress Incr NO WB 0.20 Horz(TL) -0.07 1 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Wind(ILL) 0.05 7 >999 240 Weight: 79 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.1&BtrG BOT CHORD 2x4 OF NoA&Btr G WEBS 2x4 OF Stud G REACTIONS (lb/size) 1=885/Mechanical, 5=977/0-5-8 (min. 0-1-8) Max Harz 5=-47(LC 15) Max Uplift 1 =-214(LC 9), 5=-247(LC 12) Max Grav 1=1148(LC 8), 5=1240(LC 7) BRACING TOP CHORD Structural wood sheathing directly applied or 3-8-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-4-12 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=2679/626, 2-3=-2122/252, 3-4=-2184/262, 4-5=-2847/662 BOT CHORD 1-9=-573/2455,8-9=-310/2261, 8-10=-122/1523,7-10=-135/1536,7-1 1=-380/2377, 5-11=-636/2581 IEBS 3-7=0/664, 4-7=-373/73, 3-8=0/617, 2-8=-333/87 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=214, 5=247. 8) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 20-6-8 for 73.0 plf. LOAD CASE(S) Standard Q,�gpFESSip . SOO/V 2 Lu C 074486 rn \ EV =2 31-13 1* 0 7 OF VU�e;�l July 10,2013 ® id At N3PiG - Ver%� c? ir}ze puramrx�rn and READ hWW Oh° THIS AIM INr&UDaiY}.MT RIT REF'FaRLMME PACE MdT-7 73 B13FORE VSF -- Design valid for use only with MiTek connectors. This design B based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resporaibillity, of the n�}� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi !s Qk- fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 ?f?xa•utisam Dine jSP}�uanbe-r a,7resifiFd.:the design values are 2hoia sffe _•t`Nst%j01f2013hVALSC Job Truss Truss Type Qty Ply R40054781 2471 B T3C Common Truss 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:08:21 2013 Page 1 ID:OLD2Ugh6zrYWLrO5OvlsXzPQke-w?JkRQVknuGadfW3tjfnCd_Qd5w3P4ek4nHbwyzjSO 1 ao sz11 10 s o __ 15-4-5 l 21-0-0 22-0-0 , 1110 5-7-11 410-5 4-10-5 5-7-11 1-0-0 Scale = 1:38.1 4x6 = 3x6 = 5xB = 3x4 = 3x6 = 7-2-13 13-9- 21-0-0 7-2-13 6-6-5 7-2-13 Plate Offsets (X Y): 12:0-1-5.Edael, 16:0-1-5 Edgel f9:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.33 Vert(LL) -0.17 8-9 >999 480 MT20 220/195 TCDL 14.0 Lumber increase 1.25 BC 0.82 Vert(TL) -0.37 2-9 >665 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.20 Horz(TL) 0.07 6 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Wind(LL) 0.04 9 >999 240 Weight: 82 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 4-3-14 oc pudins. BOT CHORD 2x4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer III]Etallation uide REACTIONS (lb/size) 2=991/0-5-8 (min. 0-1-8), 6=991/0-5-8 (min. 0-1-8) Max Horz 2=43(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2102/0, 3-4=-1846/0, 4-5=-1846/0, 5-6=-2102/0 BOT CHORD 2-10=0/1931, 9-10=0/1931, 9-11=0/1331, 8-11=0/1331, 8-12=011931, 6-12=0/1931 WEBS 4-8=0/662, 5-8=-362/63, 4-9=0/662, 3-9=-362/63 OTES I Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard � ROFESSt0�,9 sooty 0 LU U C 074486 M *" EX,r12s'3113 /7t July 10,2013 ® WAW1N "x - Veri/rfy de! ign parant ste ss m d PEAD M) I 'P"aii ON 7NI6 AND [AT,r—(YDIU) Rdi7TS t".i',7^ra EWE PAGE 7-7473 f3k'.E`i)RV LkSE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during constructionis the responsibillity of the ty erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mie'I R fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality CrBeda, DSB-B9 and BCSI BuOding Component 77T7 Greenback Lane, Suite 109 Safety nN. Lee Street, Sute 312, Alexandria, VA 2231. %f s. vrhm A ne SPp'�i;m..b la it 3pet�e , tti s d�ea &m vau es are 2hom stecYnre 06/,02/2,0? 3 by? ALSC 4 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply R40054782 2471 B T313 GABLE 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:08:22 2013 Page 1 ID:OLD2Ugh6zrYYVZrO5OvlsXzPQke-OBs62LRBV507CnEicaEuJPA7J1TjogZozkWr7MycjSN 5-612 10_r.o 1554 _ - 21-0.0 22-0.0 ' 1-0.0 51r12 4-11.4 4-11-4 _ 516-12 Scale = 1:38.1 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 5x6 = r;s11 0 4x6 = 2x4 11 5x8 = 2x4 11 44 515-12 10-6.0 15-11 21-0.0 ' 5-6-12 411-0 411-0 5$12 Plate Offsets MY): f3:0-3-O.Edgel, f7:0-3-O,Edgel, fll:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.10 11-12 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.66 Vert(TL) -0.32 11-12 >774 240 BCLL 0.0 Rep Stress Incr NO WB 0.38 Horz(TL) 0.09 8 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Wind(LL) 0.06 11-12 >999 240 Weight: 100 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No. I&Btr G'Except' TOP CHORD T2: 2x6 OF No.2 G BOT CHORD BOT CHORD 2x4 OF No.1&Btr G WEBS 2x4 OF Stud G REACTIONS (lb/size) 2=991/0-5-8 (min. 0-1-8), 8=991/0-5-8 (min. 0-1-8) Max Horz 2=40(LC 13) Max Uplift2=-233(LC 9), 8=-233(LC 12) Max Grav 2=1241(LC 8), 8=1241(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3181/616, 3-4=-3058/570, 4-5=-2011/266, 5-6=-2026/277, 6-7=-2892/606, 7-8=-3273/697 OT CHORD 2-13=-593/3002, 12-13=-420/2662, 12-14=-210/2526, 11-14=0/2366, 11-15=0/2450, 10-1 5=-219/2610,10-16=-429/2815, 8-16=-614/3087 /EBS 5-11=0/607, 6-11=-784/10, 6-10=0/331, 4-11=-776/44, 4-12=0/318 Structural wood sheathing directly applied or 3-4-1 oc purlins Rigid ceiling directly applied or 8-6-15 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will QRQFESS/ fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. � �O SooA, Y 8) Provide mechanical connection (by others) of truss to bearing capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=233, plate 8=233. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the W C 074486 m Bottom Chord, nonconcurrent with any other live loads. 10) This truss has been designed for a total drag load of 1700 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag EX 12.31-13 loads along bottom chord from 0-0-0 to 21-0-0 for 81.0 pit. ?t 11) No notches allowed in overhang and 10000 from left end and 10000 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. OFIC LOAD CASE(S) Standard July 10,2013 ® W-AR 'i - Verify dzsign param; tins amd PBAD MYM ON THIS AM [h rr r;D1U) fflMIK REFER£iiv-`E PAGE MIT-7473 SEPOrM, IEE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the pp� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi fT e - fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality CrBeria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Intormolion available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 'f So, f,a . Vine (Sp} hxmbrr is �spzc ified. t:" dee ga:uvLuer as them e;Ke.:c;ue 0Wff?:j'Z01.3 by a LSC Job Truss Truss Type Qty Ply R40054783 Lb 2471 B T3E GABLE 1 1 Reference o tional BMC, Indio, CA - 92203 7.420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:08:23 2013 Page 1 ID:OLD2Ugh6zrYYVZrO5OvlsXzPQke-sNQUGhSmG08 gxpvA117sdil1RngXJAxBOGOfpyzjSM Alto-0n1-3-1, M-4-0 21-0-0 22A-0 , 1-0-0 C 8-0 3-i-0 0-9-1 0-9-0 3-1.0 6-8-0 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 46 = 34 44 = 3x10 II 3x10 II 5 6 7 5x8 = 3x4 = CONN. OF GABLE STUDS BY OTHERS. i 6-8-0 i 9-7-3 1 11-4-13 I 14-4.0 j 21 _0-0 40 Scale = 1:38.1 44 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC OAS Vert(LL) -0.14 10-12 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.80 Vert(TL) -0.36 10-12 >703 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.23 Horz(TL) 0.09 10 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.06 12 >999 240 Weight: 119 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.1&Bfr G "Except' T2: 2x6 DF No.2 G BOT CHORD 2x4 OF No.1&Btr G WEBS 2x4 OF Stud G OTHERS 2x4 OF Stud G REACTIONS (lb/size) 2=995/2-4-0 (min. 0-1-8), 10=995/2-4-0 (min. 0-1-8) Max Horz 2=40(LC 13) Max Uplift2=-224(LC 9), 10=-224(LC 12) Max Grav 2=1244(LC 8), 10=1244(LC 7) BRACING TOP CHORD Structural wood sheathing directly applied or 3-3-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-1-5 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Insiallation auide. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3265/674, 3-4=-2866/596, 4-5=-2060/203, 5-6=-1598/0, 6-7=-1611/0, 7-8=-2085/219, 8-9=-3027/588, 9-10=-3292/739 SOT CHORD 2-34=0/3096, 34-35=0/2285, 15-35=0/2285, 15-36=0/2280, 14-36=0/2280, 14-37=0/1616, 13-37=0/1616, 13-38=0/2323, 12-38=0/2323, 12-39=0/2328, 39-40=0/2328, 10-40=-687/2895 WEBS 8-13=-854/11, 8-12=0/367, 4-14=-811/12, 4-15=0/354, 5-14=0/523, 7-13=0/541 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=224, 10=224. 10) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 1700lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0, 19-0-0 to 21-0-0 for 425.0 pit. 12) No notches allowed in overhang and 10000 from left end and 10000 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. OQv oFESS/o SQg�jt 0 2 cc LU C 074486 Irn * E 12-31-13 I T�TFOF C. July 10,2013 ® WAARKi4d - Ver4d iva 2sarametfrs =d7 N01'F.S ON T916 AAID 3hr[ D21D MITSK [IFYEREWE PAGE PS77 J4TJ BET ORS VS& Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on indvidual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSO-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Saiety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 lfsouzli am pine(5Wj lumber is;pac ifi8d., the -design val: es are :hose elfestwe DGMI,f I.3 by A15L' Job Truss Truss Type Qty Ply R40054784 Lb 2471 B T4A special Truss 1 Reference o tional BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:08:24 2013 Page 1 ID:OLD2Ugh6zrYYVZrO5OvlsXzPQke-Ka_sT1SOOiGgR505k?GMOgFPUr4?Gcb5Q2?yBFyzjSL 4-2-13 8-11-0 13-7-3 17-10-0 4-2-13 4-8-3 4-8.3 42-13 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE Scale =129.4 SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 5.6 II 4x12 — HUS26 3x10 II - HUS26 HUS26 8x12 = HUS26 HUS26 3x10 II HUS26 4x12 = HUS26 ' HUS26 42.13 I 8-11-0 13-7-3 17-10-0 42-13 4-8-3 I 4-8-3 4-2-13 Plate Offsets (X,Y): 11:0-2-1,Edgel, 15:0-2-1,Eduel, 17:0-6-0.0-4-121 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.66 Vert(LL) -0.18 6-7 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.99 Vert(TL) -0.59 6-7 >353 240 BCLL 0.0 Rep Stress Incr NO WB 0.86 Horz(TL) 0.13 5 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Wind(LL) 0.02 8 >999 240 Weight: 166lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-0-3 oc purlins. BOT CHORD 2x6 OF SS BOT CHORD Rigid ceiling directly applied or 1 G-0-0 oc bracing. WEBS 2x4 OF Stud G REACTIONS (lb/size) 1=5087/0-5-8 (min. 0-2-14), 5=5425/0-5-8 (min. 0-3-1) Max Horz 1=28(LC 13) Max Grav 1=5415(LC 8), 5=5753(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-14116/0, 2-3=-1011610, 3-4=-10114/0, 4-5=-15462/0 BOT CHORD 1-9=0/13330, 8-9=0/13169, 8-10=0/12873, 10-11=0/12721, 11-12=0/12663, 7-12=0/12481, 7-13=0/13754, 13-14=0/13937, 14-15=0/14027, 6-15=0/14147, 6-16=0/14252, 16-17=0/14312, 17-18=0/14312, 5-18=0/14603 "IEBS 3-7=0/5572, 4-7=4877/0, 4-6=0/2803, 2-7=-3551/0, 2-8=0/1988 OTES 2-ply truss to be connected together with 10d (0.131"xW) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. OFESS/p,� 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will Soory fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. �� F� 0 (�1 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid and at all along the [� �6 panels panel points Bottom Chord, nonconcurrent with any other live loads. ttl f� n� q O G C V 4 U V 9) This truss has been designed for a total drag load of 2000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag UJ M loads along bottom chord from 0-0-0 to 17-10-0 for 112.2 plf.}( 12 31 13 10) Use USP HUS26-(With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 14-7-4 to connect truss(es) T1B (1 ply 2x4 DF), TIC (1 ply 2x4 DF) to back face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. tp T�r 'OF LOAD CASE(S) Standard CA July 10 2013 Continued on Daae 2 iR1iW-FG -Vcrify dr_sdrgm,#3=nzate,-, =dRFsAD hrOM ON T919AND MULVDIM AVL,K f'?PFF' ,RBTi FACE MIT7473,BEMRS (TSE: Design valid for use only with MTek connectors. This design is based any upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mire k fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Crfferia, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 .1Saut=�=rn Pre IZ.PI lumbe-,': it, �erifi.A; t4, edes�mva2 ;arethase gfF¢.:tinre 0610!f2i12:3 byA15G' Job Truss Truss Type Qty Ply R40054784 2471 B T4A Special Truss 1 2 Job Reference (optional) BMc, Indio, CA-92203 7.4ZO s May 10 Z013 MTek Industries, Inc. Tue Jul 09 18:08:24 2013 Page 2 ID:OLD2Ugh6zrYYVZrO50vlsXzPQke-Ka_sT1SO0iGgR505k?GMOgFPUr4?Gcb5Q2?yBFyzjSL LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-68, 3-5=-68, 1-5=-20 Concentrated Loads (lb) Vert:8=-1056(B) 9=-1056(B) 10=-1056(B) 12=-1056(B) 13=-1056(B) 15=-1056(B) 16=-1056(B) 17=-1593(B) ® WARKNG - Ycrffg design pcbrumctrrx ccad READ ?sr{YMZ ON THIS AND dRTI 8Ji3e t) #PI7ilR PFSPREME PAGE.Mal 747J BEFORE dwi Design valid for use only with MiTek connectors, This designis based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliity, of the LnL� T !� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardiMk ing i 1eR.- fabrication, quality control, storage, delivery, erection and brocing, consult ANSI(TPII Qual1ty Criteria, DSO-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 if §au#?tam. Fane.j!WjI.san:bs, is 3patifiedr the desig ua.lues arethasa efttlue 0610?/20_.3 tyA�LSC 9 Job Truss Truss Type Qty Ply R40054785 2471 B T4B Common Truss 2 1 Reference Job o tional BMC,- Indio, CA • 92203 7.420 s May 10 2013 MTek Industries, Inc. Toe Jul 09 18:08:25 2013 Page 1 ID:OLD2Ugh6zrYYVZrO50vlsXzPQke-omYFhNTOn00h3FzHlinbx2odMFQh?EOEfirVkhyzjSK 5-3-15 8-11-0 12-fi-1 I 17-JD-0 5-3-15 37-1 37.1 53-15 Scale = 1:29.5 4x4 = 3x6 % 3x10 = 3x6 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud TCLL 20.0 Plate's Increase 1.25 TC 0.46 Vert(LL) -0.31 5-6 >682 480 TCDL 14.0 Lumber Increase 1.25 BC 0.96 Vert(TL) 0.56 5-6 >374 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.18 Horz(TL) 0.05 5 n/a n/a BCDL 10.0 Code IBC2009/iP12007 (Matrix) Wind(LL) 0.03 1-6 >999 240 LUMBER TOP CHORD 2x4 DF No.l&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G REACTIONS (lb/size) 1=765/0-5-8 (min. 0-1-8), 5=765/0-5-8 (min. 0-1-8) Max Harz 1=28(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1701/0, 2-3=-1293/0, 3-4=-1293/0, 4-5=-1701/0 BOT CHORD 1-7=0/1570, 6-7=0/1570, 6-8=0/1570, 5-8=0/1570 WEBS 3-6=0/592, 4-6=-447/64, 2-6=-447/64 PLATES GRIP MT20 220/195 Weight: 65 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 4-9-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer loslijilafign guide. OTES 1 Unbalanced roof live loads have been considered for this design. I Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASES) Standard WARATIir." • Vcrrfq design parame erss matt READ M)7W ON 7WIS AND 1Nr[,T1D ' YfflM K P F,-nR E PACE fl4€T-7 473 Sp_zy.sf{E3 i T,Si" 7 Design valid for use only with MTek connectors. This design is based any upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resp— biility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, derivery, erection and bracing, consuit ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 1f 5ouriam PineiiSA} lumber is spscified;t4l is deslgn-J�are tholA iirftrt3 OSJ03.12013 bV ALSiC ��,?,pFESS/0�� SOOr� �l c 2 LU C 074486 M *k Ii.-ri 39 13 �* s� July 10,2013 MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply - R40DS4786 2471 B T4C Common Truss 5 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:08:25 2013 Page 1 ID:OLD2Ugh6zrYYVZrO5Ovl sXzPQke-omYFhNTOnOOh3FzHlinbx2oeiFRn?EREfiNkhMSK -1-0-0 5.3.15 fill-0 12-6-1 17-10-0 i 18-10-0 i 1-0-0 5-3-15 3.7-1 3.7.1 5-3-15 Scale = 1:32.9 4x4 = 4x6 3x10 = 4x6 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defi Ud TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.31 6-8 >682 480 TCDL 14.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.55 6-8 >381 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.18 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code IBC2009/fP12007 (Matrix) Wind(LL) 0.03 8 >999 240 LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 OF Stud G REACTIONS (lb/size) 2=851/0-5-8 (min. 0-1-8), 6=851/0-5-8 (min. 0-1-8) Max Horz 2=38(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1666/0, 3-4=-1270/0, 4-5=-1270/0, 5-6=-1666/0 BOT CHORD 2-9=0/1534, 8-9=0/1534, 8-10=0/1534, 6-10=0/1534 WEBS 4-8=0/583, 5-8=-431/58, 3-8=-431/58 PLATES GRIP MT20 220/195 Weight: 68 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 4-10-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.O1b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard WARK - Veilfy e6mirfn narum&eax and READ AKMZ OM 7W0 AM 1Nr?,VDE 3.JfflTfiK RP.F&:RELATE PACE IRal-747J 89MRE LTSP Design valid for use only with Wek connectors. This design is based any upon porameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of components responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during constructions the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quarrly Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. isauthemPin.,(SP}'vmbecim a desi_" values are those zft :tie.06101f2013bVAkSC Q4R,OFESStp�q so 0 1 �� C 074486 M *� )- P 12-31-13 �* July 10,2013 WeW 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply R40054787 2471 B T4D Common Truss 1 1 - Job Reference (optional) BMC, Indio, CA - 92203 7.420 5 May 10 2013 M7ex Industries, Inc, Tue Jul 09 16:09:z5 2013 Pagel ID:OLD2Ugh6zrYYVZrO50vlsXzPQke omYFhNTOn0Oh3FzHlinbx2ceiFRn?EREfiNkhyzjSK -1-0-0 5315 B-11-0 12$1 17-10-0 18-10-0 1-0.0 5315 3-7-1 3.7-1 5.3.15 Scale = 1:32.9 44 = IM 0 4x6 = - 3x10 = 4x6 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.31 6-8 >682 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.55 6-8 >381 240 BCLL 0.0 Rep Stress Incr NO WB 0.18 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Wind(LL) 0.03 8 >999 240 Weight: 68 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G REACTIONS (lb/size) 2=851/0-5-8 (min. 0-1-8), 6=851/0-5-8 (min. 0-1-8) Max Harz 2=38(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1666/0, 3-4=-1270/0, 4-5=-1270/0, 5-6=-1666/0 BOT CHORD 2-9=0/1534, 8-9=0/1534, 8-10=0/1534, 6-10=0/1534 WEBS 4-8=0/583, 5-8=-431/58, 3-8=-431/58 BRACING TOP CHORD Structural wood sheathing directly applied or 4-10-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard 9?,OFESS/O, SOON C 074486 rn *\ EV. 1231-13 /* \lF July 10,2013 ® i%A€t ING - VeriA rf igy1 pi ranvs en cnd P-Sfii3 ltfiTFW ON THIS AND MC&UD1W , fl1MK P-;8FEREAIZ E PAGE Iffr-7473 BFFOI F iiSE. Design valid for use ony with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown lf is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respomibillity of the Da B�{{ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mf tT e'k- fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Qualily Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 if5ar.�th.am: Fire )??.nVisst-s is :ss�vfiiei;rr gasia uxlues ace>hosee :tive osfo=/2R}1:3 ty,€, sr: Job Truss Truss Type Qty Ply R40054788 �Jpb 2471 B T4E Common Truss 1 1 Reference (optional BMC, Indio, CA- 92203 7.420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:08:26 2013 Page 1 ID:OLD2Ugh6zrYYVZrO5OvlsXzPQke-Hy6dujUeYJWYhOYUrQIgTFKo4emvkhgOuMU2GByzjSJ -1-0.0 5315 8.11-0 12.E-1 17-10.0 1-0.0 5.3.15 3-7-1 3.7-1 5315 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. r71� 0 Scale = 1:31.6 4x4 = 44 = 3x10 = - - 4x6 = 8-11-0 17-10-0 8-11-0 8-11-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Idd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.46 Vert(LL) -0.31 6-7 >682 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.56 6-7 >373 240 BCLL 0.0 Rep Stress Incr NO WB 0.18 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Wind(LL) 0.04 6-7 >999 240 Weight: 67 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No. I&Btr G TOP CHORD Structural wood sheathing directly applied or 3-11-13 oc purling. BOT CHORD 2x4 OF No. I&Btr G BOT CHORD Rigid ceiling directly applied or 8-0-8 oc bracing. WEBS 2x4 OF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation guide. REACTIONS (lb/size) 6=761/0-5-8 (min. 0-1-8), 2=854/0-5-8 (min. 0-1-8) Max Horz 2=42(LC 13) Max Uplift6=-231(LC 12), 2=-263(LC 9) Max Grant 6=1034(LC 7), 2=1127(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2500/721, 34=-1639/241, 4-5=-1640/258, 5-6=-2455/730 BOT CHORD 2-8=-685/2231, 7-8=-295/1920, 7-9=-222/1934, 6-9=-675/2246 WEBS 4-7=0/588, 5-7=-464/81, 3-7=-447/74 OTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=231, 2=263. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) This has ROFESS/p 1f truss been designed for a total drag load of 1600 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 17-10-0 for 89.7 %© Soo 4�00 y plf. 0. LOAD CASE(S) Standard V C n7A 8C �1 t12-�3t1-133 E * sT�rFOF July 10,2013 ® f%ARAIah?Q-1;crify eeaigrt ea.&eT m1dREAD NOTES ON THIS AArD PEFER :Js PAW 2111-7473 BBE`LRB i7SB. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component B responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' {{� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mig ek- fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Solely Information availTruss Plate from TruPlate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 ?f5cszbem Pii;e t llumbtr 11s ezP{ie,-4, ttks design uatu*; are -thorn zVe:irsre OsJ€i?f2<1Y.3 byAL5C Job Truss Truss Type Qty Ply R40054789 Lb 2471 B T4F QUEENPOST 6 1 Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 M7ek Industries, Inc. Tue Jul 09 18:08:28 2013 Page 1 ID:OLD2Ugh6zrYYVZrO50vlsXzPQke-Hy6dujUeYJWYhOYUrQlgTFKo_emgkhcOuMU2GByzjSJ h 1-0.0 I 53.15 F 8-11-0 12$1 17-10-0 , 1-0-0 5315 3-7-1 3-7-1 5-3-15 Scale = 1:31.6 4x4 = 4 4x6 = 3x10 = 4X6 = 8-11-0 8-11-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.46 Vert(LL) -0.31 6-7 >669 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.98 Vert(TL) -0.58 6-7 >364 240 BCLL 0.0 Rep Stress Incr NO WB 0.18 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.03 6-7 >999 240 Weight: 67 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G REACTIONS (Ib/size) 2=856/0-3-8 (min. 0-1-8), 6=769/0-3-8 (min. 0-1-8) Max Harz 2=42(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1718/0, 3-4=-1306/0, 4-5=-1307/0, 5-6=-1729/0 BOT CHORD 2-8=0/1586, 7-8=0/1586, 7-9=0/1599, 6-9=0/1599 WEBS 3-7=-449/58, 4-7=0/600, 5-7=-463/64 BRACING TOP CHORD Structural wood sheathing directly applied or 4-8-11 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1 Unbalanced roof live loads have been considered for this design. i Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Ezp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 . a) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard 4Q ,OFESS/p�� o� SQON 2 LU v C 074486 � EXPv 12 31-13 �* July 10,2013 ® IffAWAO Vtr#9 design rsarametem uud RR&D ARYTES ONTHIS ,A.Pt+? INrl,iMi?l) IINTSK PF,FEP_V L'F PAGE t9I-747<3 BOFORS USE Design valid for use only with Mgek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliity of the pA� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek fabrication, quality control, storage, delivery, erection and brocing, consuff ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. 7777 lei Heights, CA, Lane, S Ban, -than D n,e P] ivam'.b =. ia>peF'aessAraw design v Iues are thane efe:twe QG/0!/2Di3 by P:LSCCitg Job Truss Truss Type Qty Ply R40054790 2471_B T4G Common Truss 7 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:08:27 2013 Page 1 ID:OLD2Ugh6zrYYVZrO5OvlsXzPQke-19g?52VGJdePIY7gP7p3OTtzg25BT8wX6OEcoayzjSl -1-0.0 5-3-15 8-11-0 12$1 17-10-0 1-0.0 5-3-15 3.7-1 _ 3-7-1 53-15 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 4x4 = Scale = 1:31.6 44 = 3x10 = 44 = i 8-11-0 8-11-0 } 17.10-0 8-11-0 LOADING (psf) SPACING 2-0-0 CS1 DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.46 Vert(LL) -0.31 6-7 >682 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.56 6-7 >373 240 BCLL 0.0 Rep Stress Incr NO WB 0.18 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code IBC2009ITP12007 (Matrix) Wind(ILL) 0.04 6-7 >999 240 Weight: 67 lb FT = 20% LUMBER TOP CHORD 2x4 DF N0.1&Btf G BOT CHORD 2x4 DF No.18Btr G WEBS 2x4 DF Stud G REACTIONS (lb/size) 6=761/0-5-8 (min. 0-1-8), 2=854/0-5-8 (min. 0-1-8) Max Harz 2=42(LC 13) Max Uplift6=-214(LC 12), 2=-246(LC 9) Max Grav 6=1017(LC 7), 2=1110(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2450/670, 3-4=-1617/218, 4-5=-1617/236, 5-6=-2407/680 BOT CHORD 2-8=-637/2188, 7-8=-272/1896, 7-9=-198/1911, 6-9=-628/2203 WEBS 4-7=0/588, 5-7=-463/80, 3-7=-446/73 BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-4-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. IOTES ) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.0p' f; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=214, 2=246. 7) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 17-10-0 for 84.1 plf. LOAD CASE(S) Standard O4?,OF ESS1p,�y� SQp� O�F 2 C 074486 yt, 23113 /* July 10,2013 ® WFiilK'r' - Ver'fy dr. "gn gsarzrmct?M =d PSAD NOBS ON 7WISa ,BND ttUV VVM) #R?WK PFr`R L''IiFWE; PAGE IV-7473 BF -POPE IELI -- Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. �^ Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the buildng designer. For general guidance regardng MiTek' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Bundng Component - 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 ifS=rusirem Dar $515j iumna=is specifA'!re eFes nvx} ss are Yhasa c7fe.=rive 0&Ji#lf2ki13 by A.15C Job Truss Truss Type Qty Ply R40054791 2471_13 T4H Common Truss 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 Mrrek Industries, Inc. Tue Jul 09 18:08:28 2013 Page 1 I0:OLD2Ugh6zrYYVZrU50v1sXzPQke-DLENJOWLAxmGwihszrLlZgQ9xSSUCbAgLgz9L0y2jSH �1-0.0 + 5-315 E-11-0 + 12-61 i 17-10-0 i 1& 1-0-0 5-3-15 37-1 3-7-1 5315 Scale = 1:32.9 4x4 = 4x5 = 3x10 = 4x6 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.31 6-8 >682 480 TCDL 14.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.55 6-8 >381 240 BCLL 0.0 Rep Stress Incr NO WB 0.18 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.03 8 >999 _ 240 LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G REACTIONS (lb/size) 2=851/0-5-8 (min. 0-1-8), 6=851/0-5-8 (min. 0-1-8) Max Horz 2=38(LC 5) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1666/0, 3-4=-1270/0, 4-5=-1270/0, 5-6=-166610 BOT CHORD 2-9=0/1534, 8-9=0/1534, 8-10=0/1534, 6-10=0/1534 WEBS 4-8=0/583, 5-8=-431/58, 3-8=-431/58 PLATES GRIP MT20 220/195 Weight: 68 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 4-10-10 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.0Ib live located. at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard IV Oq?,()FESS/0 S00� o�Fc v C 07448 rn �� 2-31-13 /* July 10,2013 ® WAiiW - Verify design parame ,>, =zf PFLD %L)TEZ ON 7WiS AND lib'i,1,UDIUD.07SK P.EFs' REEME PAGE wit-747J .f3M)RR ikRrl. �� Design valid for use only with Mgek connectors. This design is based only upon porameten shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown a for lateral support of individual web members only. Additional temporary brocing to insure stability during construction is the responsibillity of the T {� erector. Additional permanent brocing of the overall structure is the responsibility of the building designer. For general guidance regarding Mg feu. fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIt Quality Criteria, DSO.89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 1f5ai. nrn P ne &Pj lumhe.-. is 2c ifiPd: rh=_ derJgn values are those of rt7 i15�die_ f2333 i rvd LSC Job Truss Truss Type Qty Ply R40054792 LbReference 2471 B T4J GABLE 1 1 (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:08:29 2013 Page 1 ID:OLD2Ugh6zrYYVZrO5OvlsXzPQke-hXolWkWXrEu7YsG2XYsX5uyN6syAx4UgaNitSyzjSG -1-0-0 8-11-0 17-10-0 , 18-10.0 1-0-0 8-11-0 8-11-0 1-0-0 Scale = 1:32.9 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT 'LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 4x6 = 3x4 = 24 23. 25 ..22 26 21 27 20 28 19 29 18 30 17 31 16 32 3x4 = LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.22 TCDL 14.0 Lumber Increase 1.25 BC 0.29 BCLL 0.0 ' Rep Stress Incr NO WB 0.05 BCDL 10.0 Code IBC2009ITP12007 (Matrix) DEFL in (loc) I/deg Ud PLATES GRIP Vert(LL) 0.00 14 n/r 120 MT20 220/195 Vert(TL) 0.01 15 n/r 90 Horz(fL) 0.00 19 n/a n/a Weight: 84 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G `Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. T2: 2x6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr G MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 DF Stud G be installed during truss erection, in accordance with Stabilizer REACTIONS All bearings 17-10-0. Installation ui (lb) - Max Horz 2=35(LC 13) Max Uplift All uplift 100 lb or less at joint(s) 23,21 except 2=-232(LC 9), 14=-227(LC 12), 17=-185(LC 31), 22=-182(LC 23) Max Grav All reactions 250 lb or less at joint(s) 17, 22 except 2=444(LC 8), 14=434(LC 7), 20=315(LC 36), 19=315(LC 37), 16=514(LC 31), 18=330(LC 38), 23=513(LC 23), 21=329(LC 35) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. OP CHORD 2-3=-838l774, 3-4=-670/664, 4-5=-484/438, 5-6=-353/342, 9-10=-265/255, 10-11=-380/361,11-12=-519/463,12-13=-673/671,13-14=-857/782 OT CHORD 2-24=-693f771,23-24=-559/603,23-25=-390/434,22-25=-334/378,22-26=-267/317, 21-26=-222/266, 18-30=-248/292, 17-30=-293/337, 17-31=-361/405, 16-31=-417/461, 16-32=-585/629, 14-32=-753/793 WEBS 12-16=-289/46, 4-23=-289/48 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 23, 21 except gt=lb) 2=232,14-227,17=185,22=182. 11) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 12) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 17-10-0 for 84.1 pH. Continued on Dacia 2 ,�?pFESSIp�� Sooty 2 LU i C 07448Xf 12-31-13 July 10.2013 ® WARKNG - Verify d sign Para meters =d READ ffrIMS ON TRIS AND INCLUDED.NTEK PF.FFRP-BNVE PAGE 1FSal-747Z3.B&FORB i',TSI,? Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Nil' MiTek' erector. Additional permanent bracing of the overall structure a the responsibility of the building designer. For general guidance regarding MiTek• fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Crlterio, DSB-89 and BCSI BuOdrng Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 ff s,aur9lam. Pine i, lumber is a waled: t°m 4fe ltn val. ans those eft mine 0�bg4?/ZO13 byA1SC g Job Truss Truss Type Qty Ply R40064792 2471 B T4J GABLE 1 1 Job Reference o tional BMC, Indio, CA-92203 7.420 s May 10 2013 MiTek Intlustries, Inc. Tue Jul 09 18:08:29 2013 Page 2 ID:OLD2Ugh6zrYYVZrO5ovlsXzPQke-hXolWkWXrEu7YsG2XYsX5uyN6syAx4UgaNRSy,4SG NOTES 13) No notches allowed in overhang and 10000 from left end and 10000 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. LOAD CASE(S) Standard ® i%rr.FiMNG - Verify cfesi wa amrxtrv*s andPU:A€7 MnW ONTRI6 AND [AT,1,T)U U"), WT9K P FF-R SUCE PAGE WI-747J BEFORE (A& Design valid for use only with Wek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown t,, is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the MjTe7l•. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ! fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Y S.auE<n�rrf Citrus Heights. CA. 95610 pine ¢SFi x:arber is 3pazified: ne dasign vatsres am ;ho is eT-actrrve 053DYJ2,s1S.3 byAASi Job Truss Truss Type Qty Ply R4D054793 2471 B T5A KINGPOST 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013MiTek Industries, Inc, Tue Jul 09 18:08:29 2013 Page 1 ID:OLD2Ugh6zrYYVZrO5OvlsXzPQke-hXoN%WXrEu7YsG2XYsX5uyKnsrFx2DgalgitSyzjSG 6-10-0 F 13-8-0 6-10-0 6-10-0 Scale = 1:22.6 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 54 — 4x4 = 2x4 11 4x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0.16 1-4 >999 480 TCDL 14.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.29 1-4 >563 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.13 Horz(TL) 0.03 3 n/a n/a BCDL 10.0 Code IBC20091TP12007 (Matrix) Wind(LL) 0.03 1-4 >999 240 LUMBER TOP CHORD 2x4 OF No.t&Btr G BOT CHORD 2x4 DF No.t&Btr G WEBS 2x4 OF Stud G REACTIONS (lb/size) 1=588/0-3-8 (min. 0-1-8), 3=588/0-3-8 (min. 0-1-8) Max Harz 1=22(LC 13) Max Uplift 1=-221(LC 9), 3=-221(LC 12) Max Grant 1=841(LC 8), 3=841(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1951/690, 2-3=-1951/690 BOT CHORD 1-5=-648/1712, 4-5=-266/1418, 4-6=-281/1418, 3-6=-648/1712 WEBS 2-4=0/418 PLATES GRIP MT20 220/195 Weight: 42 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 4-5-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-3-13 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. OTES i Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 1=221 3=221. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 13-8-0 for 109.8 pH. LOAD CASE(S) Standard lO Q?,aFESS/ H v C .074486 M *� ��2-31-13 1* �FOF July 10,2013 ® r%rr R NG - Vc jfy ecsig n gcramdeys and READ Nt73W Olt THIS A.7d.O I,RiZ;LfiDED ik 'ff2K P?. FJZ E PAGE f ff-747 i t3T'ZVR£s USE, Design valid for use any with Mnek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Wit erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mire • fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component - 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Citrus Heights. CA, 95610 `£Sauz: am Pine JSP)1vs b. r isspezifie3, ems=_-dzs:�n..-J e,: are thasF e6`�ciiivve og,101/2013 tg A1SC g Job Truss Truss Type Qty Ply R40054794 2471 B TO Special Truss 4 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:08:30 2013 Page 1 ID:OLD2Ugh6zrYYVZrO50vlsXzPOke-9kL8k4X9cY0 9orF4GNme5VVzFBngWVzo SGPvyzjSF 6-10.0 1 13-8-0 1 L,118 11 6-10-0 6-10-0 1-0-0 Scale = 1:26.1 Sx6 = N cs 4x4 = 2x4 11 44 = 6-10-0 6-10.0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.40 Vert(LL) -0.15 4-6 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.71 Vert(TL) -0.27 4-6 >595 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.13 Horz(TL) 0.03 4 n/a n/a BCDL 10.0 Code IBC20091fP12007 (Matrix) Wind(LL) 0.02 2-6 >999 240 Weight: 45 lb FT = 20% LUMBER TOP CHORD 2x4 DF NO.18Btr G BOT CHORD 2x4 DF No.18Btr G WEBS 2x4 DF Stud G REACTIONS (lb/size) 2=668/O-5-8 (min. 0-1-8), 4=668/0-5-8 (min. 0-1-8) Max Horz 2=32(LC 5) Max Uplift2=-l(LC 3), 4=-1(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1113/0, 3-4=-1113/0 BOT CHORD 2-7=0/990, 6-7=0/990, 6-8=0/990, 4-8=0/990 WEBS 3-6=0/411 BRACING TOP CHORD Structural wood -sheathing directly applied or 5-11-7 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. IOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 7) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard �, ?OESS/ SOON 0 C 074486 rn ETi 2-31-13 �* \\F July 10,2013 ® WARKYr. - Verify df-Sign part¢ Cara = d READ N(i 3 kS CAN 7FIS AM 1W,1,TYDFD 1INTEK P. -TI F PACE kfd3-l47J 8S,1,XV ii USE. Design valid for use only with Mifek connectors. This design is based only upon parameters shown. and is for an individual building component.. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the {� erector. Additional permanent brocing of the overall structure is the responsibility of the building designer. For general guidance regarding WeR fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Bull Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. ifsout-iamPneli ?ivmi i;�d{ i;�e. Msdevgn ra1a ,are haze ef< -C a 0fsf'0xfZ013 by:A:I.SC Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply R40054795 Lb2471B T5C Common Truss 1 1 Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:08:30 2013 Page 1 ID:OLD2Ugh6zrYYVZrO5OvlsXzPQke-9kL8k4X9cYO 90rF4GNme5WzFBngWVzo_SGPvyzjSF -1-0-0 6.10-0 1 13-8-0 14-8.0 1-0.0 6-10-0 6-10.0 1-0-0 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 5,6 = 4x4 = 2x4 11 4x4 = Scale = 1:26.1 1� LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.40 Vert(LL) -0.15 4-6 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.71 Vert(TL) -0.27 4-6 >595 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.13 Horz(TL) 0.03 4 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wlnd(LL) 0.02 2-6 >999 240 Weight: 45 Ib FT = 20% LUMBER TOP CHORD 2x4 DF No.t&Btr G BOT CHORD 2x4 OF No.1&Btr G WEBS 2x4 OF Stud G REACTIONS (lb/size) 2=668/0-5-8 (min. 0-1-8), 4=668/0-5-8 (min. 0-1-8) Max Horz 2=32(LC 13) Max Uplift2=-253(LC 9), 4=-253(LC 12) Max Grav 2=921(LC 8), 4=921(LC 7) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1881/677, 3-4=-1881/677 BOT CHORD 2-7=-629/1642, 6-7=-267/1352, 6-8=-267/1352, 4-8=-629/1642 WEBS 3-6=0/411 BRACING TOP CHORD Structural wood sheathing directly applied or 4-7-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-5-5 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. OTES Unbalanced roof live loads have been considered for this design. z/ Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=253, 4=253. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 13-8-0 for 109.8 plf. LOAD CASE(S) Standard �4Rs3FESS/ j Soo C}� C 074486 *� YP2-31-13 �* July 10,2013 ® id'ffit>'nKNG - Verify tlemign gtar=etens grad READ NW70 ON T73FS AND INUL, 0 7#3F"liWK PRIPIMEBIVE PACE MI T473 E3Es"x"iDl~i E (1 Design valid for use only with MiTek connectors. This design is based only uponparameters shown, and is for an individual building component. �^ Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiility, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Meek fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Informal on available from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria. VA 22314. tf soutitxm pinewl 1=1ti :r is�P2crified, tls a ms those €ffe.tive. 05lOm/201.3 by AUC Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply R40054796 Lb 2471 B T6A GABLE 1 1 Reference (optional) BMC, Indio, CA- 92203 - 7.420 s May 10 2013 MiTek Industries; Inc. Tue Jul 09 18:08:32 2013 Page 1 ID:OLD2Ugh6zrYYVZrO5OvlsXzPQke-56Tu9mZP89GiPK?dChPEjWasC3ua6KCGGIxNUnyzjSD -1-0-0 2-4-2 S 1 9$0 14-0-15 19-4-0 20.4-0 1.0-0 2-12 2.10.15 4-4-15 4A-15 - 5-3-1- 1-0.0 N ;it 0 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 5x6 = 3x10 11 3x10 II 8 Scale = 1:35.4 4x6 = Sx8 = 3x4 = 4x6 = i 2-4-2 5-31 9-SO 140.15 18.11-14 1� 2.'i l5 4-4-15 4-4-15 2-1 115 Plate Offsets (X,Y): r3:0-3-0,Edgel. r7:0-3-O.Edgel, r10:0-3-O,Edgel. It5:0-2-8.0-3-01, r18:0-2-11.0-0-91, r21:0-1-14,0-1-01, r27:0-1-13,0-1-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) -0.09 1516 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.69 Vert(TL) -0.33 15-16 >697 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.50 Horz(TL) 0.09 11 n/a n/a BCDL 15.0 Code IBC2009/TPI2007 (Matrix) Vfind(LL) 0.06 15-16 >999 240 Weight: 105 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No. 1&Btr G *Except* TOP CHORD Structural wood sheathing directly applied or 3-6-1 oc purlins. T2: 2x6 OF No.2 G BOT CHORD Rigid ceiling directly applied or 8-11-7 oc bracing. BOT CHORD 2x4 OF No. 1&Btr G MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 OF Stud G be installed during truss erection, in accordance with Stabilizer [installation OTHERS 2x4 OF Stud G REACTIONS (lb/size) 2=1011/0-3-8 (min. 0-1-8), 11=1017/0-3.8 (min. 0-1-8) Max Horz 2=37(LC 13) Max Uplift2=-202(LC 9), 11=-201(LC 12) Max Grav 2=1228(LC 8), 11=1234(LC 7) FORCES (lb) -Max. Comp./Max. Ten. -Ali forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3219/564, 3-4=-2874/502, 4-5=-2837/300, 5-6=-2090/249, 6-7=-1647/0, 7-8=-1659/0, 8-9=-2114/232, 9-10=-2955/491, 10-11=-3247/609 OT CHORD 2-33=-547/3051, 17-33=-428/2782, 17-34=-278/2752, 16-34=-191/2704, 16-35=-178/2707, 15-35=0/2589, 1536=0/1714, 14-36=0/1732, 14-37=0/2578, 13-37=-171/2691, 13-38=-365/2894,11-38=-563/3124 WEBS 9-14=-830/8, 9-13=0/371, 15-18=-908/15, 16-18=0/339, 6-15=0/496, 8-14=0/499 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. QR,QFESSIQ 5) Gable studs spaced at 1-4-0 oc.� S� q� 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This has been designed for live �¢ © Y F� 0 �� truss a load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. G) 2. W ^ 074 q O m 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=202, Of lr �tU ;0 11=201. 12 1 10) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag IV T91� loads along bottom chord from 0-D-0 to 19-4-0 for 77.6 plf. 12) No notches allowed in overhang and 10000 from left end and 10000 from right end or 12" along rake from scarf, whichever is larger. OF CA Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. July 10,2013 ® WAWiiVG - Verify dtsign zaaram&erss and 12EAD h1inW ON THIS AND INCLUD,M).i#I€MK PPFEREsPGE FACE MT1-7473 ,BEFCTO iE I&E. �� Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiffly of the rkL kk g erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardng IYt' #e W fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quailly Criteria, DSB-89 and SCSI BuBding Component 7777 Greenback Lane, Suite 109 Safely Informa8on ovailoble from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 1f5�s.f'nm ping4 PI lumiaes issr-elled, n=.Ge•.i;nua1a -Ft thcsa efo=tile fibi' Sf2kf1:3 byLs'lSC" Citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply R40054797 2471 B T6B COMMON TRUSS 1 1 Job Reference (optional) BMC, Indio, CA - 92203 5-3-1 4-4-15 7.420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:08:35 2013 Page 1 ID:OLD2Ugh6zrYYVZrO5Ovl sXzPQke-Wn91 nobHR4fHGnkCtpzxL9CNHGucLkwiyGA146yzjSA QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 5x6 = 4-3-0 3x6 = 4z4 = 5x8 = 6-7-6 I 12-4-11 18-5-8 rr7-6 59-4 6-0-13 4-6-8 Scale = 1:30.9 4x6 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) -0.12 6-7 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.37 6-7 >592 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.31 Horz(TL) 0.07 5 n/a n/a BCDL 30.0 Code IBC2009/TP12007 (Matrix-M) Wind(LL) 0.03 7 >999 240 Weight: 85 lb FT = 20 % LUMBER TOP CHORD 2x6 OF No.2 G BOT CHORD 2x4 OF N0.1&Btf G WEBS 2x4 OF Stud G REACTIONS (lb/size) 1=1181/0-5-8 (min. 0-1-9), 5=1167/0-5-8 (min. 0-1-8) Max Horz 1=76(LC 13) Max Uplift 1 =-219(LC 9), 5=-203(LC 12) Max Grav 1=1445(LC 8), 5=1414(LC 7) BRACING TOP CHORD Structural wood sheathing directly applied or 3-11-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-7-5 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer installation uide FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3377/618, 2-3=-2825/268, 3-4=-2509/196, 4-5=-3029/523 BOT CHORD 1-15=-345/1547, 1-16=-614/3206, 7-16=-226/3034, 7-17=0/1989, 6-17=-98/1891, 6-18=-61/2565, 5-18=-474/2805 JEBS 2-7=-393/65, 3-7=0/995, 3-6=-26/781, 4-6=-278/114 rvOTES 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Ezp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1:00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb) 1=219, 5=203. 7) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 18-2-0 for 82.6 plf. LOAD CASE(S) Standard �gR(DFESS/O SQo/1J 0 C 2 C 074486 rn EX,Pr 12-31-13 �* FOF July 10,2013 ® WARM - Ver fg ee slr,/st cao rzzmete s <= d ''as%AD ABC w os 7uI8 AND dYa't;`LTXUpo oun.T PFFF,R- R PAW lui-747j 13L'k`C)RE ma Design valid for use only with Wei, connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporofion of component is responsibility of building designer - not truss designer. Bracing shown Wit is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsita llity of the pTe = erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding - 1 fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Bunding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 4f S-uthem. Fine f 1umAe- s aTaes ns�i,: t%e design vsstues we thane effe t'n 05/01 j20I.3 by Aa LSC Job Truss Truss Type Qty Ply R40064798 2471 B T7A GABLE 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 09 18:08:36 2013 Page 1 ID:OLD2Ugh6zrYYVZrO5Ovl sXzPQke-_ujP_7cwCOn7txJPRWUAtMIQWgGH49OsBwvadYy7jS9 -1-0-0 7-4-0 14-8-0 1SB-0 1-0-0 7-4-0 7-4-0 1-0.0 5x6 = Scale = 1:46.3 10 4Xb I I V 4= 11 8 Sx8 = I 7-4-0 I 14-8-0 7-4-0 7-4-0 Plate Offsets (X,Y): 13:0-3-O.Edgel. 15:0-3-O,Edgel. f8:Edge.0-3-91 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.85 Vert(LL) -0.18 9-10 >963 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.64 Vert(TL) -0.26 9-10 >666 240 BCLL 0.0 Rep Stress Incr NO WB 0.38 Horz(TL) 0.00 8 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Wind(LL) 0.02 9-10 >999 240 Weight: 171 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except T2: 2x6 OF No.2 G end verticals. BOT CHORD 2x4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud G WEBS 1 Row at midpt 2-9, 6.9 OTHERS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 10=784/0-3-8 (min. 0-1-10), 8=784/0-3-8 (min. 0-1-10) Max Harz 10=-114(LC 10) QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT Max Uplift 10=-767(LC 9), 8=-767(LC 12) LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE Max Grav 10=1540(LC 8), 8=1540(LC 7) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. OP CHORD 2-3=-1232/775, 3-4=-1139/713, 4-5=-1139/713, 5-6=-1232/775, 2-10=-1409/802, 6-8=-1409/802 OT CHORD 10.35=-158/271,35-36=-420/440,9-36=-800/824,9-37=-754/785, 37-38=-335/406 vJEBS 4-9=-314/49, 2-9=-884/1315, 6-9=-884/1315 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 10=767 8=767. 10) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 14-8-0 for 102.3 plf. LOAD CASE(S) Standard Q9,OFESS/p SooCo ty LU C 0744$6 rn * EX 12-31-13 sT�T�flF G.A July 10,2013 ® EdrFzRKING - Verify de_mign paramet r7 =d PEAR NOTES ON TRI S AM tldi;r;%t€ IRD 3i£k7v;.K P,>Pf'rv't€: XE: Pa1M MU 747d .i3P.i)` Rr t3SP Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsbility, of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during constructionis the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPIT Quardy, CrBeria, DSB-89 and SCSI flooding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 tt5avxhxm. Rine ISp};umL+er ices-{riait4e tfesin uakues a -;hasp eYetive 05fiT3f2i;:3 tyy:lsl§C Job Truss Truss Type Qty Ply R40054799 Lb 24718 T7B Common 2 1 Reference (optional) BMC, Indio, CA • 92203 7.420 s May 10 2013 MTek Industries, Inc. Tue Jul 0918:08:37 2013 Page 1 ID:OLD2Ugh6zrYYVZrO50vl sXzPQke-S4GnCTcYziv_V5tb?E?PQalcY4cWpdm?Qaf89.>R'S8 •1.0.0 7-4-0 14-8-0 15-8-0 1-0-0 7-4-0 7-4-0 1-0-0 5x6 = 4.00 12 Scale = 1:46.3 8 545 1 I 5x6 116 3x10 = 7 14-8-0 7-4-0 7-4-0 Plate Offsets (X,Y): f6:Edae.0-3-91 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.83 Vert(LL) -0.18 7-8 >954 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.64 Vert(TL) -0.26 7-8 >671 240 BCLL 0.0 Rep Stress Incr NO WB 0.28 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) -0.01 7-8 >999 240 Weight: 91 Its FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No. 1&Btr G end verticals. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer installation guide. REACTIONS (lb/size) 8=784/0-3-8 (min. 0-1-8), 6=784/0-3-8 (min. 0-1-8) Max Horz 8=-114(LC 3) Max Uplift8=-11(LC 3), 6=-11(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-456/51, 3-4=-456/51, 2-8=-651/46, 4-6=-651/46 WEBS 3-7=-286/45, 2-7=0/388, 4-7=0/388 DTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp.C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 6. 7) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. �,?,QFESS/(}� LOAD CASE(S) Standard 500M LU C 074486 m * E 12-31-13 sT�rFaF July 10,2013 ® (4ARKNO - Verify design p m ame ?Y—..s and F- AD AMW ON THIS AM Wf f DF1) AVMK PZFE€ -SWE PAW M7I-7473 BEFORE USt -- Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parometers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown 's for lateral support of individual web members only. Additional temporary brocing to insure stability during construction is the responsibillity, of the Itl6p teR erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Bunting Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Mei his, CA, 95610 if sour eim P nelSPI i—ber is sgses�s,�, T.'ss design "Wes ere.`.hazs eft_tt— W02 f201.3 hV A.LSC' 9 Job Truss Truss Type Qty Ply R40054800 Lb 2471_B T7C Common a 1 Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 MiTek Industries, Inc. Tue Jul 09 18:08:38 2013 Page 1 ID:OLD2Ugh6zrYYVZrO5OvlsXzPQke-wGg9PpdAj?lr7FSnYxWezngk2Ux?Y2S9eEOhhRy4S7 11-0-0 7-4-0 14-8-0 15-8-0 1-0-0 7-4-0 7-4-0 I1-0-0 4.00 12 5x6 = 5x8 = Scale = 1:46.3 LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 ' BCDL 15.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TPI2007 CSI TC 0.91 BC 0.69 WB 0.38 (Matrix) DEFL in Vert(LL) -0.18 Vert(TL) -0.30 Horz(TL) 0.00 Wind(LL) -0.02 (loc) I/defl Ud 7-8 >954 480 6-7 >581 240 6 n/a n/a 7-8 >999 240 PLATES GRIP MT20 220/195 Weight: 91 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-6-6 oc purlins, except BOT CHORD 2x4 DF No. 1&Btr G end verticals. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 2-8, 2-7, 4-6, 4-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nuide. REACTIONS (lb/size) 8=856/0-3-8 (min. 0-1-12), 6=856/0-3-8 (min. 0-1-12) Max Horz 8=-253(LC 9) QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT Max UpliftS=-775(LC 9), 6=-775(LC 12) LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE Max Grav 8=1620(LC 8), 6=1620(LC 7) SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. JP CHORD 2-3=-1275f788, 3-4=-1275f788, 2-8=-1454/809, 4-6=-14541809 DT CHORD 8-9=-773/888, 9-1 0=-869/891, 7-1 0=-869/891, 7-11 =-69OR23, 11-12=-6907723, 6-12=-690/723 WEBS 3-7=-256/45, 2-7=-875/1327, 4-7=-876/1328 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 15.Opsf. pFESSj9 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide truss bearing 0 Q mechanical connection (by others) of to plate capable of withstanding 100 Ib uplift at joint(s) except Ot=lb) 8=775, SOON fl 6=775. 7) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid and at all the ©/1! panels panel points along Bottom Chord, nonconcurrent with any other live loads. 8) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag LU C 074486 rn loads along bottom chord from O-D-O to 2-0-0, 12-8-0 to 14-8-0 for 375.0 pill. F 12-31-13 LOAD CASE(S) Standard * *' sT IV 9TFOF . Fa July 10,2013 ® G6rrlfFhTNG • Verify design naramet,Yn asxdr"rBAD N(rM ON TWJStdRrP3INrLUDED.ilfd77 P.F.FFRF M''_-P AixEPfP7-747:?.BrYV B (EF Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the Wit erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 lfS =!�Pm Dine ISPI Itsmbe:• is sTseF>{ed,: raga zi s,Zn:yobssrethase efa-tiva Obf01/201.3 by AtSC Job Truss Truss Type Qty Ply R40054601 2471_B nD GABLE 1 2 Job Reference (optional) BMC, Indio, CA - 92203 7.420 s May 10 2013 Mrrek Industries, Inc. Tue Jul 09 18:08:41 2013 Page 1 ID:OLD2Ugh6zrW VZrO50vl sXzPQke-Kr1M2rg20wPQ_iBME43LaQSMwh3llOCbKCdLlmyzjS4 r1-0-0, 39-12 7-4-0 10-1D-3 14-8-0 �SB-0, 1-0.0 3-9-12 3.6 3ir3 33�1-0-0 54 = 15 39 14 6x8 = JL26 6x8 = JL26 6x8 = JL26 4x4 II HUS26 JL26 JL26 JL26 Scale = 1:52.7 3-9-12 3-6-2 7 4 0 10 10-3 10 I 39.13 3-fr45 3 3-9.12 Plate Offsets MY): I2:0-2-15,0-2-81. 13:0-3-O,Edgel, f7:0-3-O.Edgel 18:0-2-15.0-2-81 It0:Edge,0-3-91. 111:0-3-9 0-3-121, f12:0.4-0 0-3-121 113:0-3-9.0-3-121 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.02 11-12 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.20 Vert(TL) -0.06 11-12 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.51 Horz(TL) 0.01 10 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.00 13 >999 240 Weight: 402 lb FT = 20 % LUMBER BRACING TOP CHORD 2x4 DF No.1 &Btr G *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except T2: 2x6 DF No.2 G end verticals. BOT CHORD 2x6 DF SS BOT CHORD Rigid ceiling directly applied or 6-D-0 oc bracing. WEBS 2x4 DF Stud G QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT OTHERS 2x4 DF Stud G LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. REACTIONS (lb/size) 15=2201/1-5-8 (min. 0-2-10), 10=3543/Mechanical, 14=2097/1-5-8 (min. 0-2-10) Max Horz 15=-112(LC 10) Max Uplift 15=-315(LC 9), 14=-125(LC 14) Max Grav 15=2971(LC 8), 10=4283(LC 7), 14=2097(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2054/94, 3-4=-1725/22, 4-5=-2294/0, 5-6=-2287/0, 6-7=-1929/0, 7-8=-2298/18, 2-15=-3426/140, 8-10=-3779f7 DT CHORD 40-41=-359/376, 13-41=-436/453, 13-42=0/1538, 4243=0/1523, 12-43=0/1755, 12-44=0/1996, 44-45=0/1819, 11-45=0/1765, 11-46=-386/431 FBS 5-12=0/904,6-12=-511/899,6-11=-1057/584,4-12=-373/1355,4-13=-1561/419, 2-13=-97/3213, 8-11=0/3538 NOTES 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4RpFE8$/pN 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. It; Exp C; enclosed; MWFRS (low-rise); cantilever left and right !J Soo <� exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 = 0, 2C 5) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry V p 2 Gable End Details as applicable, or consult qualified building designer as perANSI/TPI 1. tLJ C,074486 6) All plates are 2x4 MT20 unless otherwise indicated.rn rn 7) Gable studs spaced at 1-4-0 oc. ' (3 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. X. 9) ' This truss has been designed for a live load of 20.Opsf on the bottom Chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. sN 10) A plate rating reduction of 20% has been applied for the green lumber members. �� 11) Refer to girder(s) for truss to truss connections. OF C. 12) Provide metal plate or equivalent at bearing(s) 10 to support reaction shown. 13) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except (jt=lb) lid" 1 r1 3n1 Z con tlATeVdn -L2§- ® I At NG - Verify design vrzra &,,. xd I EAD NOITZ ON YWI& AND dAriLiTD0Y.M7TJK PEFLitEME PAGE ?fl17-74 AJ i3iMRF iMIF Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Hit is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the tp erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi1gek.. fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 if Sous:,-m. P1rt ISPI lumbar is s�cifiied, die.dei6n vat;.res are those sf'e.tive OW al/201.3 Isv A.15C re Job Truss Truss Type Qty Ply R40054801 2471_B T7D GABLE 1 Job Reference (optional) tsmu, ma1o, c:A - Bzzu3 i.4zu s May iu zUl3 MI I eK Inauslnes, Inc. rue Jul u9 1B:05:41 2013 Page 2 ID:OL02Ugh6zrYYVZrO50vlsXzPQke-KrW12rg20wPQ iBME43LaQSMwh3llOCbKCdLlmyzjS4 NOTES 14) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 15) This truss has been designed for a total drag load of 1500 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 14-8-0 for 102.3 plf. 16) Use USP HUS26 With 16d nails into Girder & 16d nails into Truss) or equivalent at 1-0-12 from the left end to connect truss(es) T3B (1 ply 2x4 DF) to front face of bottom chord. 17) Use USP JL26 (With 16d nails into Girder & NA9D nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 3-0-12 from the left end to 13-0-12 to conned truss(es) T3A (1 ply 2x4 DF), T2G (1 ply 2x4 DF) to front face of bottom chord. 18) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-68, 2-5=-68, 5-8=-68, 8-9=-68, 13-15=-20, 13-42=-60, 42-45=-20, 11-45=-60, 10-11=-20 Concentrated Loads (lb) Vert:12=-865(F) 11=-865(F) 14=-1128(F) 41=-865(F) 42=-865(F) 44=-865(F) 47=-864(F) ® SSA - Vcrifp ez sign ara€n&e s a.d R€AD MMMS ON TWIS AND INrLTAI T M MK P. FIFmdiP E PAGE 1-7473 Bape,RE Ll Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the (L erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding McTek fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI7 Qualfly Cdteda, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 if Sa�.�rne�rn. Fine$SD] lvmhe-ris sgasc ad,: thsdeog--lues are tha>a etfezvve 06102/201.3 byk�SC Symbols Numbering System General Safety Dotes PLATE LOCATION AND ORIENTATION 3j4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-1'V1G For 4 x 2 orientation, locate plates 0-'AG' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. ' Plate location details available in MITek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS C1-2 C2.3 WEBS cc,_ 4 � w h O O u 3 �� O U _ �e b a- U O a- C7-8 C67 SO6 �, BOTTOM CHORDS JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUM B ERS/ LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Southern Pine lumber designations are as follows: SYP represents values as published by AWC in the 2005/2012 NDS SP represents ALSC approved/new values with effective date of June 1, 2013 © 2012 MiTekO All Rights Reserved ngineering Reference Sheet: Mll-7473 rev. 02/26/21 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purtins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. auilW= Materials and Construction services 45491 GOLF CENTER PARKWAY, INDIO, CA. 92203 0.760-347-3332 F.760-347-0202 CONTENTS ENTe7 ..PACE TIMBER PRODUCTS INSPECTION (LETTER) ..................................I TPI (GTI) STAMP — SEE PAGE 1 ..................................2 EXPLANATION OF ENGINEERED DRAWING ..................................3 DETAIL FOR COMMON AND END JACKS — 16 PSF ..................................4 DETAIL FOR COMMON AND END JACKS — 20 PSF ............................1.....5 SUPPORT OF B.C. (PRESSURE BLOCK) STANDARD OPEN END JACK..................................6 INTERIOR BEARING OFFSET DETAIL ..................................7 BEARING BLOCK DETAIL 3 V BEARING ..................................8 BEARING BLOCK DETAIL 5 V BEARING ..................................9 UPLIFT TOE -NAIL DETAIL .................................10 LATERAL TOE -NAIL DETAIL .................................11 WEB BRACING RECOMMENDATIONS .................................12 T-BRACE AND L-BRACE .................................13 VALLEY TRUSS DETAIL ..................................14 VALLEY TRUSS DETAIL (CONT'D.) .................................15 PURLIN GABLE DETAIL .................................16 PURLIN GABLE DETAIL (CONT'D.) .................................17 PEMER GABLE DETAIL (CONT.'D.) ............. ........18 PURLIN GABLE DETAIL (CONT'D.) .................................Is STANDARD GABLE END DETAIL ..................................20 STANDARD GABLE END DETAIL (CONT'D.) .................................21 STD. REPAIR - MISSING STUD ON GABLE TRUSS ....................................22 STD. REPAIR - BROKEN STUD ON GABLE TRUSS .................................23 STD. REPAIR - REMOVE CENTER STUD ON GABLE TRUSS .................................24 STD. REPAIR - NOTCH 2X6 TOP CHORD ON GABLE TRUSS .................................25 STD. REPAIR - NOTCH 284 TOP CHORD ON GABLE TRUSS .................................26 STANDARD REPAIR DETAIL — 25% .....................................27 FALSE BOTTOM CHORD FILLER DETAIL .................................28 OVERHANG REMOVAL DETAIL .................................29 SCAB APPLIED OVERHANGS .................................30 PIGGYBACK TRUSS CONNECTIONS ............................31 - 34 PLEASE CONTACT Bic FOR MORE INFORMTION OR QUESTIONS REGARDING THESE SHEETS PAGE: 0 OF 34 3'ERH OER ODUC S 9iif�63�� € tF3� September 11, 2012 To Whom It May Concern: This is to verify that BMG of Indio, CA is a Subscriber in the. Timber Products Inspection (TP) and General Testing and Inspection (GTI) Truss Quality Auditing Program. The TP and GTi Truss Quality Auditing Programs are recognized by the International Accreditation Service (1AS) with the assigned number df AA-664. TP and the GTI qualify assurance marks have been recognized in the West by the truss industry and code jurisdictions since 1069. TP currently audits truss manufacturing facilities nationwide. TP is conducting unannounced, third party audits at BMC of Indio, CA. This facility is currently in good 's#adding in the TP Truss Quality Auditing Program. WC's personnel are authorized to apply the GTI quality mark to trusses that are manufactured in accordance with the latest revision of the ANSVTPl Standards. All stamping takes place at the truss manufacturing facility, under supervision of qualified plant personnel. If you have questions regarding the status of any plant in the TP/GTI Program, please contact me: on my cell 208,818.7869. Sincerely, TIOER PRODUCTS INSPECTION i4zcc� Brian.Hensley Truss Manager — Western Division Ij r Xc: File 105 SF 1241h Avenue o P.O. Sox 919 a 1641 Sigman Road Vancouver, Washington 98684 Conyers, Georgia 30012 3301449.3840 - FAX: 360/449-3953 «sfr! i+ 770/922-0000 - FAX: 7701922-1290 03-05-2012 To Whom It May Concern: It is our standard policy to manufacture all of our trusses with a minimum camber of 1/8" per ten lineal foot of truss span. Mike Goodman Design manager BMC 45-311 Golf Center Parkway Suite B Indio CA 92201 t: 760.770.3303 f: 760.391.4230 BMC QUALITY AUDITED BY !IMBER PRODUCTS INSPECTION, INC. ^.dE�1.GN CRiTERIa TC t1 psi TC D psit BC O psf QLOT psf s . FACTO Job Truss Truss Type uly ely DISPLAY RDOF1 COMMON 1 1 e e t e I Industries, Inc.nc. Mon Mar 1 :2 age j� � k -24)-0 545 10.2.3 154)-D 19 9 t3 24-7.11 30-" 32-D-0 Q 2-0.0 5.4-5 4.9-13 4.0-13 4.9-13 4A OA -13 5.4.5 2- 44 = 6 C6.00 F12 1x4 II 1x4 11 3x4 i b 7 3x4 - 4 3 C D 1A 4�1 1x4 G 3 9 10 ^, 2 7I 1t)o 01 12 3x6 = 14 13 Us = 3x3 = 3x6 = 3x3 = A 10-2.3 19.9.13 30.40 `-" B 10.2.3 9-7-11 10-2.3 Plate Offsets (X,Y): 12:0-",0-1-4),I10:0.3.0,0-1-4)H LOADING (psfi p SPACING 2-0-0 J ! V I CS1 N DEFL in floc)) 1/defl P PLATES DRIP TOLL 20.0 E Plates Increase 1.15 TO 0.29 Ven(LL) -0.09 14 >999 MI120 249/190 TCDL 10.0 Lumber Increase 1.15 BC 0.83 Vert(TU -0.39 12-14 >907 BCLL O.D Rep Stress lr= YES WB 0.36 Horz(fL) 0.07 10 n/a BCDL 10.0 Code SOCA/ANSI95 L 0 1 at LC LL Min Ildefl - 240 Weight: 158 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 U TOP CHORD Sheathed or 4-2-1 oc purlins. BOT CHORD 2 X 4 SYP No.2 Q BOT CHORD Rigid calling directly applied or "-11 oc bracing. WEBS- 2 X 4 SYP No.3 R S REACTIONS (lb/size) 2-1317/0-3-8, 10=1317/0-3-8 TMax Harz 2--175(load case 5) Max Uplift2=-341 [load case 4), 10--341(load case 5) First Load Case Only V FORCES Ob) - TOP CHORD 1-2-26, 2-3@-2024, 3-4--1722, 4-5=-1722, 5-6=-1722, 6-7--1722, 7-8=-1722, B-9--1722, 9-10--2024, 10-11 =26 BOT CHORD 2-14=1794, 13-14-1140, 12-13-1140, 10.12=1794 WEBS 5-14=-294, 7-12--294, 3-14=-288, 6-14-742, 6.12-742, 9-12--288 �/�� NOTES Y Y . 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 par BOCA/ANSI95; 9Dmph; h=25ft; TCDL=5.Opsf; BCDL=5.Dpsf; occupancy category II; exposure C; enelosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed ;Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 341 lb uplift at joint 2 and 341 lb uplift at joint 10. A CLIMUlative Dimensions M TO, BC, and Web Maximum Combined Stress Indices LOAD CASE(S) Standard X B Panel Length (feet- inches - sixteenths) N Deflections (inches) and Span to Deflection Ratio C Slope 0 Input Span to Deflection Ratio D Plata Size and Orientation P MiTak Plate Allowables (PSI; E Overall Height Q Lumber Requirements F Bearing Location R Reaction (pounds) G Truss Span (feet - inches - sixteenths) S Minimum Bearing Required iinches) H Plate Offsets T Maximum Uplift and/or Horizontef Reaction if Applicable I Design Loading (PSF) U Required Member Bracing J Spacing O.C, (feet - inches - s xteenths) V Member Axial Forces for Load Case i K Duration of Load fat Plate and Lumber Design W Notes L Code X Additional Loads/Load Cases [Page ## DETAIL FOR COMMON AND END JACKS M11/SA.G - 8 -16PSP 3/30/2004 PAGE 1 MAX LOADING IPA SPACING z•a0 BRACING MiTek Indmirles, Inc. TCLL 16.o Plat i ease 125 TCDL 14.0 L� m�ernt:rt ase 125 TOP CHORD Sheathed. We`iern D[v[sion BCLL 0.o Rap Stress tncr YES BOT CHORD Rigid ceiling directly applied. BCDL 10.0 - MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 SPF, HF, DF-L No.2 BOT CHORD 2 X 4 SPF, HF, DF-L No.2 NOTE: TOP CHORD PITCH: 4112-8/12 BOTTOM CHORD PITCH: 0/12-4/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. LENGTH OF EXTENSION AS DESIGN REO'D 20'-0" MAX SPLICE CAN EITHER BE 3X6.MT20 PLATES OR 22" LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE W/ (.131 "X3.0" MINI) NAILS 0 r O.C. 2 ROWS SUPPORT AND CONNECTION BY OTHERS OR 2-16d COMMON WIRE (0.162"Dm X 3.51 LGT TOE NAILS SUPPORTS, SHALL BE PROVIDED @ 4'-D" O.C. ALONG THE EXTENSION OF TOP CHORD. CONN, W13 16d COMMON WIRE (0.162-DIA. X 3.5" LGT) TOE NAILS 3X4- CONN. W1216dCOMMON WRE(0,-4 DtAX3.5-LGT) TOENAILS �'� 1t:` S {.r Y� Cram -66433 B-0-0 i EXT. 1Il^� eXT. z•" :..••' EXT.2-0-0 A P R 0 9 2013 tt, CONN. W13 16d COMMON WIRE (D.16T%k X 3.5- LGT) TOE NAILS BOTTOM CHORD LENGTH MAY BE 2-0" R-" 'N ✓ 3X4 = OR A BEARING BLOCK, CONN. W1216d COMMON WIREA1671)IX X 3.5") LGT TOE NAILS OR SEE DETAIL MIUSAC-7 FOR 2-0,0 B D D PRESSURESLOCKING INFO. NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. Pa e # 7777 GroanbackLane Oeggn vo6d for use only wnh MAek connectors. Shh design k bared ontl upon parameters shown, and b iw on Indwldvo! bu8dinp component. sde 109 AppllcablBy of design pparomenlar and prot>a: McorparoAon of csirr�ononf b rerpwulblgy d buAdkrp designer -not Truss designer, &odnp Shawn CBnss Heoit, CA, 9561 h lm bieral support of ksdwktua4 web member only. AddiAonol lempotary brorerp to kuure daftly during cwafnrcibn h the respansihl@fy of the ereciot. Addtllonal permanent bracing of the overoAslnrcture h the responsPoSly of the bu4ding designer, For general pvidartee regorc5np iobdcofion. quony canirol slorope. deFvory, erection and laodrsp, eonsuA AtiSl/IP11 QuaAiy CrAesle. OS6.64 end BCSt1 8uildinp Component SeHly IrrfarmePron ovalbbie homiruss PWie trssiliuie, SB3 O'Orrolrlo skive. Modkon, Vyi Si714. DETAIL FOR COMMON AND END JACKS Mil/SAG - 8 -20PSF 8/31/2005 PAGE 1 qG (psf) SSPpACING z BRACING MITek Industries, Inc. 20.0. Plate& Increase 1.15 Western DEvEsion 16,o U�mber Intxease 1.1s TOP CHORD Sheathed. o•D Rep Stress incr YES BOT CHORD Rigid ceiring directly applied. 40.D MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 HF, DF-L ND.1 BOT CHORD 2 X 4 SPF, HF, DF-L N0.2 NOTE: TOP CHORD PITCH: 3/12-8112 BOTTOM CHORD PITCH: 0112--4/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 29 O.C. 4-0-0 2.0.0 2-as DfT. EXT. 2•D•0 _ m LENGTH OF EXTENSION AS DESIGN REO'D 2O'-O" MAX SPLICE CAN EITHER BE 3XS MT20 PLATES OR 2r.. LONG 2X4 SCAB CENTERED AT SPLICE WISAME LUMBER AS TOP CHORD ATTACH TO.ONE FACE W1(.131"X3.0" MIN) NAILS cQ 3" O.C. 2 ROWS SUPPORT AND CONNEC ON BY OTHERS OR 2-16d COMMON WIRE (0.162"DIA. X 3.5) LGT TOE NAILS SUPPORTS SHALL BE PROVIDED 4'4r O.C. ALONG THE EXTENSION OF TOP CHORD. CONN, W13 16d COMMON WIRE (D.162"DW X 3.5- LGT) TOE NAILS CONN. W1216d COMMON WIRE (.16Y'DiA X 3.5" LGi) TOE NAILS �R S. 2�D•D z fl r APR 0 9 2013 CONN. W1316d COMMON WIRE (DAM-DIA X 3.5- LOM TOE NAILS / ld�j BOTTOM CHORD LENGTH MAY BE z-0- RL" 3X4 = OR A BEARING BLOCK CONK. W%Z 16d COMMON WIRE(R16TDIA X 3.5-� LGT TOE MAILS OR SEE DETAIL MIVSAC-7 FOR 2•13,0 PRESSUREBLOCKtNG INFO. I�q NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. Pa a#5 WAMMM • Derug dntgn parameters and PPAP N07TV ON =9 AND rNCd.ODEO hO=RZIEWNWPAGE r4Q•7,4" ZZ-09S OSS, " 7 1 Carmr4 c* laneSulle Ign"'dmckm This design B based any upon paomelea shown, and tr for an indimuol biAding aompw=l. Cgru 10BrfcoW6lyCBnre Heights, CA, 4>Sfi1 r latfor.Ad pemnnenS brochg1ca!Rik SURPOR.3r: OF B C. OF STANDARD OPEN END MIilSAC - 7 3/30r2-064 PAGE I }1°t.PRESSt1fE BLOCKS L CAI st GIR Loading (PSF): BCDL 10.0 PSF MAX 2x4 bot. chord Carrier vull 2-(.131"X3.0"Mfia) itCS #yp) "1L 2x4 brook . tack —" between Jacks, truss nalled to carrier ben ` (typ) w/6 W/(.131aX3-0" MIN) nails s aced at 3" ox. I- 4 2C ryP t PARTIAL FRAMING PLAN OF . CALIFORNIA HIP SET NTH SUB GIRDER BC of carrier truss I"X3.0" MIN) NAILS (typ) CHORD OF OPEN END JACK BC w/ 6-(.13173,0" MIN) NAILS @ 3" o.c. Page # 6 lrartr3 daargn poromafass and)MAD NOTES ON TRF AAA DMLODED rJTIElC JW=MRW P4GE UM7473 R&Mps r7SB, use 9* with h4fek conncelars. This design Is based any upon porameters shown. and Ia lar an In*Adud buHdmg eontponanl. design patomenfers and prayer Ineotp«ollon or component Is nal buss designer. Bracing shaven lZ d Individual web members only. AddWonal lernparary king to Insure slob40ly durMp mnsirucllon k the responstAy of the mal porrmnenl bracing of the overol shudnre Is the respondblily d the buddmg designer, For general guidorme tegardng d1'y cwdrol, slantge, tiefrvety, erection and bracing, cam'K ANSIyrP11 Qudpy Weft, OSB-89 and BrSl1 BuBdheg Component on asv➢alate tnamiruss Plate ImMule, 583 D'Onofdo Drive. Modlson, WI 53719. Mi7CR industries, inc. WeiUrn Division 0 4g e� tr C04633 EXP— 3-31-16 CNIL OF C/aL1E APR 0 9 2013 7777Greenback Lane '...•:.: WHO 109 OR= Helghis, CA. B581t y INTERIOR BEARING OFFSET DETAIL iWII/SAC - 6 313012004 PAGE 1 T i• NOTE: INTERIOR BEARINGS MAY SHIFT TO THE LEFT OR RIGHT A DISTANCE EQUAL TO THE DEPTH OF THE BOTTOM (d). (7 1/2" MAX) BOTTOM CHORD PITCH MAY VARY NOTE:! -HIS DETAIL MAY BE USED FOR ROOF OR FLOOR TRUSS DESIGNS DOUBLE WEB JOINT SINGLE VJEB JOINT MIIeK IRqu6gles, Inc. VdesiemDivision ', WpRDp)Ja • Oer{(p deaipn parmnehrs enG READ NOTES ON THIS AND 3pL'Lt7DED kII72R 1¢E=tEN=PAQE HII-747i BEFVRS US&. � i09 atrtfBdk=a Des�n void la vse on<j wUh 7vfltek connecioa. this dsrstgn Ir timed only upon parameters shown, and h Ix an hrdividuol IwAdlnp component. Citrus Helghts, CA, App9cobIDy o! dedpn ppaamrnen{erc and proper incorpaollon od wsrg+onenl b sesporalbRty of bulldlnp dedgrier • no! Truss deslpner. &odnp shown b {a IoSera! ssuuppport o! h�uo1 web tnerrsb� ant/. Addilbnol Temporary brodrsp to insure dobT&ry.durMg conslnrctlon h the responsthp6y of the erecter. Ads8t1onal permanetil bros9ne of the ove<aAshuctusek the respona�loly of Ilse iislkd{n8 deslgnei. for general gutdanoe repoM6rp Safo�alninlrn4aNe� ovollabkslrom lnM lP��hRIB N�t71E. �'0r101�D(AkE,uAla�dlivr�i, Wt��t9�. c�treda n58-Bo and e�lt evndlnp cemperxnl BEARING BLOCK DETAIL 3 1/2" BEARING MIUSAC - 3A 3/25/2004 PAGE 1 r s= . . . . . . . . . . . . . . ......... REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES IMPORTANT This detail to be used only with one ply trusses (EXCEPT AS NOTED BELOW) with a D.O.L. lumber increase of 1.15 or higher, Trusses not fitting these criteria should be examined individually, 0-3-8 ACTUAL BEARING SIZE aOTTrN CHORD SIZE LUMBER AN% GRADE RAILING &^,TT?rRN � (NOTE 11 �x4 SM'TOM CHORD i DF i HOW H O.C. -•--- E TOTA.L NAILS) HF SPF SYP 6 BOTTOM CHORD i?2 TOTF_L NAILS) .... ..... .. ....._�--SYP ALLOWABLE REACTION ? BEARING BLOCK (Ib) ALLOWABLE LOADS 2966 j 929 3281 _ 855 212fi �— 736 2231 i 726 2966 i _ 1393 3281 2126 i _ 1282 1104 2231 _ 1089 2966 1858 X__x3 BCr;T CHORD DF 3281 I 1710 R TOT8 3NAOLS! C HIF — -�- 2126 j 1472 sPF 2231 i 1452 FOR 2X10 BOTTOM CHORD USE 2X8 BOTTOM CHORD VALUES. 9" MINIMUM HE HEIGHT CASE 1 ERG BLOCK TO BE SAME' 22 1/2' 61vJ11X SIZE, GRADE, & SPECIES AS EXISTING BOTTOM CHORD. AFPLY TO ONE FACE OF TRUSS. Westar. Division BEARING BLOCK 6 WOOD BEARING ALLONP.EL£_.OADS . ALLOWABLE LOAD (lb) (TOTAL EOUIVALENT BMhRING LENGTH NOTE 4 3895 1 0-4-9 4136 —_ — 2862 ! _...._...-�......_....._...-- 0-4-11 -----._ ..... . . —_ 4359 0-5-2 -- 4563 ! 0-4-13 _._..._-' __....._..�_...... ......_......._ ___—... 3320 0-5-3 _.•.._. _ __. 4824 D-5-11 4991 0-5-5 — _i_..___----- _...._. _ 3598 i — -- 0-5-14 _.. . _ 3683 -- 0-5-12 A[�E i CASE 2 • � �� •- Exp. 3-51-15 I2^ �.._... APR 0 9 2013 NOTES: 1. USE LOWER OF TOP PLATE OF SEARING WALL OR BOTTOM CHORD OF TRUSS WOOD SPECIES. 2.THE END DISTANCE. EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. NAILS DESIGNATED ARE (.131° DIAM. x 3") MINIMUM 4, FOR BEARINGS NOT NEARER THAN 3^ TO THE END OF A MEMBER (CASE 2), THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.03 5. THE TABLE VALUE CAN BE DOUBLED FOR A 2-PLY TRUSS PROVIDED THAT THE LENGTH OF THE BLOCK IS T-W LONG MIN. AND BLOCKS ARE ATTACHE TO EACH SIDE OF 2-PLY TRUSS WITH NAILING PATTERN AS SPECIFIED AND 2-112 A307 BOLTS TO CONNECT ALL 4 PLIES TOGETHER. LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES: SYP = 565 psi DF = 625 psi HF = 405 psi SPF = 425 psi NOTE: VALUES 00 NOT INCLUDE MSR LUMBER WITH "E" VALUES GREATER THAN 1.900,000 PSI OR NON -DENSE GRADE LUMBER. Page tYARAiNG . Vertfy deeigrs pamrncters and READ NOTFS ON TMS AAT TNmtwzD M7TER REFERENCE PADS 95.7473 SEFORL 17SF 77)7 Greenback lane tag n vofid !or use only "Ih AMlek connectors. Th6 des b based ont upon poromelers shown. and on for on lndn4dvw bwlding component. Desig ign Y gppliCobilly of tlesign poromenlen: and proper incorpprolion of component b responsib(fdy o! building designer •net buss designer. &odng shown ChruSvHe Cbrus Fte3ghts. CA, ?5lit b for b1ero1 supppper! of individual web members wrW gddiliomf temporary bracing to iruwe s10W1%y during tonsbvclion is the responstblt¢1y of the erector. gddNianol permanent broc'u+p of the overvil structwe b the responslbRlly o! the bulking designer, For general gvitlance regordmg .1r labricolbn, gvaGly conboL sloroge. delivery. erection and brocng, consult ANAliP!) Quality Cdteda, OS&89 and BCSn Building Gompenersi �,1 balely INormalbn ovaeoiate lnxn truss Plate Institute. 583 D'Orrstrio Drive. Madison. WI 537 t9. i I REARING BLOCK DETAIL 61/2" BEARING MII/SAC - 4A 3/25=04 PAGE 1 MITek Industries. Inc. ® — West6rn Division REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES j } IMPORTANT This detail to be used only with one ply trusses {EXCEPT AS NOTED BELOVV) with a D.O.L. lumber increase of 1.15 or higher. Trusses not fitting these criteria should be examined individually. 0-5-9 ACTUAL BEARING SIZEWITH BEARING BLOCK APPLIED ON ONE SIDE OF TRUSS • t 3O"'TOM CHORD SIDE LUMBER REACTION I BEARING BLOCK I BEARING BLOCK L rOOD BEARING AiIAY7iu3LE LOADS !ib) ALLOWABLE LOADS L --...-..__-._............... VM GRADE j i ALLOWABLE LOAD (lbl TOTAL DXIVALERT BEARING LENGTH ,,,%1!JG 6AMERN fNOTE1) (NOTE (NCTE4} -- .,....._ --------•---- (NOTE 4) --x4 BOTTOH CHORD ---._... ROWS @ 3" O.C. rF_ -- 6 TOTA )L1iLS) HF sFF -_. SYP . :x6 BOTTOM CHORD i DF-_--_ i01s's @ g" O.C. HE' ii- TOTAL NAILS) --.-- SPF X ''f;:s BOTTOM CHORD _. cn 4 ROWS @ 3" O.C. FF'-- :16 TOTAL NAILS) 929 5590 6011 _---__-4077 _ 4232 6054 6438 6519 6866 4813 495R FOR 2X10 BOTTOM CHORD USE 2X8 BOTTOM CHORD VALUES. 4661 5156 3341 3506 4661 5156 3341 35DB 4661 5156 3341 736 126 1393 1282 1104 10B9 185E 1710 1472 0-6-9 _0-6-6_ 0-6-10_..... . t 0-7-2 0-6-13 0-7-5 0-7-3 ��_ .._..... - G-7-11 i CASE 2 i i� CASE 1 4" MINIMUM REEL HEIGHT :. �'T .�..!_,�._... —- --�I-----•----- G 3RG BLOCK TO BE SAME'' ' 22 I/2" Bt,o* SIZE, GRADE, a SPECIES �__ ,_ _•__y„ AS EXISTING BOTTOM CHORD. 12" siocx P?PLi' TO ONE FACE OF TRUSS. ;"s- {*- 0-7-5- 0-7-14 0-7-12 APR 0 9 2013 NOTES: 1. USE LOWER OF TOP PLATE OF BEARING WALL OR BOTTOM CHORD OF TRUSS WOOD SPECIES. 2.THE END DISTANCE, EDGE DISTANCE. AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. NAILS DESIGNATED ARE (.131" DIAM. x 3' MINIMUM 4. FOR BEARINGS NOT NEARER THAN 3" TO THE END OF A MEMBER (CASE 2), THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.03 5, THE TABLE VALUE CAN BE DOUBLED FOR A 2-PLY TRUSS PROVIDED THAT THE LENGTH OF THE BLOCK IS T-0" LONG MIN. AND BLOCKS ARE ATTACHE TO EACH SIDE OF 2-PLY TRUSS WITH NAILING PATTERN AS SPECIFIED AND 2- 112 A307 BOLTS TO CONNECT ALL 4 PLIES TOGETHER. LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES: SYP = 565 psi DF = 625 psi HF = 405 psi SPF = 425 psi NOTE: VALUES 00 NOT INCLUDE MSR LUMBER WITH "E" VALUES GREATER THAN 1,900,000 PSI OR NOWDENSE GRADE LUMBER. WARMNG-17cr{i4j Suit dcolyn pcsamelers and RSAD NOTES ON TXJS AND DiCLUDFJ/ 63TlER RSPSRENCE?'AGE M!!•9<73 SEFORC 175L. Greenback Lane Suite tog Design volid for use only with Nv1e), connectors, fib design b based Only upon paromeian shown, and is for on individual buWnq component. Glruz Heights. CA 9561 Apptfcob,Ny al desgn porornonlen and proper incorporolion of component @ tespondbility cl building designer • nol Truss designer. Brooing shown 6 for bterot wpparf of individual web members only. Addditonof lemporary bracing loinsure sioblRy during conslrucfron a she resporrsbAAty of the ereclor. Addtilorral petmaneni brOdng of the overall structure c the responsibility of the buiding designer. For general guidonee regarding ims6k lobricclion, quality corurot. storage. de0ery, erection and bracing. consutl ANS11MI QuaAly Cdterla. bS8.64 and 6C511 6uAding Compotmnf So" intormation ovaBable from Truss Plate 1nslAuie. = D•Cmoltio Drive. Madison• Wl 53219. UPLIFT TOE -NAIL DETAIL MIIJSAG - 24 1 11/18/2004 1 PAGE 1 MiTek Industries, Inc. Q NOTES: Western Division 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF. THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES OR TOP PLATE SPECIES FOR MEMBERS OF DIFFERENT SPECIES. END VIEW NEAR SI FAR SIDE TOE -NAIL WITHDRAWAL VALUES PER NDS 20D1 Qb/nai7) piAM, SYP OF HF SPF SPF-S Ur .131 68.5 46.1 3116 29.8 20.3 p .135 60.3 47.5 326 30.7 2D.9 J 162 72.3 57.0 39.1 36,8 25.1 ai O 128 53.1 41.8 B.7 27.0 18.4 Z O .131 54.3 4" 29.3 27.7 18,8 N ,14B 0A 4B.3 33.2 31.3 21.3 ri 0 .120 45.9 36.2 24.8 23.4 15.9 O .128 49.0 38.6 26.5 250 17.0 J c .131 50.1 39.5 27.1 25.6 17,4 M .148 5fi•6 44.6 30.6 28.9 19.6 VALUES SHOWN ARE CAPACITY PER TOE -NAIL APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: �R - (3) -16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES TOP PLATE ( For Wind DOL of 1.33: 3 (nails) X 36.8 (ibinall) X 1.33 (DOL for wind)=146.81b Maximum Allowable Uplift Reaction Due To Wind x For Wind DOL of 1.60: �d6432 3 (nails) X 36.B pb/nail) X 1.60 (DOL for wind)=176.61b Maximum Allowable Uplift Reaction Due To Wind Exp. 3-31- i 5 If the uplift reaction specified on the Truss Design civil_ Drawing is more titan 146.8 Ibs (176.6 lbs) another mechanical uplift connection must be used. OFCptl USE (3) TOE -NAILS ON 2x4 BEARING WALL Pa e # f ® APR 0 9 2013 USE (4) TOE -NAILS ON 2x6 BEARING WALL ISO ® WBRAm16•Varjjp dvlgn parameeera andR D MM ON 1iAS AND DNCLDDED 7E7SEKRSFER£NCE PAGE TR7•7478 BSFVRS USX T7rr CateenMadcl2ne '�$ melonatuwn.andl6laonhsdrviduatbvAdingcorr�onenl. SullylD9 Ded2n w9d hR sne Doty with MRek ronnacton. This design tr Doted ony upon pain • Cilrtr5 He1gM5. CA. 95Bt AppticobDy o1 design pararneniets and proper Ir cotporofion of eotttponerd h resporalbl9ly of bu9dhtg designe •not kruas designer. Bros ng shown tr for blerol support o! IndNldvolweb members ony Addirarsal lemporory brocing to hsswe slatslHy doming conslnrclbn tr the respons15I01y of the ereeSw. Add9lonal ptmwnent Ismctng of the wroall shueiwe B the responsibly o11he bulking deslgnar. For general guldanre regarding ■ .� r...� lolzrea6n. quay oanirol slaragte deivery, ereelbn and b Doing, eonsvH ANS!/rPn 4ua11iy CrDeiia DSB•B4 and SCSI} 6uDdinB Contponns4 M! 7��® Salely hdormo9on ovaDable horn Truss Pble trsslUVia, M tYOnofdo Crtva. A4odlson. WI53�t9. i tI f7 1 L.ATERALTCE-NAIL DETAIL MIIISAC - 25 11/18/2004 PAGE 1 © MiTek lndustrles, Inc. NOTES: Western Division 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES. WITH THE MEMBER AND STARTED 113 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2_ THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES FOR MEMBERS OF DIFFERENT SPECIES. TOE -NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) DIAM. I SYP DF HF i SPF SPF-S .131 88.1 80.6 69.9 68.4 59.7 p .135 93.5 85.6 74.2 72.6 63.4 ,� 162 118.3 108.3 93.9 91.9 802 H57.0 128 84.1 76.8 66.7 65.3 Z OJ 131 88.1 80.6 69.9 ! 66.4 59.7 I to .148 105.6 97.6 84.1 82.8 72.3 t� Z L .120 73.9 67.6 58.7 ! 57,4 50.1 O .128 B4.1 76.9 66.7 65.3 57.0 J 0 131 88.1 80.6 69.9 68.4 59.7 ,148 108.6 97,6 84.7 82.8 72.3 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3).16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (Ib/nait) X 1.15 (DOL) = 317.0 lb Maximum Capacity 00,46 3,q D:P. 3-31-15 dl g'. \'O>" APR 0 9 2013 SQUARE CUT SIDE VIEW SIDE VIEW (2x4, 2x6) 2x3 3 NAILS 2 NAILS NEAR SIDE X NEAR SIDE - -i FAR SIDE NEAR SIDE - t FAR SIDE 45 DEGREE ANGLE BEVEL CUT • t�` 00e 45.D0' v` U2 I VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY WARXIM . Iry -try desgn pa aineters and READ NDTES ON MT AND INCLUDED A'aTFJCREFERENCE PAQE Md•7473 BEf VRE V= Design valid for use any with Ak1ek connectors. This design B based ordy upon paromelersshown. ands loran individual building component. Appfieobltiy of design poromeniers and proper in=pcmlbn of component Is responsibitlty at wilding designer - not truss designer. Bracing shown 4 for lateral support of individual web members only. Additional temporary bracing to insure sl abUily during construction Is the responsibillily of the erector. Additional permanent brocing of the overall stnsclure h fhe responsibility of the buildng designer. For general guidance regarding fabrication quality control, sloroge, derwary. erection and brocing, consul) ANSVIFII Quality Crlleft 9SB•89 and SCS11 Bugdng Component Saley InimmaBon ovWable from truss Plate IncfBute. 583 010notrio Drive. Madison. Nit 537 M. SIDE VIEW (2x3, 2x4) 2 NAILS lr; NEAR SIDE � \ NEAR SIDE SIDE VIEW 2x 3NAI LS _ F74 NEAR SIDE NEAR SIDE NEAR SIDE P3 e- suite Greenback Lane '.�,.® Suite 109 Citrus HeigMs. CA, 9561 Nil Wbk® MARCH 12, 2009 DO gala 0 00 ors EU2-1a MiTek Industries, Inc. WEB BRACING RECOMMENDATIONS I ST-WEBBRACE MiTek Industries, Chesterfield, MO Page 1 of 1 MAXIMUM TRUSS WEB FORCE (Ibs.)(See note 7) BRACE BAY SIZE 24'0.0. 48'O.C. 7r O.C. BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE A I B C I D A B C D C D Ur-0" 1610 1886 1686 2825 v r:.: tK Y c:;'':i":;e=. d£; ^:•:"-' �~ ?y;`= 7`.°�a: FS, "ti:�u�'++. ^ k,.sr✓�C'L': _i"v"�,> .��<. '�••';,:',,;<M1V;. �i•�'•'x-',i'+`w 12'-0" 1342 1572 1672 2356 r F %. 3143 3149 4715 4715 7074 14'-D 1150 1347 1347 2021 4 ' t ....... a":''- '' : 4'�c" I "?"'•% + �"�,'�~��t� �—'�i.'��r'r ^'�vz,-�•K T�i: vai.�n�A:i:>. p:;y>...�: F•tti:— .�c{ ::'rq: 1' e?�. 16' D" 71XI6 1179 1179 1768 2358 3536��;y?:h%<.a.�` ;a.. 3143 4715 16'•D' 894 1048 1048 1572 'a• v �:,•• �" ^, x. �.. '[{eacTM tilo..�t.•' 1886 ~ law2829 �e�`e,cee .7 `': YS, \<C��`L.•,r• „,r.'�yf,'`-"T'•�:''',•�,'•'^� ^'<'• 20'-0" 805 943 943 1414 !>z� Bay size shall be measured in between the centers of pairs of diagonals. GENERAL NOTES TYPE BRACING MATERIALS 1. DIAGONALBRACNG IS REDUREDTOTRANSFFRTHE CILAAAATNE LATERAL BRACE FORCE 84TOTHE ROOFANWOR CELNG DIAPHRAGM THE DMPHRAGM $'[DOE DES WM BY A OUALIFIED MFESSIONAL. i X4 IND. 45 SYP 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYNG 2% OFTHE WEB FORCE. A ,OR, 2. D1AGONA_ BRACNGMATERNL Must BE SAM'c SMAND GRADEOR BFrrER,AS THE LATERAL BRACE MATERLV, AIM SHALL BE INSTALLED IN SUCH A MANNER THAT IT WTERSECTS WEB MEMBERS T X 4 E2 SRB (DF, HF, SPF} � DES,VW ANDS-110dd(OM101',0'1 US 2BRRAACES. FTETRUSORFOR (4.1s1 -100dd(V.1SII-X"LEFOR 20 2)AA BRACES (0 4. COr'RIEGTLATBiAL BRACETO EACHTAUSS WRH2-8d(0.1717f251NALS FOR 1XI LATERAL BRACES• 2.10d (0.13rX* NAGS FOR 20 and 2H LATERAL BRACES,AND Strd(0.131-41 FM NO LATERAL BRACES. B 2 X 3 R3, STD, OONST (SPF, DF, HF, OR SYP) S. LATERALBRACE SHOULD BE CONTNU OU8 AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTNINTY. C. FOR ADDMOU61 GUIDANCE REGARDNG DES" AND NSFALLATION OF BRACNG, CONSULT C 2 X a F3, STD. CONST (SPF, DF, HF, OR SYP) DP�GOF ADLGSEru AND ECSI I QUE D GOOD PRACTICE FOR RNNNTALLN & S AMC OF4KATCONNECM WOOD TRUSSES,JORMY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE NSr(T M WW.8bWtk, .yx0M Awl .t haxvg D 2 X s a OR BETTER (SPF, DF, HF, Cfl SYP) 7, REFER TO SPEGFICTRUSS DESIGN DRAWNS FOR WEB MEMBER FORCE IL TABULATED VALUES ARE BASED ON A DOL.. CIS FOR STABILIZERS: FORASPACM OF 24-0.C, ONLY,MTEK'STABLCMR• TRUSS BRACES SYMMS CAN BE SUSSTMNED FOR TYPE A, B, C ARD D BRACWG MAMF UAL. DfflM Al N3A 44G FOP ST MIMRS ARE 10 BE PROVIDED ATM SM 40DATED ABOVE WHERE DUPHRAeA1 BRA an is REQUIRED TTRUSS�SRr NSTTAt1HTgN GLOBE R PLACEDD rr"WWSPECff�BOO S. SM'STA.BLIMR- MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members Additional bracing may still be required for the stability of the overall root system. The method shown here )s just one method that can be used to provide stability against web buckling CONTINUOUS LATERAL RESTRAINT 2-1 Dd NAILS (SEE NOTE 4) Pa a#12 T-BRACE AND L-BRACE Nailing PaiteFn L-Braae size NO Slim Naff Spacing U4 or 6 iad (0.148X31 810.0. 2x4, 6, or 8 1 Bd(0,162X31 /2" B" o.c, Note: Neil along entire length of L-Brace or T-Brace (On Two -Plies Nall to Both Plies) WEB Q�pF6.s57d Via.. rc4� S. T/N CC;4fv'•33 �• \OP Nails t k ^. SPACING k APR 0 9 2013 MIUSAC - 23 1 8/27/Z0.04 MITek Industries, Inc. Western Division L-Brace or T-Brace Size for One -Ply Truss Specified Continuous Rows, of Lateral Bracing Web Size 1 _ 2 2x3 or2x4 1x4 2x4 2x6 1x8 2x8 2x8 24 DIRECT SUBST1711Ti0N NOT APUGABLE. Seo6on Detail Nails % Nalls Web web L-Brace T-Brace L-BRACE or T-BRACE T-Brace or I -Brace Size for Two -Ply Truss Specified 00nilnUDUS Rows of Lateral Bracing Web size 1 2 O_Brecs) 2x3 or 24 2x4_ •2x4 2xB 2_X5 2x8 aB 2xB 2x8 Nells.`_1 web 1-Brace Nalisz Secyon Detail Note; 1. L-Bracing or T-Bracing to be used when continuous lateral bracing is impractical. L-brace must cover 90% of web length. 2. L-Brace or T-Brace must be same species grade (or better) as web member. 3. The Stabilizer or Eliminator of MITek Ind. Inc. can replace the bracing members. Please refer to engineering document provided by MITek Ind. Inc. Page # 13 VALLEY TRUSS DETAIL. MIUSAC - 19 4/26/2004 PAGE 1 OF 2 LIVE LOAD = 60 PSF (MAX) DEAD LOAD = 16 PSF (MAX) D.O.L. INC = 1..15 1!'0R'GIRDERTRAJSS GABLE END, COMMON TRUSS 85 MPH WIND SPEED, 3 SECOND GUST m tvu ! eic inaustries, enc. 1Nestern Division NOTE: VALLEY STUD SPACING NOT TO EXCEED 48" O.C. SPACING BASE ( II v N a �I TYPICAL 11 l TRUSSES 24""' C. ) VALLEY TRUSS IYPCAL , ii j� VALLEY TRUSS TYPICAL GABLE END, COMMON TRUSS Is TOzE - �NAiL VALLEY TO t 1 10 BEVEL VALLEY BASE TRUSS WI TRUSS (2) (.13173.0" MIN) i TOE NAILS. ATTACH 2x6 CONTINOUS NO.2 SPF , TO THE FACE OF THE ROOF WI TWO TOE NAIL VALLEY TO (.131"X3.d" MIN) NAILS INTO EACHBASE 3RUSS W1 1-X3 0" MIN) TR S BELOW griyp¢I� .. { 2) (• TOE NAILS VALLEY TRUSS C�•y��1 64rS ti..lJr?'.. -IJv RESTS ON 2x6 �� y 14 pCF. 3-• 1- } 5 DETAIL A DETAIL B f!' (BASE TRUSSES SHEATHED) (GREATER THAN 3112 PITCH) tZ .Colva._.Q' ATTACH BEVELED 2x4 CONTINOUS NO.2 SPF TO THE FACE OF THE ROOF W/ TWO (.131"XU" MIN) NAILS INTO \ EACH TRUSS BELOW �.. , ATTACH VALLEY TO BEVELED 2x4 W/ (3.0" MIN) TOE NAILS DETAIL C TOE - NAIL VALLEY TO (GREATER THAN 3112 PITCH BASE TRUSS W/ LESS THAN 6M2 PITCH) . (2) (.131"X3.0" MIN) TOE NAILS e NOTES: APR 0 9 2013 1. SPAN OF VALLEY TRUSS SHALL BE LIMITED TO 39-9" MAX AND PITCH BETWEEN 2-'6/12. 2. PROVIDE LATERAL SUPPORT FOR TOP CHORD OF BASE TRUSS WITH SHEATHING (BY OTHERS) 3. MAX WEB LENGTH WITHOUT BRACE (6'-3") WITH BRACE (IZ-6'7 4. IF TOP CHORD LATERAL BRACING REQUIRED IS LESS THAN SPACING OF VALLEY TRUSSES (24" O.C.) THAN ADDITIONAL 2X4 BRACING IS REQUIRED. 5. LATERAL BRACING SHALL BE NAILED W/MIN 2 10d NAILS. e WARMM • Fertjp design parnmetars and RE¢D NO.V= ON 7NM AND iYIC1=n kU= XCFFJMNCE PAGE IM7473 BEFOGS USE. 77i! C+reenback Lane ggnn vo$d is use only v✓Ih MUek corvredoa.Thfs deslgn'k based ony sgsori poromelets shovm, and k fa On IndnAduat bvib np eomponenL stale 102 Scob;iy of design pomrrrniers and Cdnn; HelphfS• CA, 9561 proper Meotpaolbnol eemponeni h resporssiblidy of bulloturp designer - rwl Inra designer: Brocing shown laleiaisuapori o7 trsdh+rduo! web mernben only. Add0bmlAer[tporary'brocing !o insure Y.oblbly Eur'v,g corulmetion b the iesponsy of the -tor. Additional perrrronanl brodng o! me overoR iliudure is the resporulb�ii.9 cl the building designer. For generd guidance rep�dlhp ieolian, quoRy cantid slaage, daGvery, ereeiion and bfadrrp, eorusiA A1iSIflFtl Dua9iY : dleda, f)SB-B9 and 8CSf1 eupoing Corriponent p�r NM VALLEY TRUSS DETAIL Mil/SAC - 19 4/2612004 PAGE 2 OF 2 Mf"LBK lnOttUrISS, Inc. Westem Division BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO BASE TRUSS W/ ( 2) 16d TOE NAILS DETAIL D (NO SHEATHING) NOTES: BEVEL VALLEY TRUSS ,( SECURE VALLEY TRUSS W1 US: RT7 OR EQUIVALENT DETAIL E (NO SHEATHING) FOR CONNECTION OF VALLEY TRUSSES TO BASE TRUSS USING DETAIL D OR DETAIL E. 1. SPACING OF LATERAL BRACING REQUIRED ON TOP CHORD OF BASE TRUSS SHALL BE LARGER THAN THE SPACING OFVALLEY TRUSSES (2N' O:C. MAX) OTHERWISE, ADDITIONAL BRACING SHALL BE PROVIDED FOR TOP CHORD OF BASE TRUSS. 2. LATERAL FORCE SYSTEM SHALL BE CHECKED BY PROJECT ENGINEER TO VERIFY THE PROPER TRANSFER OF ALL THE VERTICAL AND LATERAL FORCE. Page # 1 APR 0 9 2013 A WAPMM • 7oro design par afm s and AUll NOTES ON XW AND;r=VDED 1G77iJC'REFERENCEPAGE M-747B DS.MRS UM rM rmBnback L Deslgn vold for use dny vAlh M fek conneclon, lhk design k bosed only upon pomnrolen shown, and k for an Indwidvol building component. SuUe I Do Appkcabtily d design paromenten and proper incorporaBon of component b responslbl8ly of buifding designer • not truss designer. Brocing shown Cars lietghts, CA, k for blend support o[ Indivldud wab merrmert a*. Addnbf d temporary bracing to Iniwe sioMly.duft cmdnxrronis the responAbEy of the ereCi a. AddMw=l pemronent brodng df the overact structure k the responsibMy d the bulding deslprter. For genard guldance repwc fng lob rieollon, quaky control slo age, de m. election and bracing, consul ANSVTPII Qually Cdieria, DSB-84 and =11 Building Compeneni SafelyiniwmaUon ovdfobk komtr l Ploie hsilivh:, SM VOnoblo Drive, Modaon. W153717. PURLIN CABLE DETAIL MIIISAC - 12 7/16/2005 PAGE 1 bF 4 i THE PURLIN GABLE TO BE LAID ON TOP OF THE HIP TRUSSES AND ATTACHED WHERE IT HAS CONTACT WITH THE TRUSSES BELOW. SEE DETAIL #2 SEE DETAIL ��JACKS SEE SHEET 2 OF 2 FOR ALL DETAILS rou. ca u.uuau.ca� w�a.. Westem Maim! STUD SPACING ON PURLIN GABLE TO BE LESS THAN OR EQUAL TO THE ON TH>TG,RDDER OR HIP TRUSS CiNG V.D. 5x5 3x5 US AU PLATES TO BE 2A UNLESS OTHEwsE NOTED TYPICAL "PURLIN GABLE" REFER TO ENGINEERED TRUSS DRAWING FOR EACH INDIVIDUAL TRUSS 'EE DETAIL #3 Pa a#16 0 AL WARNING • 4er1Jy dcrlgn Parea+etxra end REBD NDTER ON 27d6 AND lNCLDDED Rtr72t REFERENCE PAGE ffid•7492 REiORE DE7o Dedgn vaBd for uce ony wOh Ngiek conneelots. itds design k based only upon panameSea shwvru and � is on IndwkJual buAding componeN, AppleabtAly of design poranrentas gird proper k carpccaGan of eompomm�l k rrsponstMGfy of: buldng desfBnrs • nol !nm designer. Bracing shown irlor blmU svppa>i of �dMduat web members only. Add9loml temporary 6roctng to truure slobiily durhsg' corstrvcllon h the respvr�ibimly o1 the erector. Addlllonal permanent brodtig of ifrc overoM sNuetue B the resporall+lLly of the bNldYrg designer. for geneml gutdanee tegardrisg Iohrleallan, sluaDly eon�oL slotoge, tleWary, ereclfan and laodng, eorav4 AblSI/fW3 QuaBfy ^dtmAa, 056.89 and Bt511 BuBding Compnnenl Safoly Irdormaffen available iromtnas Pto}e keiRu}& `•+83 D'Onokb DAve, Modkort N'F 53719. APR 0 S 2013 CA, PURLIN CABLE DETAIL MIIfSA.0 - 12 7/15/2005 PAGE 2 OF 4 16d NAILS 6" O.C. ATTACH2y LEDGER TO FLAT TOP CHORD WITH 2 RODVS DF 10d NAILS (.131" DIAM. x 31 SPACED 9" O.C. GIRDER QJ� DETAIL #2 / \ 'PURLIN GABLE F� qT TOP CHORD PORTION OF THE LOWER TRUSS TRUSS TOP CHORD DETAIL #4 0 w� n.R muuscnca, 111c. EStErn DIYIEIOn 16d SINKER OR 1Bd BOX O.C. SPACING SY OTHERS RUSSATOTHE BASE GIRDER PURLIN GABLE IS DROPPED LESS THEN ALL THE OTHER HIP TRUSSES. THE BOTTOM EDGE ANS PURLIN J � FACE OF.THIS TRUSS QGP AND BEARS ON TOP. DETAIL #1 APEX DETAIL #3 IMPORTANT NOTE: ALL CONNECTION NAILING -SHALL NOT SPLIT ANY LUMBER Pa a#17 ® o7AAAID76. 9"r{/� design parnmeCara mu! f[EAD NDTE3 ON TiDb AND INL`LUDED lQS1EKREFS7tENCE PAGE l�F•l479 SEFDRE OSE CY05433 OV. 3-3 1-15 APR 0 9 2013 Greenback Lam QWs Heal0, CA, 85810 PURLIN GABLE DETAIL MIUSAC -12 7/15/2005 PAGE 3 OF 4 JA B`I wesiem DIVIssol ri inc. PURLIN GABLE =R OR 16d BOX SING BY OTHERS U.t..I AIL IVI - Z5Ur-eLe /8, MIN PURLIN GABLE I - 16d SINKER OR 16d BOX O.C. SPACING BY OTHERS HIP SET TRUSS DETAIL #2 SUPPL. Pa e # 18 ® WARAM • 7ertfg d®!gn pammela o and RSA D NGT.BS ON T=AND II MUMD W= REFZMW PAGE AM7470 8E1 = USE. Medan vabd for use o* vAlh Met conneolom 7hb desImb boiled onb upon Pwomelemshown,.and h.fo[ an Ind MV0l bLMna eo_rrVme W3 F-KP. 3-31-15 Nc . Cfi I.� APR 0 9 2013 7SC�7,�y�7�1�77n Greenback Lena - I.IZ Metghts, CA, uSfi'i &A. IMi 6 PURLIN GABLE DETAIL IVI19/SAC -12 7/15/2005 PAGE 4 OF 4 Mek Industries, Inc. © Western DlvFsion Ilk 16d SINKER OR 16d 8OX TYPICAL , ---_� L.. RIDGE BLOCKING PURLIN GAB4 FIRST COMMON 2X SLOCKIN W/CONNECTIONS W/FRAMING CONNECTORS BY OTHERS LAST 2-0-0 MAX DETAIL #3 SUPPL. a1 2 TIGHTLY SET JOINT 6 \ t PURLIN GABLE ! l ----- -- HIP SET 7T; ROOF SHEATHING / BY OTH E RS DETAIL #' 0 S U P P L a a aHIP 5ET TRUSS o-� 2 ROOF SHEATHING AND DIAPHRAGM NAILING BY OTHERS\ rl oe- PULiN GABLE HIP , Et'�rfE• s 'D€ Ck1 DETAIL #4A S a e* 191 APR 0 9 2013 WAR?MVG • IIer(fy design perm .U,. n d READ NDTW ON 77W AND I ==VD JBSER tTFSRENCE PACE 3R vMn BEPCRS DB& 7�7� C�TBenbB Lie Sldi61DB �� Delon voBd for use onN wlih A1Rek eonrreWors. Thb desbn k hosed onN.won umarnelers shown. and Is for an Indvidunl 6utkSmo cen,oenPnt. C8rtt5 Helght6, CA, 8561 STANDARD GABLE END DETAIL IVIIIISAC a 20 4/27/2004 PAGE 1 OF 2 +DIAGONAL OR L -BRACING REFER TO TABLE BELOW SEE PAGE 2/2'FOR —ALTERNATE BRACING DETAIL — 1X4 OR 2X3 (TYP) VARIES TO COM. 12 TRUSS CONT. BRer- - 1SPAN TO MATCHCOMMON US VERTICAL STUD TYPICAL 2x4 L -BRACE NAILED TO 2x4 VERTICALS W/Bd NAILS SPACED AT B" O.C. L.OADit0psf) SO4GiNG 2-0-0 TCLL 50.0 Plates Increase 1.15 TCDL 10.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code IBC/IRC TOP CHORD 2 X 4 DFUSPF/HF - NQ.2 BOT CHORD 2 X 4 DFUSPF/HF - STUD/STD OTHERS 2 X 4 DFUSPF/HF - STUDISTD SHEATHING (BY OTHERS) 24" MAX 31 " 7/22X4 LATERAL BRA( NOTCH AT AS REQUIRED PER TABLE BELOW 24e O.C. (MIN.) TOP CHORD NOTCH DETAIL MITek Industries, Inc. Western Division 24, O.C. END WALL �IGID CEILING MATERIAL DETAIL A LATERAL BRACING NAILING SCHEDULE VERT. HEIGHT # OF NAILS -AT END UP TO 7'. - 16d OVER 8'-611 4 - 16d MAXIMUM VERTICAL STUD HEIGHT SPACING OF VERTICALS WITHOUT BRACE WITH LATERAL BRACE WITH L- B E� 12 INCH O.C. 6-7-0 13-2-0 11-0-0 16 INCH O.C. _ _ _0 D) 24 INCH O.C. NOTES , 11 VERT. STUDS HAVE BEEN CHECKED FOR 85 MPH WIND 3-SECOND GUST, EXP. B, HEIGHT 30 FT 2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT, 3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY, CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM, 5) DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX VERT, STUD HEIGHT OF V-6". TOP CHORD NOTCHING NOTES 1)THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24" O.C. ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH 10D NAILS SPACED AT 6" O.C. IF STUDS ARE SPACED AT 24" O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED. 2) NO LUMBER.DEFECTS ALLOWED AT OR ABOUT NOTCHES. Pag@ �® 3) LUMBER MUST MEET OR EXCEED VISUAL GRADE#2 LUMBER AFTER NOTCf ING. 4) NO NOTCHING IS PERMITTED WITHIN 2XTHE OVERHANG LENGTH. Continued on page 2 APR 0 9 2013 © WA=NG • VIVY d"slgn Peremd= end READ NDTSB ON TMS AND DVD== W= P--MM =PAGB .M'7473 DF}1DRE Zr.P- T777 Gmms4ack Lana Design va9d for' wsly wllh ANZek connoclors. Thf: deilgn D hosed ony upon pommel ors shown, and h for an ins9vidual bu6dksg eomponenl. C11ru 101 AppFcois" of deirgn poramenlers and proper Incorporolwn o1 component 4 respomlblIIly of bsRdinp des�rrer-not truss designer. &oCirsg shown t�llnss Helphu, CA, 9561 h for kilerdl support of indivldua4 web memben: any. Addllimsol Semporwy.broelrsg l0 lmure sld4lply during earulrucllon §the responsib971y of the erector. Addlibnal perrrvsnent brocin9 of the overaQ drvclure 91Fre rezpaxPoWly of the bu)idirsb designer. Far genera! guMonce re ■� loffiicotlan, grnBfy control slarage, delivery. erect®nand brodng, consu9 ANSt/TPIt Ou"tNy Cdlodo, DSB-84 and BCSII Building Cogmpo�rsenl 8 V!!! {6k® Sai"fy lniannollon ovallohle Irom Trvu Ploto IralNvle, 583 O'OnoMo Drive, Ahodkon, 4Vi 53T14, 1 E STANDARD GABLE END DETAIL MIIISAC - 20 4/27/2004 PAGE 2 OF 2 4-10d NAILS MIN, ,PLYWOOD SHEATHING f TO 2X4 STD. DF-L BLOCK 2- 10d (TYP) SIMPSON A34 OR EQUIVALENT LEDGER 2X4 No. 2 OR BTR GABLE END., V-3" MAX TO BEARING WALL 45' STRONGBACK 2X4 No. 2 OR' BTR 2X4 BLOCK 2X4 STUD OR BTR SPACED @ 5'4" O.C. S.HALI. BE PROVIDED AT EACH END OF BRACE. EXCEPT FOR BRACE EXTENDED INTO E CHORDS & CONNECTED TO CHO S WJ 4-10d NAILS. MAX. NGTH = T-0" STANDARD TRUSSES SPACED @ 24" O.C. AUERNATE 13RACING DETAIL NOTES R 1) 2X4 N0.2 OR BTR. FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH 10D NAILS @ 6" O.C. AP0 9 2 2X4 LEDGER NAILED TO EACH STUD WITH 4-10d NAILS. 3�2X4 STRONGBACK TO BE CONNECTED TO EACH VERT. STUD WITH 2- 10d TOE NAILS 4)THE 10d NAILS SPECIFIED FOR LEDGER AND STRONGBACKARE 10d BOX NAILS (0.131" DIA, X 3.0" LGT) THIS ALTERNATE BRACING DETAIL IS APPLICABLE TO STRUCTURAL GABLE END IF THE FOLLOWING CONDITIONS ARE MET: 1. MAXIMUM HEIGHT OF TRUSS = V-6", UNLESS OTHERWISE SPECIFIED BY PROJECT ENG. OR QUALIFIED BUILDING DESIGNER. 2. MAXIMUM PANEL LENGTH ON TOP AND BOT. CHORDS = 7'-D" 3. THE HORIZONTAL TIE MEMBER AT THE VENT OPENING SHAH 'BE BRACED @ 4'-D" O.C. MAX. 4. PLEASE CONTACT TRUSS ENGINEER IF THERE ARE ANY QUESTIONS. . PB a#21 IOL WApj5M.9e44edga pa anteran.CEAUD NOTES ONTMS AND B/[.`UDW ffi7£sf,rtDMUNCEAAOEhffi7472 BWORS VM 7777 Greenbacklane Design veld for use only wflh MRssk conneattas, This design Is bored only upon pkoomel en shown and b lot an lnd'rvidual bufl ;q component. Sete 1 Do Applicob8ty of design ppaarromenles and proper Incorporation of component b reapansibl5ly o! buBdfng designer -not tons deslgn�, Brodng shown Chrus Heights. CA. MI b for bi wot svvppporl of 1ndN><hrci web members only. Addlflonal iernpaeory brocing to Insure sfobIlly durtttg construction b the respontlbMy of the ereclor. Addflbnal pxmonenl bracing of the Overall siruafure b the responsibRfly of the butkbr, deslgnor. For general gtAdonce regarding IabtlCal'iorf, quo9ly eonhal storage, deFery, ereclbn and bracing, eonsufl ANA/It )1 Quolffy Criteria, DSB.89 and BCSI7 building Cemponenf j( j� � Safely Inloanafltm ovaitoble pout truss Plate bnfBule, W3 D'Onofdo Drive, Madison WI M9. MI REPLACE A MISSING STUD ON A GABLE TRUSS M111SAG _ 2.7 1 11/18/2004 ! PAGE 1 MIT-ek Industrlas, Inc. Western Division 1. THIS IS A SPECIFIC REPAIR DETAIL TO BE:USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR, DOES NOT IMPLYT4iAT THE REMAINING PORTION OF THE• TRUSS iS UNDAMAGED. THE ENTIRE TRUSS SHALL k INSP•ECTED TO UERIPpf T}1A'1•'N.oFUR.rHER• REPAIR$ AIDE REQUIRED'. WHEN THE REWIRED REP•AIRS:.AkE PRQPERLY APPLIED, THE TA09t WILL BE CAPABLE OF SUPPORTING THELO;ApSdNDICA 5. 2. ALL.ME- :ltll(1S7. BE R17-URNED TO THEIR ORIGINAL POSITIONS; BEFORE APPi_XIi�G;REPAI,Ft.A?�lp•EW fN,PLAGE DLiRiNG,APPLICATIOid OF REPAIR. 3. THE-ENP 0I9T' AWCI EDGE;O,ItTAnot, AND:SPACING OF NAILS SHALL BE St)G1i A5. fQ:A.vb SPLTlTI�IG:0 . ri E;W., 4. WHEN NAiLING.,SCp BLS Qf2.GC3SDE1$, TH1 USE OF A BACKUP WEIGHT IS RECOMMENDED TOAVOID LOOSEmiNG QF T#ie, CONNECT.R' PLATES AT THE JO1N (S OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X OkIENTATiON ONLY. REPLACE MISSING WEB WITH A NEW MEMBER OF THE SAME` r, TO THE 1NS1DE FACE OF TRut$ WITH FIVE 6d NAILS .l13" X 2.0") INTO EACH MEMBER (TOTAL 10 NAILS PER GUSSET) THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED WITH (MIN) 7116" O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. TRUSS CRITERIA LOADING : 40-10-0-10 (MAX) LOAD DURATION FACTOR :1.15 SPACING: 24' O.C. W)�* TOP CHORD: 2X 4 OR 2X 6 (NO 2 MIN) PITCH : 3/12 -12/12 �{ BEARING: CONTINUOUS w 2 STUD SPACING 24" O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES COMMON ��/ C�l�' 64 3 EYT. 3-3 1- T1 5 Pa a#22 APR 09 2013 �, [VARJUH6. 4+7'Ri9��!Be P� m,a JtEAD xorEs ON 2FAb AND u+cionSD /e'i'SRSEFEItENCE PROS a�•7478 sstnxEa USE. SpUe i Dp�••••�•� �• [leslpn vcLrJ'tor vtetsidy.ydlh fdffek eonnerifaa. TFds design h bused only upon poromelea sM.vn, oMf h for on indlvtduol building eornponynl, pW s Hetphls, CP., ApPicvbltly of design pmdrimenlers and proper Incotporollan of cortlponenl h respons�lDy o1 buUdinp designer • nol inns designer. ixaang shown h t?t Idtciol9uppal'oi )nsfividvnlveb members ony. Addllbnal lempaoay brocing tohnura Slobldly dWnp construction h the respontibB6ly of the ereeld. lddltlona! pemronenS bfodn6 01 the overa9 sinseture b the responsfb191y of the bupoing designer. For generoi guldonce repording tplu'eeolbn, 4ygSly.caiMpl•tldrope. deZJery, eaetlon,ond brodng, coruutl Wtif/iPti Liusdfly Crllerla, DSB•BV orld 1sCS11 Butkdln8 Component sd lviriterniatbn ovaAettile tiomlruss Pbte Ins4ltvle, Slit �bnalrb Drive, AAoifaon, wt 53y19. REPAIR A BROKEN STUD ON A GABLE TRUSST M111SAC e 28 11/18/2D04 PAGE 1 . rvrr r cn o.uuoauw, uw. OWestern Division 1. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED, WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS -INDICATED. . 2, ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND'HELD IN PLACE DURING APPLICATION OF REPAIR. 3. T!HE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 4. WHEN NAILING SCABS OR GUSSETS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO'AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X ORIENTATION ONLY. SCAB LUMBER SHOULD BE OF THE SAME SIZE, GRADE, -AND SPECIES AS THE ORIGINAL ATTACH 2X 4X FULL HEIGHT SCAB TO THE INSIDE FACE OF TRUSS WITH TWO ROWS OF 10d NAILS (.120" MINX 3") SPACED 6" O.C. AND A CLUSTER OF THREE NAILS INTO THE TOP AND BOTTOM CHORDS THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/ (MIN) 7/16" O.S.B.OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. TRUSS CRITERIA ,h LOADING: 44-10-D-10 (MAX) N DURATION FACTOR: 1.15 Q� SPACING: 24" TOP CHORD: ZX 4 OR 2X 6 (NO 2 MIN) PITCH: 3112 -12112 BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) F FER TO INDIVIDUAL TRUSS DESIGN Pa # - R PLATE SIZES AND LUMBER GRADES ® RARMM . VwVV design parametm+ and)MAD NOTES ON r= AND DXLUDED W= 4EFERENCE PAGE EW'94" BEFORE USE. Design valid bar use a* w8h Meek connectors. This design Is based only upon parameters s}mwn and Is for on Indwldual bullding component. AppBcobility of design paramenters and proper Incorporation of component Is responsrolly of bullding designer- not truss designer. Bracing shown Is lot lateral support of IndWbdualweb members any. AdclIllonab femporcxy brodng to Insure siablIlly doming corulamllon Is the resporsstb®y of the ereclar. AddItlond permonenl bracing of the overall stroclure B the n:spansA®y of the building deOgw. For general guldonce regardng lo'aicallan, quagy oonlrab alorage, delivery, eredlon and bracing, conmd ANSI/[P11 4uaply Wolfe, OSMt and BCS11 BuWtng Component So y tnfnrmrdlon ovoffabbe Irom Tans plate InslBule, 583 D'Onoldo Drive. Mcdlsm VA SY M 24" MAX COMMON C 46433 UP.3-31-15 A PR 0 9 2013 T777 creanbadrLene ..* suTle tOB L'Brsrs Helghls, CA.135lit fill Mok® REPAIR TO REMOVE GENT STUD ON A GABLE TRUSS MIIISAC - 29 111/18/2004 IPAGE 1 MITek IndUWes, Inc. western Division 1, THIS IS A SPECIFIC REPAIR DETAIL TO 6E USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERiFY THAT NO.FURTHER REPAIRS ARE REQUIRED, WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS, INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE. END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AV.OiD. SPLITTING OF THE WOOD. 4. LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. 6. COINNECTORIS TO BE USED FOR SINGLE PLY PLATES MUST BE FULLY IMBEDDED USSES IN THE 2)�-AND UNDISTURBED. ONLY. D * MAXIMUM STUD SPACING = 2e O.C. LUMBER TO BE CUT CLEANLY AND ACCURATELY, NO PLATES ARE TO BE DISTURBED. NO REPAIR NEEDED. SEE mrrEK STANDARD GABLE END DETAILS FOR WIND BRACING REQU REMENTSEYWOOD. IMPORTANT This repair to be used only with trusser (spans less than 50') spaced 240 o.c. maximum, having pitches between 3112 and 12/12, total top chord loads less than S0 Psi and maximum wind speeds of 1 D0 mph. Trusses not fitting these criteria should be examined individually. TRUSS CRITERIA LOADING: 40-10-0-10 (MAX) DURATION FACTOR :1.15 SPACING : 24" MAXIMUM TOP CHORD: 2X 4 OR 2X B (NO 2 MIN) PITCH: 3112 -12112 BEARING : CONTINUOUS STUD SPACING :24" O,C. (MAX) =REFE-RTOUAL TRUSS DESIGN Pa e # Z4 AND LUMBER GRADES [OARFJlNG • 4erl fg QcWyn parm nb= and READ NOT.R;; ON 2%= ATE n= ➢ED JUTEXSZ=MNCB PAGE ='7473 HEFXARS USE' Dedgst vaNd lat use only with M4 at conrrocioa. This design u hosed onFy upon poramelms shown. and Fs (or on hdrvidvo! buildNB carnponenl. AppbwbRli Y of design Pommenlers and proper lncorporallon of aompotseni is resporssib®ly of buildkrg designer - no! Wm deslgnet. sraeing shown u for blerol support of Fndivkivat web membms onFy. AddNlotral ferrlDorary broclnp 10 Irss'ure dotslBly dudrrg eonsltudton b the responslbAUly of the ereelor. Iddllbnol pannarienl brosdrsB o11he overoll akuelure k 1ha responsib4tly of the buUd c d� +s&89 an d BC319uBroufldlne Component Iobricatlon quotlly control siorage, delivery erection and tuadng, eoratsH AttSiliPfl QuolHy Safety Iniormallon ovoilable Irom Truss Pble Indliule, 5ffi D'OnoirFo ihh•e. MocAsoR v(I 53714. ZV MAX COMMON APR 0 9 2013 I<�ne IN� CA. 9581 MIf 8k REPAIR TO NOTCH 2X6 TOP MIIISAC - 30 11/18/2004 PAGE 1 CHORD ON A GABLE TRUSS mrr.k 1.4m4rlrtR_ h�. West am Qlvlsloil IM1, THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS, BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANC AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLrMNG.OF THE WOOD. 4• LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED, S. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY, S. CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. 3 112" X 1 112" NOTCH IN TOP CHORD 24" O.C. AS SHOWN ;� MAXIMUM STUD SPACING - 24" O.C. LUMBER TO BE CUT CLEANLY AND ACCURATELY, NO PLATES ARE TO BE DISTURBED. NO REPAIR NEEDED. to 0 .b \ 12" ht7 24" 0� ' MAX io GAS THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W1(MIN) 7116" O-S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS, IMPORTANT This repair to be used only with trusses (spans less than 5V) spaced 24" o.c, maximum, having pitches between 3/12. and 12/12, total top chord load$ less than 50 psf and maximum wind speeds of 100 mph. Trusses not fitting these criteria should be examined individually. TRUSS CRITERIA LOADING: 40-10-0-10 (MAX) DURATION FACTOR: 1.15 SPACING: 24" MAXIMUM TOP CHORD: 2X 6 (NO 2 MIN) PITCH: 3112 -12112 BEARING; CONTINUOUS STUD SPACING :24" O.C. (MAX) FOR PLATE S©ZES AND LUMIVIDUAL TRUI! S DESIGN BER GRADES IPage #25 APR 4 9 2013 WARMNO • Paifg deatgn pormneters end READ IJO'fE. S ON TtIlB AND T1VCId1D&D JtDSEIt: BEPF,RENCE iAQE 77taFF•7fT3 BSFORB LSE. SUNS 1 D9 Design vo8d For use onty wilh iJJf ek wnneciors.l'Ms design k hosed onry trpa� poramataa shoNm, and h (a on'unllvldvol bul7ding wmponenl. Citros Heights. CA, 1,pp6cabltllY d design PWomenle+s and P+oP� Incotpar°Ibn of eompanenl k respamlb![ty al bu6ding des�net- nol.Irun designer. Broek,g shown S !ot bteralsvppart of hd'ividuol web rnernbera oNy. Addlllonol lempmviy bracing !o insure s1ablGty during wnslrvetion h the responslb�ly of Ifie 1 . erecla. AddNlonal pem+onenl tuocfng of the overo6 sliuekure is the respondblNy od the buNdknB designer. For general guklance regording IobAealbn, quoAly control s1oro0e, deI'rvery, areellon and bracing, eonsuN ANSI/rPi1 4ueUiy Criteria, DSB•Bg end BCSI7.8ulIdlnD Cemponanl Selety Wermetlen woNabte kom Srvss Pole MsINUIe. 583 D'Onokb Drive, thadtson, WI53719. REPAIR TO NOTCH 2X4� TOP MII/SAC - 31 11/1B/2004 PAGE 1 CHORD ON A GABLE TRUSS _. ARrr t. Iwrtrrw4ninc Inw RQ J. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL Westem Division INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION VERIFY THAT NO FURTHER REPAIRS USS IS UNDAMAGED. THE RE REQUIRED. WHEN THE REQUIREDRE TRUSS SHALL BE INSPECTED O REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 4. LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE ZX_ ORIENTATION ONLY. 6. CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED, LUMBER TO BE CUT CLEANLY AND ACCURATELY, NO PLATES ARE TO BE DISTURBED. APPLY ZX4 N0.2 SCAB TO ONE FACE OF TOP CHORD OF TRUSS WrrH CONSTRUCTION QUALITY ADHESIVE AND 1 ROW OF 10d (3' X D.131') NAILS SPACED 6' O.C. *MAXIMUM STUD SPACING = 24" O.C. THE OUTSIDE FACE OF THE MUST BE SHEATHED W/ SEE MITEK STANDARD GABLE ENLD DETAILS FOR WIND BRACINIG)REQU REMENTSLYWOOD. IMPORTANT This repair to be used only with trusses (spans less than 50') spaced 24" D.c. maximum, having pitches between 3/12 and 12112, total top chord loads less than 50 psf and maximum wind speeds of 100 mph. Trusses not fitting these criteria should be examined individually. TRUSS CRITERIA LOADING: 40-10-D-10 (IJIAX) DURATION FACTOR: 1.15 SPACING: 24" MAXIMUM TOP CHORD: 2X 4 (ND 2 MIN) PITCH : 3112 -12112 BEARING: CONTINUOUS STUD SPACING :24A O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES page # 26 ® ipyU@Jp . 4ei j(y design parnnmtars andR£J D NOTE9 ON 27Q9 AND DJCLVDED ADTr.Jt REPOMMM PnGb W-74" PRFORF =M Design wId lorvse onh with Ndtek connectors. This deslpn h based only upon paramot�s shown, and h tat on 1ndMdool bulldin9 camponeni. kppileobi9ly of design poromenl ea and proper tneotpsxollon of campononl h raspondbRfy of bulldln1) �8�' � � d�no• �8 shown b for Iaieraf ssuuppDDOrl of dual web members ony. Addlllonol iempotary brodng to Insure dab0ly during eaahvelln 6 fho responsyElNy o! the er I-. AdsBl -1 slora�, dePvery, a dyne dlbrodng@co�rapulln Ii GueEfy Glteriasigner. bs"9 and SCS11 Wilding eneral gul6mce regarding lobrkailon, qurIDty Saloty lydormaflon ovaAoble Isom Srua Plnie ksstllule, 5B3 D'OnoUlo Dr1ve, N,vd'bon WI53714. z MAX. COMMON CaVA33 FXP. 3-31-15 f Ctv%,L "to ca�� APR 0 9 2013 TM GreenbacxtensSift in Mro6 Nelghls, CA, 8581 Bull M 1 eko STANDARD REPAIR DETAIL 295% ( sv1111 S A 21A 513r2004 PAGE 1 MiTek Industries, Inc. Westerrr Division OTAL NUMBER O MAXIMUM FORCE (Ibs) 25% LOAD DURATION (NAILS EACH SIDE X -- i ; I CFBREAK ` SYP i DF SPF HF lHCHES —j I 2x4 ! 2x6 1 2x4 2x6 I I I ! 2x4 I ffi i 2yd ! 2x6 2x4 j 2x6 I _ _ C— 14 21 24" I 2240 3360 2065 3097 1750 2625 ! 1785 i 2677 ! 18 I 27 ( 30" I 2880 1 4320 j 2655 3982 ! 2250 3375 2295 i 3442 I i 22 33I 361, ` 3520 I' 5280 3245 i 4867 i 2750 1 4125 2805 ? 4207 26 39 ,42" 4160 6240 ; 3835 ! 5752 3250 1 4875 3315 4972 5737 ! 30 45 I 48" 4600 i 72U0 14425 6637 3750 1 5625 3825 �ESSfO-�.• � Q� i2S I� C046433 C�1liL ��t APR 0 9 2013 i t DIVIDE EQUALLY FRONT AND BACK ,a,TTACH 2x_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS (CENTER ON BREAK OR SFLICE) W/CONSTRUCTION QUALITY ADHESIVE AND 10d NAILS (TWO ROWS FOR 2x4, THREE ROWS FOR 26) SPACED 6"oc STAGGERED AS SHOWN.(.148"dia. x 3") THE LENGTH OF THE BREAK (C) SHALL NOT EY,CEED 12". (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS; L=(2)X+C rL` BREAK IOd NAILS NEAR SIDE + 10d NAILS FAR SIDE 6" M.IN. TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6" FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE) DO NOT USE REPAIR FOR JOINT SPLICES NOTES: I. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REPAAINING PORTION OF THE TRUSS IS UNDAMAGED, THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TPUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE: APPUNG REPAIR AND HELD IN PLACE DUPING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. S. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2x—ORIENTA7I0N ONLY. 6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. SV.;RMNG Ncrtf dex:eJa f,e�rirna Ge/s and READ tmms of rfus AmD 71/Cr-UDRA i'dfTER P4. s.(I.E.A�`E ".s Cf: rffF Y�77 JS.fMRx USX 17777 Gre nbmk Lem 0^s l^ �aGd fa use only snits /.siek conneclws. tha dei�n'r, bored only upon Pwamelers shown- and is Iw on indrviduol burilding component. 4 Srjile s0_ Appuce.-Ny of de•.lgn pwomenlers grid Proper hrorporolion G componenl is resry_+nsib7lY of b0d'usg dcs:Vler - not lru.: designer. Gocing shown Ciuus Neights, C.U. 45i is lw lol-1 .pp d o(indmid—1 to members only. AddiliOW iemprxory tn'ndrsg io insure slowly ailing sxsnslrucGon is the responsib; ily cJ the erv0m. Addilionol permonenl txocing of the a+eras slruclure'n. the responsitA y of tho bulFiing designer. FCr g9nerol guidance rggw ng fo7rkulion. wooly eonlrp.,:saoae. de6ven•. aeclion vn0 brocwrg, eonnrll ANSIArl I Oiuosliy C.1.'I., DSa-69 and aCS11 auadin Compnnenf Sdey Inlcro.olion u�odoWe Gom Irons Pbfe Mrsf:FJte. SC) ffArwlfm prrve. wsy,6;on. rq 5a Iv, I FALSE 136TTOM CHORD FILLER DETAIL MI-11SAG e 1 3/10/2004 PAGE 1 TRUSS BOTTOM CHORD BRACED PER MAIN TRUSS ENGINEERING BRACING SPECIFICAI FILLER BOTTOM CHORD 2X4 NO2 OR BETTER LUI FILLER BC MAY BE SPLICED WITH 3x4 / M20 PLATES OR WITH 2X4 NO2 2`-0" LONG 48' SCAB, CENTERED ABOUT THE SPLICE, NAILED TO ONE FACE Wl(.1 31 "X3.0" MIN) NAILS @ 4" O.C., 2 ROWS. MITek Industries, Inc. Western DlvIsson MAX 3-0-0 EXTENSION 4x4 M20 PLATES (TYP) OR ALTERNATE CONNECT Wl 2-10d COMMONS (TYP) VERT)Pa STUD : . OR BETTER LUMBER NOTES: 1) FOR LU'nBEA SIZE AND GRADE, AND FOR PLATES TYPE AND SIZE AT EACH JOINT REFER TO MAIN TRUSS ENGINEERING DESIGN. 2) LOADING: FOR TOP CHORD SEE MAIN TRUSS ENGINEERING DESIGN. BOTTOM CHORD LOADS: LIVE = 0 PSF; DEAD: =1 D PSF 3) TRUSS SPACING = 24" O.C. MAX 4) MAX BOTTOM CHORD PITCH = 4112 FILLER MEMBERS ARE NON STRUCTURAL PART OF THE MAIN TRUSS; THEREFORE THEY MAY BE FIELD ADJUSTED TO FIT CONDITIONS, PROVIDED THAT STUD SPACING, CONNECTION AND EXTENSION REQUIREMENTS ARE AS SPECIFIED. ADJUS MAY INCLUDE ADDITION OR REMOVAL OF FILLER MEMBERS. Page # 28 APR a 9 2013 DWARMND. Verb doxlgnparam"tmm and =ADND7=ON 7WR AND IMMUDW)CM=MR== PAGE DS7473 5SF0RE D36. Design void !or uae ordy vAh iRf ak eonneclon. Thhdedgn Ls based ors upon poromeixs atrown, and h tot on mdlvldual buldhg campcnenl. AppYcabfIDy of dedpn p fert and proper lns:arposo0onad component b eesponsffi11iy of buAdin9 dedgner � m1 Irusa dedgner. 8rocln8 shown h iar.hlerol ssa�pperort oT �1 web enatnbsua oNy, Addllbnd lersusorory brodng to k+wre slotetliy dsaUrg cotuirucllors 6 the respnrsslbl®fy d the erecfct. Adr9ticasDl Permanent brodng of the avtual sfrvelure tr the reapossaffi101y o! the buUlfing designer. Far genercd gtAdance regarding 1obAcaflon, gseafly mmroL storage, delvery. erecflan and 6todng, consul AHSIJIPt1 C9lsoflly Cdtedy DS889 and $CSII luldinB Ceetspanenl Satoly inlarmalion ovalbbto irarn mess Plate Wiltule, 557 COnotrio Drive, ldodhon, Vp 53714. C046433 EXP. 3-31-15 nn Graeneesdc s ene Salle 109 Cltrus HeWhta, CA. 0591 Mll'Tbk OVERHANG REMbVAL DETAIL iv 11/8AC - 5C TRUSS CRITERIA: LOADING: 25-1B-0-10 (MAX) DURATION FACTOR: 1.1511.25 SPACING: 24" O.C. TOP CHORD: 2x4.OR W HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END BEARING CONDITION Trusses not fitting these criteria should be examined individually. 12/8/2005 1 PAGE 1 NOTES: 1. THIS DETAIL IS FOR REMOVING OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. 2. NO LUMBER DAMAGE OR DEFECTS SHALL GO BEYOND REMOVAL LINE. NO CONNECTOR PLATE DAMAGE ALLOWED 12 2�12 MlTektndustries, Inc. Western Dwtslon APR o 9 2013 a ',� WARAIIAIB • 4orifij daelgn prtrmnelers mid fiSJ.D IJO2E5 ON TICS Ali9 WCLt7DSp RE}SItF1Vr:E ?AG2i 8tD:94Y5 HSFORL' UEL'. r r r r wawwnw... Sulb 1 DB Dee��tt�� va9d Ior use on}y wilh Mpek conrrecion ihk dedpn h brood only upon poramelers showrL and B ter an ficpvktuol buBc9n0 eomPa++Bnt• Cams Halphtc, Ck, kpn9oabflly of des�n porament�s and pmp� fnwtporolton of componanl B recponcPo181y oI pyp fdy�d d@d8�- � � dedB^er. iii°d� �°N'^ erodot Ad�lonal Inermonanl�broringg of ihej varoG d at�iu® h�lheeTie�cpwssro� fihe buBdk+a destar� Fort geneord gnuldon+� reap �y of the Icbrl^atlon, quo@Y eonlrol slemge, depvery. erectkn and brocfng, eattw8 ANS iPtt Ouopty CRfeda DSB-B9 and BCSn BuprtAn9 Component c,aew hdnmmllon ovo9able immtn"s Flofe Butpvle, 589 D'Onv510 Ctive, Nadhon, WI 53714. SCAB APPLIED OVERHANGS MIUSAC - 5 3/2542004 PAGE 1 ily d © Western Iv Ion TRUSS CRITERIA: LOADING: 40-14-0-10 DURATION FACTOR: 1.15 SPACING: 24" O.C. TOP CHORD: 2x4 OR 2x6 HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END BEARING.CONDITION Trusses not fittlng these criteria should be examined Individually. NOTES: 1. THIS DETAIL IS FOR TRUSSES BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. 2, ATTACH 2)L SCAB SAME LUMBER SIZE AND GRADE AS TOP CHORD TO ONE FACE OF TRUSS WITH TWO ROWS OF (0.131 "X3") NAILS SPACED aQ 6" O.C. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL 8PLI17ING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 12 2-12 F,-�' APR a 9 2013 W/.wWjr. . vur{JD doelgn pargnretera and READ NOTES oN TMS AND D=UDED AIIT PMTXSV=PAGE AW 74 DEFORE UM, T777 Greenback lane "m � Design void for use only wNh MRek connecV®s.lhh design h based only upon p=mrnelers shown, and Is for an Individual Wding component. Sida 1D8 mmurp Appleobigyy d design poromanlnrs and proper hcorporallon ei componenl Is raspDt*1bWy of bL*nng designer- nol Ines dedgnw. Bracing shown MuL Heights, CA, Mi h la; lolaraisupporl of tncfhldual web memban a* Addlllonal lerrrporcry brachrg to Instue slab0ly during coralruolkm Is Ihe.respondbllily of the erector. Additional pertr+cnord btocing of The overot slrochne Is the resporrsi My of the buiidIng designer. For penertll guidance repwdhg lobrkolio quo eonhaysfwage. �d iivv", ereci� rdv ,conswil n ru�,^Mvn1 .5a'.i aW Cd i&ria, Ot8•B4 and b=1 Betiding Conwmar l '."��k® PIGGYBACK TRUSS CONFECTION MII/SAC - 2C t1/0v20G4 PAGET 2 x _ x.6'-0" SIZE TO MATCH TOP CHORD OF PIGGYBACK. ATTACHED TO EACH SIDE OF TOP CHORD WITH (.148X$.0" tdMIN) NAILS AT r O.C. STAGGERED 2 ROWS. Wok Industries, Inc. Westere bh4sl6n PIGGYBACK TRUSS SPACE 2X4 PURUN,S ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD,DF THE BASE TRUSS (SPbCIM, NOT TO EXCEED 48" D.C.). a' a' I N-\ 8" x2" x 1t2" PLYWOOD (or 16f32".O3S) GUSSET EACH SIDE 0 46" O.C. MAX. ATTACH WITH 2- (.14f4" &W MIN) NAILS INTO EACH CHORD FROM EACH SIDE BASE TRUSS C046433 NOTE: CONNECTION DETAIL DESIGNED FOR GRAVITY LOAD.ONL EXP, 3-31-15 NOT CHECKED FOR ANY WIND LOAD OR LATERAL LOADS. GIVI PLEASE CONSULT WITH TRUSS ENGINEER OR QUALIFIED 4'rG�� BUILDING DESIGNER FOR CONNECTION DETAIL TO TRANSFER LATERAL LOADS APR 0 9 2013 Pe a#31 WARM=-Var(/y deetpn ptvamalerr Ion void Im um onbb wnh Mak conrwi mo=r o 7ma AND INi)LPDSD !liTFJC R6FSR6NA& Pbt3E ISII 7473 3woRs v= I 7T H wooMm u s18n famed aniy ' poramefan. hewn and b lar on bd AdM bu Anp component. Suu 109 ktna..a r,..h.n".. x..—_ ".a f.—.a.a..... a....a.....t.,.,..., flirts Heights, CA, shatnpe, d Irbtn tNa STANDARD PIGGYBACK TRUSS CONNECTION DETAIL MII/SAC - 2B I 121 . 4 PAGE 1 OF 1 IMPLY B]4.U�ED FOR DRAG TRUSSES) yr.-r I e Cl GENERAL NOTES: A �ER S. 1. UPLFT AND LATERAL LOAD CAPACITY OF s� THIS DETAIL SHALL BE REVIEWED AND i APPROVED BY PROJECT ENGINEER OR QUALIFIED 13UILDING DESIGNER. C"L�eys9v' 2. PITCH='P2112 MAX A P R Q g. 2013Ei:P. 331-15 3. MAX CAP TRUSS SPAN is 20'-D" 4..I1nMMUM SHEAR CAPACITY OR LATERAL LOAD +s} TRANSFEk BETWEEN PIGGBACK AND BASE TRUSS= ISO PLF 4kOFCALtt MAXIMUM UPLIFT SCAB TYPICAL PIGGYBACK -TRUSS CONNECTION CAPACITY USING (10) (MAY BE USED FOR DRAG TRUSSES) 10d (0.131" X 3") NAILS: 2 x _ x V-0" SIZE TO MATCH * SYP = 1 DB D LBS SPF = 82D LBS TOP CHORD OF PIGGYBACK. / ; all x 8 1/2" x 112" PLYWOOD (or 7116" OSB) DF = 970 LBS ATTACHED TO ONE FACE OF TOP GUSSET EACH SIDE AT EACH BASE TRUSS CHORD NTH 2 ROWS OF lad (0.131" X 3") �f JOINT OR MAX. 24" O.C. ATTACH WITH WI HF = 84D LBS NAILS SPACED 6" Q.C. AND STAGGERED if 2 -10d NAIL51N70 EACH CHORD FROM EACH CHORD) SPF-S = 720 LBS EACH SIDE (TOTAL - 4 NAILS MAXIMUM UPLIFT PURLIN fi f CAPACITY USING (2) 16d r' ATTACH PIGGYBACK TRUSS PURLIN WITH (0.131"X 3.5") NAILS: TO EACH AQ 2 -16d NAILS TOENAILED. SYP = 117 LBS SPF = 60 LBS DF = 92 LBS HF = 63 LBS SPF-S = 41 LBS "BAS,TRUSS MAXIMUM UPLIFT SHEATHING CAPACITY USING 112" SHEATHING \� V AND (2)'8d (0,131-12.5") NAILS: SPACE PURUNS ACCORDING TO THE MAXIMUM ATTACH EACH PURLIN TO TOP SPACING ON THE TOP CHORD OF THE BASE CHORD OF BASE TRUSS WITH SYP = 82 LBS TRUS$ ((SPACING 140T TO 'EXCEED 24" O.W. 2 -16d NAILS. A PUfiLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. SPF = 42 LBS DF = 64 LBS * FOR PIGGY BACK TRUSSES WITH SPANS c 12' HF = 44 LBS SCAB MAY BE OMW ED PIkOVIDED THAT: ROOF SHEATHING TO BE CONTINUOUS OVER JOINT SPF-S = 26 LBS (SHEATHING TO OVERLAP MINIMUM 12" OVER JOINT) +k CAP CONNECTION IS MADE TO RESIST'UPUFT. SEE MAXIMUM CONNE¢TION CAPAGTTIESAND COMPARE WITH ENGINEERING DRAWING VALUES SHOWN ARE BASED ON CONNECTION CAPACITIES FOR SCABS, PURLINS, AND SHEATHING MAY BE COMBINED WHEN LOAD DURATION OF 1.00 DETERMINING OVERALL UPLIFT CAPACITY. IF NO GAP EXISTS. BETWEEN CAP TRUSS AND BASE TRUSS - (MAY BE USED FOR DRAG TRUSSES) 2 x x V-V SIDE TO MATCH MAXIMUM UPLIFT GUSSET . ^ TOP CHORD OF PIGGYBACK. CAPACITY USING 7/16" GUSSETS ATTACHED To EACH FACE OF TOP CHORD WITH 2 ROWS OF 10d (0r131" X 3") AND (4) 1Dd (D.131" X 3") NAILS: NAILS SPACED 6" O'.C. AND STAGGERED SYP = 300 LBS REPLACE TOE NAILING OF CAP TRUSS TO PURLINS WITH GUSSETS SPF = 276 LBS AS SHOWN, AND APPLY PURLINS TO LOWER EDGE OF BASE CHORD AT REOOMENDED SPACING SHOWN ABOVE. DF = 294 LBS TRUSS TOP HF = 276 LBS �e = SPF-S 258 L85 p 8" x 8112" x 112" PLYWOOD (or 7116" OSB) GUSSET EACH SIDE AT EACH BASE TRUSS pA JOINT OR MAX. 24" D.C. ATTACH WITH WWA 2 -10d NAILS INTO EACH CHORD FROM NO EACH SIDE (TOTAL - 4 NAILS EACH CHORD) \ / l 2x4 PURLINS @ 24" O,C. ATTACHED WW 2-10 D NAILS i VALUES SHOWN ARE BASED ON { LOAD DURATION OF COD I / WdRIW;0 - 7erOVA.dgn pnran eiora and M D NOTES aN == AND AJ UM= BATE= REFSrtae= PAGE Bfa 74" EnMIM t7BE. , v 19" -- - a*Design valid for use avdlh Wet: conneclom This design h bosod only upon ponamefen shover. and h to an Indlvldvci bukli ng comBry Cs Hea porront. SWu 1 Apploob'My of design paromenlea and proper Incorporaflon of component h responsffiWly oT building designer - nol truss deslgnm. hrootng shown ights, CA, Is to lo)wol svppcd of indMducl-ab members Daly. Addlllonal tempormy bracing to frm"e stability during construcllon h Ore responslbWUy of the credos. Add9Jonat pemronerrd bracing of Ilse overall siruclum b the responsibility of the bul ding dedgnw. For general guldorree regarding lafs{eaOorn, 9ua11iy eonhol slorogrs, deNery, ereeflon ontl taocirnp, wnsuO ANSSjCP11 CiuoOly C'"ello. DSO-17 and BCs11 Bullftj; ewnpenent 3afaly knformaffon ovt>Itobb ,pie hncf6ule, SB3 VOrolrto Drive, Modhon, ri19719. STANDARD PIGGYBACK MIIISAC _ 2 � 04 PAGE 1 OF 2 TRUSS CONNECTION DETAIL � O~ R S. TI ' 3n tDivision, Inc. - ® GENERAL NOTES:` Gti 1. UPL11 T AND LATERAL LOAD CAPACITY OF THIS 04TAIL SHALL BE REVIEWED AND - APPROVrD BY PROJEC'T EN.0114EER OR CC3�h433 (aUA#:IFfE4:UILDING DESIGNER. EXP. 3-3 1- 2. PFfC1i412 MAX APR 0 9 2013 3. MAX SEAM = 3W-0" .sj C: ML 4. MA IM IA SHEAR CAPACITY OR LATERAL -LOAD OF CAL�O� TRANSFER BETWEEN PIGGBACK AND BASE TRUSS-120 PLF MAXIMUM UPLIFT SCAB TYPICAL PIGGYBACK TRUSS CONNECTION i � �AOCi3TY Ux 3NG(1(10) 2 x _ x 61-D" SIZE TO MATCH TOP CHORD OF MGGYBACK SYP = 1 OSO LBS ATTACHED TO ONE FACE OF TOP SPF = 820 LBS CHORD WITH 2 RDWS OF 1 Od (0.131" X 31 i,f pF = 970 iBS NAILS SPADED S" O.C. AND STAGGERED ,f HF = 840 LBS ,i SPFS = 720.LBS ATTACH PIGGYBACKTRUSS MAXIMUM UPLIFT PURLIN TO EACH PURLIN WITH CAPACITY USING (2) 16d 2 -15d NAILS TOENAILED. (OA M" X 3,5") NAILS: SYP = 11.7 LBS 6A SPF = 60 LBS DF = 92 LBS 17 HF = 63 LBS SPF-S = 41 LBS BASE TRUSS \ ! 'MAXIMUM UPLIFT SHEATHING CAPACITY USING 10SHEATHING SPACEPURLINS'AOCORDINGTOTHE_M4X1MUM AND (2) 8d (0,131 X2.5'7 NAILS: SPACING ONTHE TOP CHORD OF THE BASE ATTACH EACH E TRUSS S TOP TRUSS (SPACING NOT TO'EXCOD 24" O.G.I. CHORD O - BASE ILS, WITH SYP = 82 LBS AO , TO SE LOCATED AT EACH BASE TRUSS JOINT. 2 -18d NAILS. SPF = 42 L85 * FOR PIGGY BACK TRUSSNTH TH SPARS c 12' DF = 64 L85 SCAB MAYBE-OMMITED PROVIDED THAT: HF = 44 LBS ROOF SHEATHING. TO BE. CON7INUOUS OVER JOINT SPF-S = 26 LBS (SHWNING Tb OVERLAP MINIMUM 1 V OVER JOINT) CAP CONNECM. N IS MADE TO RESIST UPLIFT. SEE MAXIMUM CONNECTION CAPACITIES AND COMPARE wrrH ENGINEERING DRAWING VALUES SHOWN ARE BASED ON CONNECTION CAPACITIES FOR SCABS, PURLINS, AND SHEATHING MAY BE COMBINED WHEN LOAD.DURATION OF 1.D0 DETERMINING OVERALL IIPUFT CAPACITY. IF NO GAP EXISTS BETWEEN CAP TRUSS AND BASE TRUSS: MAXIMUM UPLIFT GUSSET CAPACITY USING 7A6" GUSSETS AND (4)10d (0.131"X TNAILS: REPLACE TOE NAILING OF CAP TRUSS TO PURLINS WITH'GUSSETS AS SHOWN, AND APPLY PURLINS TO LOWER EDGE OF BASE SYP = 3DO LBS TRUSS _TOP CHORD AT RECOMENDED SPACING SHOWN ABOVE. SPF = 276 LBS DF= 294 LBS * a- x 8" X 1f2- PLYWOOD (or 7115' OSB) HF = 276 LBS GUSSET EACH SIDE AT SPF-S = 258 LBS EACH BASE TRUSS JOINT. ATTACH -WITH 2 -1 Od NAILS INTO EACH CHORD FROM EACH SIDE (TOTAL • 4 NAILS EACH CHORD) � 2x4 PURLINS @ 24" O.C. ATTACHED W! 2.10 D NAILS ,.� VALUES SHOWN ARE BASED ON LOAD DURATION OF 1.DD Pa e # 33 WAMWfa•F"rVydaatpnperamaftAandRS6LNOW MV0*9V= TTT7Grem6er8u Ipn valsi for use ark wllh Wl* aanneclats Thh dwlpn is bated ant upon paramelen shown, and h for an h &lduoi baft component. 9NIe 109 ilCot>g)y of dealpn pararnenims and proper fiearporallon 11 eompononi h respnnsl , of �adpner - nal Inns datpnsr. ",Oft shown Ghm Helghts, CAS r mm�nrl el dlvldual web members anN. Addlhonal lamomory btadno hi fissure e., condnrcilon'h the mwondMv al the STANDARD PIGGYBACK �1ttlSAC - � 4130/Z004 PAGE 2 OF 2 TRIJ§A CONNECTION DETAL MITek Industries, Inc. (soft—!� p�dF � Western DRIision 4 APR 20C04(1a.33 FOR LARGE. CONCENTRATED LOADS APPLIED v - TO CAP TRUSS REQUIRING A VERTICAL WEB- �T, F IMUM UPLIFT SCAB \ FOF 1 Od (0.1 3 X V) NAILS: VERTICAL WEB TO 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS SYP = 1060 LBS SPF = 820 LBS EXTEND THROUGH MUST MATCH IN SIZE, GRADE, AND MUST LINE UP DF = 970 LEIS edTTDM CHORD OF PIGGYBACK AS SHOWN IN DETAIL 2) VEfMCAL WEBB OF PIGGYBACK MUST RUN THROUGH HF = 840 LBS BOTi'QN! GHoWb SO THAT piEREIs FULL WOOD. SPF-S = 720 LBS TO WODD CONTACT BETWEEN WEB OF PIGGYBACK �'--TO AND THE TOP CHORD OFTHE BASE TRUSS. 3) CONCENTRATED LOAD MUST BE APPLIED VF *BdTH THE PIGGYBACK AND THE BASE TRUSS. +s �- 4) ATTACH 2 X ` X 8'-0e SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH.2 ROWS OF IOd NAILS (0.131"XT) AT 6" O.C; STAGGERED. (SIZE AND GRADE TO MATCH VERTICAL WESS 06 PIGGYBACK AND BASE TRUSS.) 5) THIS GONNECTiON IS ONLY VALID FOR A MAXIMUM CONCFNTRATED LOAD OF 3700 LBS (@1.1 �. REVIEW BY A QUALIFIED EtJGINEER tS REQUIRED FOR LOADS VALUES. SHOWN ARE BASED ON GREATER TIiAP1370D LBS. ' LOAD DURATION OF 1.00 PIGGYBACK TRUSS CONNECTION FOR SPANS LESS THAN 10'-0" 'IFS 2 x e 4'-0" 1}2E TO MATCH TOP CHORD OF PIGGYBACK. ATTACHED TO ONE FACE OF TOP CkORD WITH 2 ROWS OF 70d (0.131° X 1� N1La SPACED C. AND STAGGERED !' �\ /5� 9'c AtfACH PIGGYBACK TO EACH PURUN % 2 - S Sd NAILS TOEN, \� BASE TRUSS \ SPACE PURLNS ACCORDING TO THE MAXIMUM ATTACH EACH PURUN TO SPACING ON THE TOP CHORD OF THE BASE CHORD OF BASE TRUSS I TRUSS (SPACING NOT TO EXCEED 24" O.C.i. 2 - 6d NAILS. A PURUN TO SE LOCATED AT EACH BASE TRUSS JOINT. CAP CONNECTION IS MADE TO RESIST UPLIFT. SEE MAXIMUM CONNECTION CAPACITIES AND COMPARE WITH ENGINEERING DRAWING CONNECTION CAPACITIES FOR SCABS, PURLNS, AND SHEATHING MAY BE COMBINED WHEN DETERMINING OVERALL UPLIFT CAPACITY. MAXIMUM UPLIFT SCAB CAPACITY USING-(4) 1Dd (0.131" X 3) NAILS: SYP = 424 LBS SPF = 328 LBS DF = 3B8 LBS HF = 336 LBS SPF-S = 29B LBS mAXIMUM UPLIFi PURUN CAPACITY USING (2) 16d (0.131- X 3.5") NAiLS. SYP = 117 LBS SPF — 60 LBS DF = 92 LBS HF — 63 LBS SPF-S - 41 LBS VALUES SHOWN ARE BASED ON LOAD DURATION OF 1.00 Pa a#3 WAAMM • DarW davign paramatam and)tUD NOTES DA' ZW AND IMMED pDTF.%SEF)] WCS!'ACW AM-7412 3=RE tf= 7174 Gmmbedc Lsne an vaBd lar use only wllh Mlfak connaclurs Tlds drslgr h btsed Doti open peromelers sho n, Dru3 !s lar an lndF.L^luel butlding �amponehl. &Me 109 r�of ded9n pparorsrenl sn end proem ltu wPmolton of txmponeN b respahsibiFhy of buBdlnp deslgnor- nal Russ dofipnet &oclrsg shown CAnss Hoots, CA, 05 ssuupppporl Di bldMdssol web snerrs6els.orlb. Addlliorsol lempolmy i>txks0lo tnsssre slob191y dusing eorsshrvclkm b Nse respsmsPo�ly of the :iot. AddBlDlsol puriimnent bror�ng G Thu over611 elrueltsle h 1he respsmsibiOlY of the bulsdgs8 deslaner. Far penerDl asAdonce rs:gordlna IksrlloM1 quoAly rxnitot, sltaoae, deflvery, ereclfor5 atsd braehg, txnsull AHStIfPl1 Civs�y Crliorla, DSB•!:4 and ees11 ilsstlillnB Compohenf ply 1NormaBan avolbhle from inns F'lale lsuiflula 593 D'OnoUle Ddva rAodten VJI 53714.