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Santerra TR 32225 12-1175 (SFD) (Plan 2A) 2010 Code Update - Truss Calcs0'mmaPmPPPPPPP- Building Materials and. Construction Services 45491 Golf Center Parkway, Indio, CA 92203 Telephone: (760) 347 3332 Fax: (760) 347-0202 4 A CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE 4 [2 Lt75 OEM 1 7 Zol BMC Santerra_Plan 2A 11-06-2012 NOTE: OPEN END JACKS LESS THAN 8'-0" REQUIRE (3) 12d TOE -NAIL @ T.C. & B.C. SEE STANDARD JACK DETAIL LESS.THE 5' SETBACK CG's= SUR/1_24 GREATER THAN 5' LESS THAN T= LTHJ 8' SETBACK CG's= THJA26 Building Materials and Construction Services 45-491 Golf Center Parkway, Indio, CA Building Materials and (760) 347-3332 Fax: (760) 347-0202 Construction Services CUSTOMER: BMC SELECT JOB NAME: SANTERRA OPTIONS: - PLAN#: PLAN_2A I ELEV: JOB#: SCALE: DRAWN BY. Angel Gerardo DATE: 11/06/2012 SYMBOLS 1.(DRAO)-—�OADDUE TOWINDONSE)SAIDFoa�E,AS A. LEGCND: iI-,-•DENOTES—RATED.aADPEP9TPI.,,NPwDPgq II. x lEAul' 11 iocAn=N MTi wnalMiTNxoTo exciEo ww .Nu o Es. NaTES: OD PER APPROVED ENGINEERING TRUSSES IN ANYWAY WITNOVT MiTek' Re: Plan_2A Santerra 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: R35421777 thru R35421796 My license renewal date for the state of California is March 31, 2013. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. November 5,2012 Tingey, Palmer 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 ANSUTPI 1. Job Truss Truss Type Qty Ply Santerra R35421777 PLAN_2A A01A GABLE 1 1 Job Reference (optional) olvlt,, II lulu, 1.F1 - aGGVJ /.tau 5 Aug 2a LU I I IVII I eK mausines, Inc. Mon NOV U5 1.5:22:42 2U12 rage 1 ID:ecn?LydOT64DIVPQH87kS4y7Rd4-bC KOY9Dzzlkg671M7UtC?1 mDb7HEDJj UOar?mgyMBIR 1-0-0 D-11-12 41d8 41- A 1-0-0 20-11-12 20-8-12 0- QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE Style =1:70.s SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE ON PAGE 2. 4.00 12 7.10 3.4 1 3.4 1 8 9 10 Sr8 II y,e qq 43 42 41 qD 39 38 37 M 35 34 33 32 31 30 29 M 27 M 25 24 23 22 21 M 19 18 17 5.8 II 3.4 = 5.6 = 5.6 = 3x4 = - 4414" .8-8 4- A 0. Ilb Olate Offsets (X,Y): [2:0-3-9,Edge], [6:14-7-0,0-0-3], [6:0-3-10,0-2-8], [821-9-7,0-0-3], [9:0-6-12,0-2-0], [10:18-0-4,13-3-61, [12:25-2-10,13-3-6], [12:0-3-10,0-2-8], [16:0-3-9,Edge] [27:0-2-0.0-3-01,[35:0-2-0.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.13 Vert(LL) -0.00 1 n/r 120 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.16 Vert(TL) 0.01 1 n/r 90 BCLL 0.0 Rep Stress Incr NO WB 0.28 Horz(TL) 0.01 32 n/a n/a BCDL 10.0 Code IBC2009ITP12007 (Matrix) Weight: 333 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 OF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 OF Stud G MiTek recommends that Stabilizers and required cross bracing OTHERS 2 X 4 OF Stud G be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 41-8-8. (Ib) - Max Horz2=72(LC 13) Max Uplift All uplift 100 Ib or less at joint(s) 18, 44 except 2=-339(LC 9), 22=-456(LC 12), 23=-424(LC 15), 26=-276(LC 12), 28=-256(LC 15), 40=-463(LC 13), 39=-428(LC 10), 36=-278(LC 13), 34=-256(LC 14), 16=-330(LC 12) Max Grav All reactions 250 lb or less at joint(s) 17, 19, 20, 21, 24, 25, 29, 30, 45, 43, 42, 41, 38, 37, 33, 32 except 2=586(LC 21), 31=343(LC 8), 18=396(LC 20), 22=674(LC 20), 23=551(LC 8), 26=480(LC 20), 28=413(LC 22), 44=409(LC 21), 40=681(LC 21), 39=554(LC 7), 36=482(LC 21), 34=415(LC 19), 16=510(LC 20) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1171/1083, 3-4=-871f794, 4-5=-644/637, 5-6=-395/464, 6-7=-360/450, 7-8=-350/395, 10-11 =-360/400,11-12=-370/442, 12-13=-405/457, 13-14=-655/630, 14-15=-884/781,15-16=-1130/1047 BOT CHORD 2-45=-1010/1053, 44-45=-780/846, 43-44=-696f762, 42-43=-627/693, 41-42=-550/616, 40-41=-473/539, 39-40=-397/463, 38-39=-469/516, 37-38=-384/430, 36-37=-307/354, 35-36=-231/277, 33-34=-236/264, 28-29=-245/273, 26-27=-240/280, 25-26=-317/357, 24-25=-394/434, 23-24=-479/519, 22-23=-394/475, 21-22=-470/552, 20-21=-547/628, 19-20=-624f705, 18-19=-693/774, 17-18=-777/858, 16-17=-993/1053 WEBS 9-31=-325/0, 15-18=-405/86, 14-22=-650/466, 11-26=-455/286, 3-44=-420/94, 4-40=-657/473, 7-36=-457/288, 7-34=-398/274, 4-39=-558/465, 11-28=-397/274, 14-23=-554/461 p?,C}FESS/p/V NOTES �I�0 1) Unbalanced roof live toads have been considered for this design. 2) Wind: ASCE 7-05, 85mph; TCDL=6.Opsf; BCDL=4.2psf; h=Oft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right &0 exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 {' 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 W (' f Gable End Details as applicable, or consult qualified building designer as per ANSIfrPI 1-2002. " 0 643 4) All plates are 1.5x4 MT20 unless otherwise indicated. 13 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) A plate rating reduction of 20% has been applied for the green lumber members. Continued on page 2 GFC ber 5,2012 ® W-AM dG - Verify dzsign Jaaramzder3 and READ A4ci7E.S ON THIS AND INCL`DED NTSKPzEFEREME PAGE M 74i"J BBPOrW 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 responsibility of the MiTek* 1, erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ('1/� 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 P late Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 if Southe€o Pine ;SP or SPp) !umber s. s, eclfled, the desig, values are 'those effmclive 05?f1.20 2 bvALSL or DroDosed; by SR3. Job Truss Truss Type Qty Ply Santerra R35421777 PLAN_2A A01A GABLE 1 1 Job Reference (optional) UMC, Indio, CA - 92203 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Nov 05 13:22:43 2012 Page 2 ID:ecn?LydOT64DIVPQH87kS4yZRd4-30umlVEbkbsXkHKYgCORXFJOLXdTymzeFEbYIGyMBIQ NOTES 9) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 1 D) 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 41-8-8 for 57.5 plf. LOAD CASE(S) Standard WARAITNO - Ycrify dt sign Parameters and RFAD NC 7W, ON IRIS AND INULi7Z)ED Af nK REFEREAICE PAGE MU 74n BEFfDRE 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 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. If Southern Pipe (SP or SPp) lumber is Spec' fied, the desiun values are those effLct?,e 06,01120f2 by ALSC or Dr000sed br Si aB. ME- MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Santerra R35421778 PLAN_2A A01B DBL. FINK 2 1 Job Reference (optional) BMC, Indio, CA - 92203 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Nov 05 13:22:44 2012 Page 1 ID:6pLOYIeeEQC4Nf_crrfz_HyZRd3-XbS8zrEEVv_OLRvkEvvg4SrTMx2h7enUuK5c jyMBIP 1-0-0 7-0-2 4-3-t 4-.20.116E-11 4 -12 25-0-1 30. -0 3411E 41- to ll 7-0-2 7-2-15 452.3 -9-2 7-0-2 S.I. = 1:71.6 4.00 12 5x6 = 3.6 46 = 4x4 = SxB = = Sx6 = 4x6 8-11-12 8 1B-0-iD -24 441- 11 12 1 1 52 4b2 $ 6-9-2 D- 'late Offsets (X.Y):f4:0-3-4.0-3-01.f13:0-3-0.0-3-41.J14:0-4-0 0-3-01 -OADING (psf) SPACING 2-0-0 CSI FCLL 20.0 Plates Increase 1%5 TC 0.49 TCDL 14.0 Lumber Increase 1.25 BC 0.65 BCLL 0.0 Rep Stress Incr NO WB 0.64 BCDL 10.0 Code IBC2009/TPI2007 (Matrix) LUMBER TOP CHORD 2 X 4 DF No.1&Btr G BOT CHORD 2 X 4 DF No.1 &Btr G WEBS 2 X 4 DF Stud G DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) 0.18 2-15 >999 240 MT20 2201195 Vert(TL) -0.56 2-15 >647 180 Horz(TL) 0.09 12 n/a n/a Weight: 194 lb FT = 20 BRACING TOP CHORD Structural wood sheathing directly applied or 3-5-13 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-13, 6-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1255/0-3-8 (min. 0-1-8), 12=2365/0-5-8 (min. 0-2-8), 10=105/Mechanical Max Horz2=72(LC 5) Max Uplift2=-299(LC 3), 12=-499(LC 4), 10=-52(LC 7) Max Grav2=1255(LC 1), 12=2365(LC 1), 10=215(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2849/633, 3-4=-2502/620, 4-5=-1422/381, 5-6=-408/163, 6-7=-202/1201, 7-8=-213/1139, 8-9=-242/1195, 9-10=-142/574 BOT CHORD 2-15=-611/2634,14-15=-357/1679,13-14=-1151772, 12-13=-28/350,11-12=-507/139, 10-11=-507/139 WEBS 3-15=-502/105, 4-15=-247/836, 4-14=-826/198, 5-14=-290/1015, 5-13=-824/170, 6-13=-215/845, 9-12=-801/217, 9-11=-69/268, 8-12=-322/63, 6-12=-2162/451 VOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=4.2psf; h=Oft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed, porch left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard X WARKNG - Verify design parsmders sxr d PFAD MTW ON 7WIS AND INCLUDED hTtTEK REFERENCE PAGE ffiTr-7473.BEMRE LW 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 responsib;llity 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 Southern Pine !SP of SPu) lumber is s i'led, the desfan values are those effective 0011202 bvAL'S or oroDosed by SF41 Q?,0 ESS1� 9 S cc C 04 33 X MiTek" 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 5, 2012 Job Truss Truss Type Qty Ply Santerra R35421779 PLAN_2A A01C DBL. FINK 4 1 lob Reference (optional) BMC, Indio, CA - 92203 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Nov 0513:22:45 2012 Page 1 ID:6pLOYleeEQC4Nf_cnfz_HyZRd3-?nOWAB FsGD6FzaTxocQvcgOd8LCpQYMwjY4fM9yMBl0 t-0-0 7-0-0 4-3-1 20-11-12 5 1 Bb-0 3111$ 41-11-8 4}-0 7-0-0 7-3-0 64Y11 4-0-5 3E-3 6-5-0 7-0-0 5ar1e=1:71.6 802 MT20H = 4.00 F12 4x6 = 11 10 4.4 = 5.8 = 5.8 = = 3.6 = 1.5x4 II 34 8-11-12 Ill —1 54-1 8 34-11-8 41$-8 41- -8 8-11-12 7-11-11 8-0-10 38-3 6-54 6-9-0 Plate Offsets (X.Y):14:0-3-0.0-3-01.16:0-2-8.0-3-81.112:0-4-0.0-3-01,[13:0-4-0 0-3-01 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 IBC2009fTP12007 LUMBER TOP CHORD 2 X 4 DF No.1&Btr G BOT CHORD 2 X 4 DF No.1&Btr G WEBS 2 X 4 OF Stud G CSI DEFL in (loc) I/deFl L/d TC 0.56 Vert(LL) 0.17 2-14 >999 240 BC 0.61 Vert(TL) -0.52 2-14 >650 180 WB 0.80 Horz(TL) 0.06 11 n/a n/a (Matrix) BRACING TOPCHORD BOTCHORD WEBS REACTIONS (lb/size) 2=1139/0-3-8 (min. 0-1-8), 11=2431/0-3-8 (min. 0-2-9), 9=155/Mechanical Max Horz2=72(LC 5) Max Uplift2=-274(LC 3), 11=-508(LC 4), 9=-60(LC 6) Max Grav2=1139(LC 1), 11=2431(LC 1), 9=273(LC 8) PLATES GRIP MT20 220/195 MT20H 165/146 Weight: 187 lb FT = 20% Structural wood sheathing directly applied or 3-9-5 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. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2500/559, 3-4=-2147/545, 4-5=-1058/305, 5-6=0/277, 7-8=-258/1266, 8-9=-179/508 BOT CHORD 2-14=-544/2305, 13-14=-289/1331, 12-13=-47/444, 11-12=-1134/293, 10-11=-444/120, 9-10=-444/120 WEBS 3-14=-514/107, 4-14=-249/849, 4-13=-822/198, 5-13=-290/1010, 5-12=-1265/242, 8-11=-975/263, 8-10=-77/301, 7-11=-2010/387, 7-12=-341/1541 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05, 85mph; TCDL=6.Opsf; BCDL=4.2psf; h=Oft, Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 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) 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 is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard OQ?,OFESS%CO CD ( S. C 433 5,2012 ® WARMNNfix - Verify dms* rsaramaiers andREAD NOI ES OItN7WIS dM? 1XCLUDED MTLIK F2MPEREME PAGE KIY-7473 BEFORE fa,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 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 responsibillity of the MiTek' 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 Quarity 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 Southern Pine (SP or S.bps lumberiB specified, the design values are those effective rJ�0V2i112 by ALSO or Dropospil by SPIu., Job Truss Truss Type Qty Ply Santerra R35421780 PLAN_2A A01D DBL. FINK 5 1 Job Reference o (tonal BMC, Indio, CA - 92203 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Nov 05 13:22:47 2012 Page 1 I D:6pLOYleeEQC4Nf_crrfz_HyZRd3-yA7HbsH6ogMyDudJvl SNh5TzV8t3uSsDAsZmR2yMBIM 1k0 7-0-2 14- -1 20-11-1 5-0-1 281i-0 34-11-6 41-t t-6 -0-0 7-0-2 7-2-15 6A1t 4-0-6 3U-3 6-5-2 7-0-2 Scale = 1:72.5 ax12 MT20H = 4.00 12 4.4 = 4.4 = 4x4 = so = 6x8 = 5x8 = 3.6 = 1.5x4 II 8-t1-12 6-11-7 25-0-1 29$-0 39-11-6 41 $-9 41- A 8 11 12 7 11 11 8-0 10 - T13 6-5- 6 9 2 0. -0 'late Offsets (X Y): [4:0-3-4 0-3-01 16:0-2-8 0-3-8j [13:0-3-12 0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP rCLL 20.0 Plates Increase 1.25 TC 0.56 Vert(LL) 0.17 2-14 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.63 Vert(TL) -0.52 2-14 >657 180 MT20H 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.80 Horz(TL) 0.06 11 n/a n/a BCDL 10.0 Code IBC2009frP12007 (Matrix) Weight: 204 lb FT = 20 LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-8-8 oc purlins. BOT CHORD 2 X 4 DF No.1 &Btr G *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 12-13: 2 X 6 DF No.2 WEBS 1 Row at midpt 5-12 WEBS 2 X 4 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=1167/0-3-8 (min. 0-1-8), 11=2579/0-3-8 (min. 0-2-12), 9=130/Mechanical Max Horz2=72(LC 5) Max Uplift2=-281(LC 3), 11=-544(LC 4), 9=-58(LC 7) Max Grav2=1167(LC 1), 11=2579(LC 1), 9=250(LC 8) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2587/580, 3-4=-2236/566, 4-5=-1153/324, 7-8=-277/1342, 8-9=-140/580 BOT CHORD 2-14=-564/2387,13-14=-316/1459,13-15=-54/503,15-16=-54/503,12-16=-54/503, 11 -1 2=-1 211/314, 10-11 =-512/138, 9-1 0=-512/138 WEBS 3-14=-513/106, 4-14=-2397794, 4-13=-810/197, 5-13=-311/1096, 5-12=-1294/254, 8-11=-975/263, 8-10=-76/296, 7-11=-2066/394, 7-12=-356/1634 gOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.Dpsf; BCDL=4.2psf; h=0ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 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) 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 is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 75 lb down and 18 lb up at 18-5-12, and 75 lb down and 18 lb up at 23-5-12 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: 2-9=-20, 1-5=-68, 5-9=-68 Concentrated Loads (Ib) Vert: 15=-75 16=-75 I fAARWNG - Verify design parxmetem andREAD h07M ON rRIS AND INCLUDED MTLT:rf tM}FERBTKiE TAGS HU-7473 BEFORE 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 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 iafefy, Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314, f Southern Pine fSP car SPAY lumber is soccified, the desimi values are those effertive 0&'01f2942 be AL5<2 or orcoosed by SP:S. MiTek` 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Santana R35421781 PLAN_2A A01DA DBL. FINK 1 1 Job Reference (or)tional BMC, Indio, CA - 92203 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Nov 05 13:22:48 2012 Page 1 ID:6pLOYleeEQC4Nf_crrfz_HyZRd3-QMhfoCHkZ8Upg2CWrIzcE102pY9FdyINP WIJzUyMBIL 1-0.0 7-0- 14- 1 0.1 -12 5-0-1 28$-4 34-11$ 41-11-8 -0-0 7-0-2 7-2-15 68-1 t 40-5 3$J 65-2 7-0-2 Sale =1:72.4 400 12 Sx8= 5x8 = 3.4 = 414 = 414 = 4x9 = 1 10 5x8 = 7.10 = 6.10 MT20H = T 4 = 1.5x4 II 34-11$ 41$$ 41 t $ 8 11 12 7 11 17 8-0-t0 3-6-3 6-5- .19 2 0. date Offsets (X Y)� f2:0-3-3 Edael f4:0-3-4.0-3-41. f6:0-2-0.0-3-81. f9:0-0-3.Edgel. f12:0-4-12.0-2-121 -OADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.91 Vert(LL) 0.32 13-14 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.89 Vert(TL) -1.07 13-14 >463 180 MT20H 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.63 Horz(TL) 0.32 9 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 204 lb FT = 20 LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G 'Except' TOP CHORD Structural wood sheathing directly applied. 6-9: 2 X 4 OF 240OF 2.0E G BOT CHORD Rigid ceiling directly applied or 6-5-8 oc bracing. BOT CHORD 2 X 4 DF No.t&Btr G *Except* MiTek recommends that Stabilizers and required cross bracing _ 12-13: 2 X 6 DF No.2 be installed during truss erection, in accordance with Stabilizer WEBS 2 X 4 DF Stud G Installation guide. REACTIONS (lb/size) 2=1979/0-3-8 (min. 0-2-2), 9=1897/Mechanical Max Horz2=72(LC 5) Max Uplift2=-448(LC 3), 9=-418(LC 4) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5062/1089, 3-4=-4724/1078, 4-5=-3794/867, 5-6=-3746/850, 6-7=-3756/822, 7-8=-4179/917, 8-9=-4959/1082 BOT CHORD 2-14=-1035/4725, 13-14=-813/3932, 13-15=-557/2996, 15-16=-557/2996, 12-16=-557/2996, 11-12=-780/3912, 10-11=-981/4605, 9-10=-981/4605 WEBS 3-14=-481/99, 4-14=-210/675, 4-13=-764/185, 5-13=-316/1116, 5-12=-286/1018, 8-11=-769/216, 8-10=-72/283, 7-12=-686/186 VOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=4.2psf; h=Oft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed, Lumber DOL=1.25 plate grip DOL=1.25 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) 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 is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSIrrPI 1. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 75 lb down and 18 lb up at 18-5-12, and 75 lb down and 18 lb up at 23-5-12 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: 2-9=-20, 1-5=-68, 5-9=-68 Concentrated Loads (Ib) Vert: 15=-75 16=-75 ® WA,RWING • Verify design parsrncters andRE.XD NGTW ON THIS AND INCLUDED +i51=it.�f.E?a EME PAGE KIY-7473 BEF'OPX USZ Design valid for use only with M1ek 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 erector. Addtional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, sloroge. delivery, erection and bracing, consult ANSI/TPIt Quality Criteria, DSB-89 and BCSI Building Component Safety Infoanation available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. if Southern Pine (Sl1 or SPp) lumber is specified, the design values are those effectiva 06:1111121)rll2 by ALA' or slronosed bu &MR, op,,o ESS/6,ul 9l Co 1r: C 04VR` IMIELM tG� C=� N Nil MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 5,2012 Job Truss Truss Type Qty yTJobnReference [1 R35421782 PLAN2A _ A01E DBL. FINK 1 2 (optional) BMC, Indio, CA - 92203 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Nov 05 13:22:50 2012 Page 1 ID:6pLOYleeEQC4Nf crrfz_HyZRd3-MIpPDuJ_511X4MMubA04Jj5XcMwRSzUfsgnQ2NyMBIJ 1-0.0 7�2 14-3- 20-11-12 27$-7 34-11$ 41-11-8 -0-0 7Z2 7-2-15 6$-11 6$-11 7-2-15 7-0-2 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. 400 12 5r6 = Smle = 1:72.5 3 10 = 3.4 = 4.4 = 4.4 = 4.4 = 3.4 = 4.6 = &8 = BA 1-1 16-11-7 2 -1 3 -11-1 41$.8 41- $ 8-1 1-12 7-11-11 8%-10 7-11-11 8$-12 0. _OADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d FCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) 0.20 11-12 >999 240 TCDL 14.0 Lumber Increase 1.25 BC 0.52 Vert(TL) -0.58 11-12 >859 180 BCLL 0.0 Rep Stress Incr NO WB 0.17 Horz(TL) 0.16 8 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) LUMBER TOP CHORD 2 X 4 DF No.1 RBtr G BOT CHORD 2 X 4 OF No.18Btr G *Except* 10-11: 2 X 6 DF No.2 G WEBS 2 X 4 OF Stud G REACTIONS (lb/size) 2=1979/0-3-8 (min. 0-1-8), 8=1897/0-3-8 (min. 0-1-8) Max Horz2=72(LC 14) Max Uplift2=-1144(LC 9), 8=-1114(LC 12) Max Grav2=2675(LC 8), 8=2593(LC 7) PLATES GRIP MT20 220/195 Weight: 399 lb FT = 20 BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-2 oc pudins. BOT CHORD Rigid ceiling directly applied or 8-3-6 oc bracing. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-7188/3121, 3-4=-6141/2467, 4-5=-4513/1558, 5-6=-4476/1532, 6-7=-6014/2411, 7-8=-6918/3031 BOT CHORD 2-12=-3045/6646, 11-12=-2009/5128, 11-13=-949/3385, 13-14=-562/3001, 10-14=-932/3368, 9-10=-1935/5073, 8-9=-2819/6448 WEBS 3-12=-501/120, 4-12=-289f752, 4-11=-797/215, 5-11=-324/1120, 5-10=-325/1104, 6-10=-779/218, 6-9=-296/706, 7-9=-460/125 NOTES 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc, 2 X 6 - 2 rows at G-9-0 oc. Webs connected as follows: 2 X 4 - 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=4.2psf; h=0ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) A plate rating reduction of 20 % has been applied for the green lumber members. 7) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSIIrPI 1. 8) 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 41-8-8 for 100.7 plf. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 75 lb down and 18 lb up at 18-5-12, and 75 lb down and 18 Ib up at 23-5-12 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 Continued on page 2 WARNING - Ver%fg rteslgn par-arnders and READ N07W ON 7 IS AND INCLUDED IMTEK REFEREWE PAGE Mir-7473 BEFORE IJWE Design valid for use only with MiTek 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 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 BuBdng Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312 Alexandria, VA 22314. if 5iitlthern Pine (SP or SPp) lurnberis soeeined, the desgn vzlues ere those effective €75.91I20,2 by ALSC or oronosed by SP1q, M1, MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Santerra R35421782 PLAN_2A A01E DBL. FINK 1 Job Reference (optional) BMC, Indio, CA-92203 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 2-8=-20, 1-5=-68, 5-8=-68 Concentrated Loads (lb) Vert: 13=-75 14=-75 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Nov 05 13:22:50 2012 Page 2 I D:6p LOYI eeEQ C4 Nf_crrfz_HyZRd3-M IpP DuJ_511X4MMubA04Jj5XcMwRSzUfsgnQ2NyM B IJ ® iysR-WNG - Verlfy design Ssaramete s and PFAD N07W ON THIS AND eNCLVDL,_n AUTEKREYBREAE15PAGE 1191-7473 BEFOPS USE, 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 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. 3f Soutttern Pine (SP or Sap) lumberis specificr3, the design vaitles are those efte&ve 05.` V2012 by, ALsF cr proposed by SMB. iTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Santerra R35421783 PLAN_2A A01F DBL. FINK 2 1 Job Reference o tional BMC, Indio, CA - 92203 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Nov 05 13:22:52 2012 Page 1 ID:6pLOYleeEQC4Nf cnfz_HyZRd3-17xAeaLFdM?FJfWHib2YO8Bky9XYZocyK8GMFyMBIH 1-0-0 7 14-3-1 0-1 -1 7-8J 34-1t8 41-118 -0-0 7-0-2 7-2-7s 6A-11 6-0-11 7-2-1s 7-0-2 Sale = 1:72A �11 4.00 12 5.8 = 5.8 = 4x4 = 5.8 = 5.8 = 4x4 = 5x8 = B-11-12 + 161 _1 25-0-1 32-11-12 8-17-72 7-11-11 &0-10 7-11-11 I 41-t1A 8-77-12 Plate Offsets (X Y): 12:0-3-3 Edael 14:0-3-4 0-3-4] ]6:0-3-4.0-3-4] ]8:0-3-3 Edgy f11:0-4-0 0-3-41 112:04-0 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 0.84 Vert(LL) 0.34 11-12 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -1.14 11-12 >439 180 BCLL 0.0 Rep Stress Incr NO WB 0.45 Horz(TL) 0.31 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 185lb FT = 20 LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-3-7 oc puffins. BOT CHORD 2 X 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 6-7-5 oc bracing. WEBS 2 X 4 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=1914/0-3-8 (min. 0-2-1), 8=1914/0-3-8 (min. 0-2-1) Max Horz2=-69(LC 6) Max Uplift2=-432(LC 3), 8=-432(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4861/1041,3-4=-4524/1029,4-5=-3478/798,5-6=-3478/798,6-7=-4524/1029, 7-8=-4861 /1041 BOT CHORD 2-13=-985/4536, 12-13=-740/3621, 11-12=-503/2741, 10-11=-691/3621, 8-10=-936/4536 WEBS 3-13=-482/100, 4-13=-241/811, 4-12=-814/196, 5-12=-286/999, 5-11=-286/999, 6-11=-814/196, 6-10=-241/811, 7-1 0=-482/1 00 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=4.2psf; h=Oft; Cat. II; Exp C; enclosed, MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 4) A plate rating reduction of 20 % has been applied for the green lumber members. 5) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSUTPI 1. LOAD CASE(S) Standard ESS/o/V ©�¢4E S. C 04 'rn * EXP i 5,2012 i?TARXA°G - Verify design nararr dem and READ 1VOTES ON THIS AND INCLUDED 7l17TBK P.EI^ERENr-E PAGE M13-7473 BEFORE IJSE. 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 Dot �e`•. 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 ovaBobie from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 22314. t^ Citrus Heights, CA, 95610 9f Snu%hern Pine Isis or 'Pp) lumber is s„ec,fird, the design values are those sffcctiv:< 06!91JFM2 byALSC or Drovosed' by SP15, Job Truss Truss Type Qty Ply Santerra R35421784 PLAN_2A A01FA DBL. FINK 4 1 Job Reference (optional) BMC, Indio, CA - 92203 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Nov 05 13:22:53 2012 Page 1 ID:6pLOYleeEQC4Nf crrfz_HyZRd3-mJWswLtOg76xp5TGIZnxMjv5ZtRIFg6YoO4fhyMBIG ,t-40I 7-0-2 i 14-3-1 INI-12 i 27-8-7 i 34-"7 41-11-8 14}-0 7-0-2 7-2-15 6-B-11 6-8-11 7-2-15 7-0-2 ' Smle = 1:71.5 400 12 5.8 = 5x8 = 4x4 = 5x8 = 5x8 = 4.4 = 5.8 = .OADING (psf) SPACING 2-0-0 CSI CLL 20.0 Plates Increase 1.25 TC 0.88 TCDL 14.0 Lumber Increase 1.25 BC 0.89 BCLL 0.0 Rep Stress Incr NO WB 0.45 BCDL 10.0 Code IBC2009/TP12007 (Matrix) LUMBER TOP CHORD 2 X 4 DF No.1 &Btr G BOT CHORD 2 X 4 DF No.1&Btr G WEBS 2 X 4 DF Stud G DEFL in (loc) I/defl L/d PLATES GRIP Vert(LL) 0.3410-11 >999 240 MT20 220/195 Vert(TL) -1.14 10-11 >438 180 Horz(TL) 0.31 8 n/a n/a Weight: 184 lb FT = 20 % BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-3 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-7-3 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=1916/0-3-8 (min. 0-2-1), 8=1832/0-3-8 (min. 0-1-15) Max Horz2=72(LC 5) Max Uplift2=-432(LC 3), 8=-403(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4865/1041, 3-4=-4528/1029, 4-5=-3482/798, 5-6=-3483/799, 6-7=-4541/1036, 7-8=-4866/1049 BOT CHORD 2-12=-989/4539, 11-12=-744/3625, 10-11=-507/2744, 9-10=-705/3628, 8-9=-955/4556 WEBS 3-12=-482/100, 4-12=-241/811, 4-11=-814/196, 5-11=-286/999, 5-10=-286/1001, 6-10=-818/198, 6-9=-246/824, 7-9=-488/102 NOTES 1) Unbalanced roof live loads have been considered for this design. ?) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=4.2psf; h=Oft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 3) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard ® fNAWNG - Verify dasign param6tra and READ NOTM ON rRIS AND INCLUDED.lYUTEK RFYRR _E PAGE Mir-7473 BEMRE 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, defvery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Sheet, Suite 312, Alexandria, VA 22314. if Snuthcrn Piave (SP or SPp} lumber is sn_c;fied,the desifln vallues are those effective 00111012 byALSC or Dr000scdby SPIE, OygpFESSI S. C- m � C 49�43-31,rn !mwwfiv.3�= ber 5,2012 MiTek° 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Santerra R35421785 PLAN_2A A01FAP DBL. FINK 4 1 ob Reference o tional BMC, Indio, CA - 92203 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Nov 05 13:22:55 2012 Page 1 I D:6pLOYleeEQC4Nf_cnfz_HyZRd3d icIGbN7wHNgA7EsNjcFOnpEkNXTmAIP06V BjayMBIE 1-D-0 7-0-4 143-3 2 11-1 7-8-5 34-11-0 41-1 8 7-2-15 6b-9 6.8-9 7-2-t5 7-0-0 Bale = 1:72.4 4.00 12 5x8 = �9 Sxa = 3x4 = 4x4 = 4x4 = 4x4 = V 3.4 = 5.8 = Bx12 MT20H = ax12 MT20H = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.93 Vert(LL) 0.34 11-12 >999 240 MT20 2201195 TCDL 14.0 Lumber Increase 1.25 BC 0.91 Vert(TL) -1.12 11-12 >445 180 MT20H 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.42 Horz(TL) 0.32 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 200 Ito FT = 20% LUMBER TOP CHORD 2 X 4 DF No.1&Btr G BOT CHORD 2 X 4 DF No.1 &Blr G `Except* 10-11: 2 X 6 OF No.2 G WEBS 2 X 4 DF Stud G BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-5-5 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=1991/0-3-8 (min. 0-2-2), 8=1907/0-3-8 (min. 0-2-1) Max Horz2=72(LC 5) Max Uplift2=-450(LC 3), 8=-420(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5095/1096, 3-4=-4758/1085, 4-5=-3834/875, 5-6=-3834/875, 6-7=-4772/1092, 7-8=-5096/1104 BOT CHORD 2-12=-1041/4756, 11-12=-820/3971, 11-13=-567/3031, 13-14=-567/3031, 10-14=-567/3031,9-10=-780/3974,8-9=-1007/4773 WEBS 3-12=-480/99, 4-12=-209/672, 4-11=-766/185, 5-11=-311/1108, 5-10=-311/1110, 6-10=-770/188, 6-9=-217/684, 7-9=-486/102 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf, BCDL=4.2psf; h=Oft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 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) A plate rating reduction of 20 % has been applied for the green lumber members. 6) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 75 lb down and 18 lb up at 18-5-12, and 75 lb down and 18 lb up at 23-5-12 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: 2-8=-20, 1-5=-68, 5-8=-68 Concentrated Loads (lb) Vert: 13=-75 14=-75 ® idr .3i'Z4 NO Verify 6!sign paramef em and DEAD N07BS ON THIS AND IA"CLi DED IWTSK REFERENCE PAGE IWIT747J BEFORIS 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 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, DS111-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314, if Southem Prce ; SP or SPO lumbers soewfed!, the des ;an vaiues are those effcetive f7fi10112012 by ALSO Or DroDosed by SP2, w9t MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 5,2012 Job Truss Truss Type Ply Santerra 7tyPLAN_2A R35421786 AO1G GABLE 1 Job Reference (optional) BMC, Indio, CA - 92203 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Nov 05 13:22:57 2012 Page 1 I D:6pLOYleeEQC4Nf_cnfz_HyZRd3-f5k3hHOORvdYPQOEV8ej5CudrAIPE_EhTQ_HoTyMBIC 1-0-0 7-0-0 14-3-3 -11-12 27$-5 34-11-0 41-11� -0-0 7-0-0 7-2-15 6A-9 6$9 7-2-15 7-0-0 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE S.Ie =1:73.3 SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. &12 = 4.00 F12 4.6 5 3x6 Sx6 = 4.4 = 4.6 15 14 t3 i] 4.6 = 5.6 = &a = B-11-14 I 16-11-7 F 25-0-1 I 8-11-14 7-11-9 8%-10 32-11 -1 0 7-11-9 .11-14 'late Offsets (X Y): I2:0-2-1 0-0-3l. f7:0-2-12.0-3-4j, [9:0-2-13 0-0-1j [12:0-2-8 0-3-0] I13:0-4-0 0-3-81 .OADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP .CLL 20.0 Plates Increase 1.25 TC 0.76 Vert(LL) 0.21 9-11 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 125 BC 0.63 Vert(TL) -0.47 9-11 >634 180 BCLL 0.0 Rep Stress Incr NO WB 0.81 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 193 lb FT = 20 LUMBER BRACING TOP CHORD 2 X 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 3-2-6 oc purlins. BOT CHORD 2 X 4 DF No.1 &Bit G BOT CHORD Rigid ceiling directly applied or 4-8-6 oc bracing. WEBS 2 X 4 DF Stud G WEBS 1 Row at midpt 4-14, 6-13 OTHERS 2 X 4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 17-11-8 except Qt=length) 9=0-3-8. (lb) - Max Horz 2=-82(LC 16) Max Uplift All uplift 100 lb or less at joint(s) except 2=-327(LC 9), 14=-416(LC 20), 13=-1462(LC 12), 9=-722(LC 12), 15=-881(LC 20) Max Grav All reactions 250 lb or less at joint(s) except 2=582(LC 21), 14=771(LC 21), 13=3306(LC 7), 9=1431(LC 7), 15=1096(LC 21) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-984/997, 3-4=-1495/1820, 4-5=-2042/2919, 5-6=-1456/2386, 6-7=-1109/904, 7-8=-2292/1140, B-9=-3393/1830 BOT CHORD 2-15=-905/981, 14-15=-7211646, 13-14=-1976/1229, 13-17=-1629/1594, 12-17=-1679/1594, 11-12=-1533/2175, 9-11=-1775/3148 NEBS 3-14=-1130/721, 4-14=-1393/1818, 4-13=-1183/673, 6-13=-2403/1016, 6-12=-309/1021, 7-12=-822/202, 7-11=-263/879, 8-11=-531/119, 3-15=-1310/1331 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05. 85mph; TCDL=6.Opsf; BCDL=4.2psf; h=Oft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 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 1-2002. 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) A plate rating reduction of 20 % has been applied for the green lumber members. Q !I 7) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSIfTPI 1. 4 8) This truss has been designed for a total drag load of 4400 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag 9 loads along bottom chord from 0-0-0 to 17-11-8 for 245.0 plf. C-1 LOADCASE(S) Standard LU I� !1A 04 9J in li T) * - *_ 5,2012 ® €€ARAITAIG - VeHfy cf wigrt aararzid em a nd PEAD NOTES ON MISAND FNCLODED MTEK PEFiREME PAW 1-7473 BEFORE USB? 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 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 Information available from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 22314. 1 Citrus Heights, CA, 95610 If Southern pipe (SP or SPIA lumber is specified, the aesim values are those effective irV01.2012 bvALSC of Dmxtosed In, SP.S, Job Truss Truss Type Qty Ply=ObnRerference R35421787 PLAN_2A A01H DBL. FINK 7 (optional) BMG, Indio, CA - 92203 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Nov 05 13,22:59 2012 Page 1 ID:6pLOYleeEQC4Nf cnfz_HyZRd3-bTsp6zQezWtGfkYdcZgCBdz_nypivD_xkTOsLyMBIA 1-0-0 8-1 -t4 14 -3 20-11-12 27A-5 34-11-0 41-1143 4 -17 -0-0 7-0-0 1-t1-10 535 6-8-9 6-8-9 7-2-15 70 -4 Scale = 1:72.4 I 4.00 12 5.6 = 3x6 = 4.6 = 5.8 = Sxe = 4.4 = 4x8 = ax6 = 4{ L15-14 I 1611-7 25-0-1 104&114 7-119 I 41.11-8 8-11-14 ?late Offsets (X.Y): t5:0-2-12 0-3-41 I7:0-3-4 0-3-01,j12:0-4-0 0-3-01 f13:0-4-0 0-3-41 -OADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP i CLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) 0.22 9-11 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.76 Vert(TL) -0.68 9-11 >657 180 BCLL 0.0 Rep Stress Incr NO WB 0.71 Horz(TL) 0.16 9 n/a n/a BCDL 10.0 Code IBC20091TP12007 (Matrix) Weight: 191 Ib FT = 20 % LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 2-8-15 oc purlins. BOT CHORD 2 X 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 5-1-8 oc bracing. WEBS 2 X 4 OF Stud G WEBS 1 Row at midpl 5-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=-346/0-3-8 (min. 0-1-8), 9=1641/0-3-8 (min. 0-1-12), 15=2534/0-3-8 (min. 0-2-11) Max Horz2=-69(LC 6) Max Uplift2=-357(LC 8), 9=-379(LC 4), 15=-552(LC 3) Max Grav2=92(LC 4), 9=1641(LC 1), 15=2534(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-400/1823, 3-4=-366/1794, 4-5=-1353/332, 5-6=-2220/524, 6-7=-2623/631, 7-8=-3684/866, 8-9=-4026/878 BOT CHORD 2-15=-1669/397, 14-15=-107/490, 13-14=-396/2045, 12-13=-326/1928, 11-12=-533/2811, 9-11=-782/3746 WEBS 4-14=-252/1156, 5-14=-1125/193, 6-13=-127/358, 6-12=-285/1000, 7-12=-819/197, 7-11=-244/824, 8-11=-491/102, 4-15=-3027/635 VOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=4.2psf; h=Oft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard �9� �4¢aFESSIS. ¢� 0Q� C 04 Exp.3- ; OF 5,2012 ® 64r1i7eldTNO - Verify dzsigri _prtt zmzlers ztxd PF—AD NOTM ON TRIS AAV INCLUDED fia TEI ZEFEKETSCE PAGE MU-7473 BEFORE ice. 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 Miler K1 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 If Southern pine (SPor SPp) lumberis sDecifleed,the design values are those effccii e 0&:f14 2012byALSG or Dr000sed by SP45. Job Truss Truss Type Qty Ply Santerra R35421788 PLAN_2A A01J GABLE 1 1 Job Reference o tional orvn., 111ulo, l m - Shea /.ZOU s Aug zo zul 1 MI t eK Industries, Inc. Man NOV Ub 13:23:1b 2U12 Hage l ID:a?ummefG?kKx?pZoOZACXVyZRd2-blOEhndlzkOrBLLu6dUBNCAI I ruWBi9Urt4oysyMBkv 0-11- 2 41-11-8 4 -71 4}17 20-11-12 20-11-12 1-0-0 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT S 1a =1:72A LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE ON PAGE 2. 7x10 4,00 12 3K4 3x4 8 9 10 h6= 3.6= 5.8 I 44 43 42 41 40 39 38 37 36 35 M 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 5.8 II 3.4 = 5.6 = 5.6 = 3x4 = 'ale Offsets (X,Y): [2:0-0-3,Edge], [2:0-5-6,0-1-10), [6:0-3-10,0-2-8], [6:14-7-0,0-0-3], [8:21-9-7,0-0-3], [9:0-6-12,0-2-0], [10:18-0-4,13-3-6), [12:0-3-10,0-2-8], [12:25-2-10,13-3-6] . [16:0-5-6 0-1-101 [16:0-0-3,Edge1 [28:0-2-0 0-3-01, f36:0-2-0 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 0.13 Vert(LL) -0.01 2-45 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.14 Vert(TL) -0.03 2-45 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.28 Horz(TL) 0.01 16 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Weight: 335 lb FT = 20% LUMBER TOP CHORD 2 X 4 DF No.18Btr G BOT CHORD 2 X 4 DF No.18Btr G WEBS 2 X 4 DF Stud G OTHERS 2 X 4 OF Stud G BRACING TOP CHORD BOT CHORD REACTIONS All bearings 37-5-8 except (jt=length) 2=0-5-8. (lb) - Max Horz45=69(LC 13) Max Uplift All uplift 100 lb or less at joint(s) 19, 44 except 2=-326(LC 9), 23=-365(LC 12),24=-347(LC 15),27=-222(LC 12), 29=-21 1(LC 15),45=-125(LC 9), 41=-358(LC 9), 40=-345(LC 14), 37=-221(LC 9), 35=-209(LC 14), 16=-281(LC 12) Max Grav All reactions 250 lb or less at joint(s) 18, 20, 21, 22, 25, 26, 30, 31, 44, 43, 42, 39, 38, 34, 33 except 2=554(LC 21), 32=342(LC 7), 19=405(LC 20), 23=586(LC 20), 24=469(LC 8), 27=428(LC 20), 29=366(LC 22), 45=507(LC 21), 41=584(LC 21), 40=467(LC 7), 37=426(LC 21), 35=365(LC 19), 16=520(LC 20) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. FOP CHORD 2-3=-947/833, 3-4=-722/644, 4-5=-532/526, 5-6=-321/392, 6-7=-289/381, 7-8=-293/342, 10-11 =-286/330,11-12=-282/359, 12-13=-314/370, 13-14=-524/504, 14-15=-713/616, 15-16=-946/826 BOT CHORD 2-45=-810/860, 44-45=-568/628, 43-44=-507/562, 42-43=-441/508, 41-42=-387/447, 40-41=-326/387, 39-40=-377/433,38-39=-310/366,37-38=-249/305,26-27=-242/291, 25-26=-303/352, 24-25=-370/419, 23-24=-300/378, 22-23=-360/438, 21-22=-421/499, 20-21=-481/559, 19-20=-535/613, 18-19=-602/680, 16-18=-783/843 WEBS 9-32=-324/0, 15-19=-416/90, 14-23=-562/375, 11-27=-403/232, 3-45=-399/88, 4-41=-558/368, 7-37=-402/231, 7-35=-347/226, 4-40=-466/377, 11-29=-348/228, 14-24=-468/379 Structural wood sheathing directly applied or 6-0-0 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=6.Opsf; BCDL=4.2psf; h=Oft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 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 ANSIrrPI 1-2002. 4) All plates are 1.5x4 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 nonconcurrenl with any other live loads. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Continued on page 2 WARKMG - Va iy &.igsptzrzrnde,. nand AD NOTFZ ON THIS AND INCLUDED 9i TSK REFER CE PAU Mir-747.2 BEFORE 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 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 brocing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Intormatlon available from Truss Plate Insti}ute, 761 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southern Fire {SP or Sr'p) lumbers specified, the, design values are those effesthve 05101120/2 byALSC or propased by s'P18. oy?,o ESSIp �I S. � C 046,CRm MR, MiTek` 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 5, 2012 Job Truss Truss Type Qty Ply Santerra R35421788 PLAN_2A A01J GABLE 1 1 ob Reference o (tonal bmc, Into, GA - `iz[ub 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Nov 05 13:23:16 2012 Page 2 ID:a?ummefG?kKx?pZoOZACXVyZRd2-blOEhndlzkOrBLLu6dUBNCAI I ruWBi9Urt4oysyMBkv NOTES 9) This truss has been designed for a total drag load of 1900 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 41-11-8 for 45.3 plf. LOAD CASE(S) Standard ® W-AUtAf NG - Verify ar.s gn pn..mdem and F F-4D NJM ON 7711S AND 1NC{;S3DED 1WTFX REFM5WE PACE TT1 l 7473 BBFORS 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 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 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. S0 athern pine (SP or SP''p) Iumbaris s>e dfiedI the des1mn vzties ore those effective 09T71!21)1.2 by ALSC or DroDos edby 9pi8, ME MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Santerra R35421789 PLAN_2A B01A HIP 1 2 Job Reference (optional) BMC, Indio, CA-92203 8-0-0 6x8 = 4-6-0 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Nov 05 13:23:18 2012 Page 1 ID:a?ummefG?kKx?pZoOZACXVyZRd2-Y7V?5TfZVMGZRfV HE2WFSdGHjeUPfeBnIBZu01yMBkt XWEI 4-6-0 &8 = 8-M Scale = 1:43.9 4.6 % 1.5x4 II 5.8 = 1.5.4 11 4.61 Plate Offsets (X Y): f2:0-5-5 0-2-01 f6:0-5-5 0-2-01 f8:0-4-0.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL - 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.16 8 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.56 Vert(TL) -0.55 8 >538 180 BCLL 0.0 Rep Stress Incr NO WB 0.19 Horz(TL) 0.15 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 190 lb FT = 20% LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-0-3 oc purlins, except BOT CHORD 2 X 4 DF No.18Btr G 2-0-0 oc puffins (5-2-7 max.): 3-5. WEBS 2 X 4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 6=2393/0-5-8 (min. 0-1-8), 2=2484/0-5-8 (min. 0-1-8) Max Horz2=34(LC 5) Max Uplift6=-330(LC 4), 2=-362(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6627/828, 3-4=-7036/876, 4-5=-7036/876, 5-6=-6640/836 BOT CHORD 2-9=-757/6202, 8-9=-751/6146, 7-8=-744/6161, 6-7=-749/6217 WEBS 3-9=-101/989, 3-8=-129/1215, 4-8=-885/147, 5-8=-128/1207, 5-7=-104/995 NOTES 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Webs connected as follows: 2 X 4 - 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=4.2psf; h=Oft; Cal. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 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) A plate rating reduction of 20% has been applied for the green lumber members. 8) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Design assumes 4x2 (Flat orientation) puriins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 763 lb down and 49 lb up at 17-0-0, and 763 lb down and 49 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the pF ESSI responsibility of others. 04 S LOAD CASE(S) Standard C i 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pig uj Vert: 1-3=-68, 3-5=-162(F=-94), 5-6=-68, 2-9=-20, 7-9=-48(F=-28), 6-7=-20 CC rConcentrated Loads (lb) 003 Vert: 9=-763(F) 7=-763(F) * * i 5, 2012 ® WARKING - Verify d4siga parzmcdtvs =d READ Nt37y3.S ON 7WIS ARID INCLUDED ]M?*—PK RFFEREME PAGE Iffr 7473 BEFOREUSE, 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 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 Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312 Alexandria, VA 22314. Citrus Heights, CA, 95610 of St thern Pir:£ {S¢ of Spp) lumber'us spe6fied:, the design values arechose effective 0&T112812: bv'ALSC or rimoosed. by SPi6, Job T uss Truss Type Qty Ply Sant MR R35421790 PLAN_2A B01B HIP 1 1 Job Reference (ODtional orvw, ululu, s.rs-a[[vo 1-0-0 ' 5-4-14 ME /. LDu s Aug Zb ZUl1 MI I eK Inaustrles, Inc. Man Nov Ub 13:Z3:IU 2U12 Vage 1 ID:a?ummefG?kKx?pZoOZACXVyZRd2-OK3NJpfBGfOQ2p4Tn11 u_roTs2nSO3CxXrJSYByMBks W i 19-7-2 25-0-0 '1 0 4-7-2 5-0-14 fiC18 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) 0.22 2-9 >999 240 TCDL 14.0 Lumber Increase 1.25 BC 0.70 Vert(TL) -0.71 2-9 >413 180 BCLL 0.0 Rep Stress Incr NO WB 0.20 Horz(TL) 0.11 7 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD BOT CHORD 2 X 4 DF No.1&Btr G WEBS 2 X 4 DF Stud G BOT CHORD REACTIONS (lb/size) 7=1078/0-5-8 (min. 0-1-8), 2=1169/0-5-8 (min. 0-1-8) Max Horz2=40(LC 5) Max Uplift7=-244(LC 4), 2=-277(LC 3) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2583/555, 3-4=-2140/494, 4-5=-1991/479, 5-6=-2156/502, 6-7=-2604/566 BOT CHORD 2-9=-517/2402, 8-9=-405/1991, 7-8=-509/2425 WEBS 3-9=-448/111, 4-9=-108/374, 5-8=-114/375, 6-8=-457/116 soil. = 1:44.3 PLATES GRIP MT20 220/195 Weight: 102 lb FT = 20% Structural wood sheathing directly applied or 3-9-2 oc purlins, except 2-0-0 oc purlins (4-7-12 max.): 4-5. Rigid ceiling directly applied or 9-0-9 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=4.2psf; h=0ft; Cat. II; Exp C; enclosed; MWFRS (low-rise), cantilever left and right exposed , end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 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) A plate rating reduction of 20 % has been applied for the green lumber members. 6) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. LOAD CASE(S) Standard hk iPi4€ KNG - Verrfy <tcsign nvr Mef res and READ NUTO 0JV 7Y11S AND 1XCLdtDED FrF TEK REFFJZEW£ PAGE Mir 7473 BPFORe USE Design valid for use only with MiTek connectors. This design is based only upon paramelers shown, and is for an individual building component. Applicability of design paramelers and proper incorporation of component is responsibility of building designer- 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. _1i Snuthern Pire (SP or SPp) lumbers specl,red..4he design values cre those effective C .TV2tt12 bvALSC oror000sedby SPIR. ?ff MiTek` 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 5,2012 Job Truss Truss Type Qty Ply Santerra R35421791 PLAN_2A B01C HIP 1 1 Job Reference o do al 1310G, InalO, UA - `J22W -11-0-0-0-0 5-0-14 112-0-0 3-0-0 1s-0-0 /.Lau S Aug Lo eul l MI I OK Inaustnes, Inc. Mon NOV UO 13:13:1 J LUl zi t'age l ID:a?ummefG?kKx?pZoOZACXVyZR2K3NJpfGfOQ2p4TnlluroTK2oSO3FxXrJSYByMBks 19.72-O20-04-7-2 -0-0 5-0-14 7.2style=t44s 2M MINI �d .6= 7.10= 7x4= 4.6= -OADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid FCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) 0.22 2-13 >999 240 TCDL 14.0 Lumber Increase 1.25 BC 0.63 Vert(TL) 0.71 2-13 >415 180 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.11 11 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD BOT CHORD 2 X 4 DF No.1 &Btr G WEBS 2 X 4 DF Stud G BOT CHORD REACTIONS (lb/size) 11=1078/0-5-8 (min. 0-1-8), 2=1169/0-5-8 (min. 0-1-8) Max Horz2=46(LC 5) Max Upliftl 1=-239(LC 4), 2=-271(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2593/540, 3-4=-2169/482, 4-6=-276/61, 4-5=-1783/423, 5-7=-1783/423, 7-9=-1783/422, 8-9=-276/61, 9-10=-2184/490, 10-11=-2614/551 BOT CHORD 2-13=-508/2413, 12-13=-393/2016, 11-12=-495/2436 WEBS 3-13=-441/99, 4-13=-110/365, 9-12=-110/368, 10-12=-450/104 PLATES GRIP MT20 220/195 Weight: 110 Ib FT = 20% Structural wood sheathing directly applied or 3-9-3 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-9, 6-8. Rigid ceiling directly applied or 9-1-10 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. ?) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=4.2psf; h=Oft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed , end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 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) A plate rating reduction of 20 % has been applied for the green lumber members. 6) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard OQ�pFESSIp�� � C Q043- ber5,2012 ® WARKNG - Verify deign part de and REBD AMW ON TRIS AND dACLrODP-0 I&TEK RF_FF_RENrE PAGE M9-747J BEFORE USA 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 gg��� 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 If Southern Pine {SP or SPp) lumber is Specified, the design values ere those effective O6'C11.12012 by ALSO or Droposedby S1$9> Job Truss Truss Type Qty Ply Santerra R35421792 PLAN_2A B01D COMMON 5 1 Job Reference o tional tSMt:, Into, L.A-`J22U5 1-0-0 6-7-14 510-2 /.25U s Aug 252011 Mi I ek Industries, Inc. Mon Nov 05 13:23:20 2012 Page 'I ID:a?ummefG?kKx?pZoOZACXVyZRd2-U WdlMgp1 zWHgzffLTY7X2LdTS8R7 WA4mV2?SdyMBkr EM stag 6 7-14 sale = 1 0.2 4x6 = 7.10 = 3.4 = 4.6 = 8-7-0 fi7-0 I 16-0-12 7-9-8 25-0-0 8-7-0 'late Offsets (X.Y): [8:0-2-4.0-3-81 _OADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft ' L/d PLATES GRIP rCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) 0.16 6-7 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.59 Vert(TL) -0.47 6-7 >623 180 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) Weight: 95 lb FT = 20% LUMBER TOP CHORD 2 X 4 DF No.1&Btr G BOT CHORD 2 X 4 DF No.1&Btr G WEBS 2 X 4 DF Stud G REACTIONS (lb/size) 6=1078/0-5-8 (min. 0-1-8), 2=1169/0-5-8 (min. 0-1-8) Max Horz2=48(LC 5) Max Uplift6=-237(LC 4), 2=-269(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2559/537, 3-4=-2242/521, 4-5=-2254/528, 5-6=-2560/545 BOT CHORD 2-9=-497/2357, 8-9=-293/1610, 7-8=-293/1610, 6-7=-481/2373 WEBS 3-9=-451/95, 4-9=-208/691, 4-7=-213/706, 5-7=-458/98 BRACING TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-4-6 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=4.2psf; h=Oft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard WA3 KAIG - Yef-ify design pi €amctem aAd READ N077VS ON THIS AND INCLUDED fiffTEKREFE72E XF, PAGE Mir 7473 BEFORE 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 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. If Southern Pine {Sp or SPp), lumbers soee led, the design values are those el3ectMe 08.' V2U1'2 bk ALSC or Droaosedbv SPIE", ,,?,o ESs/(� �r S. Co rY C 04 rn EXP C 1 T AUW Nove er 5,2012 MiTek* 7777 Greenback Lane, Suite 109 Cilrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Santerra R35421793 PLAN_2A B01E GABLE 1 1 1 Job Reference (optional) BMC, Indio, CA-92203 1-0-0 12-6-0 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. 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Nov 05 13:23:24 2012 Page 1 ID:a?ummefG?kKx?pZoOZACXVyZRd2-MHtGMW1J4C1j9ayQaJd3huV Ij3Z33N4gg60DEOyMBkn z5-M 1z�-o smie=1:63.1 4x4 = 10 11 Sx6 - 38 37 36 - 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 5.6 = 3.4 = -OADING (psf) SPACING 2-0-0 CSI fCLL 20.0 Plates Increase 1.25 TC 0.46 TCDL 14.0 Lumber Increase 1.25 BC 0.41 BCLL 0.0 Rep Stress Incr NO WB 0.03 BCDL 10.0 Code IBC2009/TPI2007 (Matrix) LUMBER TOP CHORD 2 X 4 DF No.1&Btr G BOT CHORD 2 X 4 DF No.1&Btr G OTHERS 2 X 4 DF Stud G DEFL in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.00 1 n/r 120 MT20 220/195 Vert(TL) 0.00 1 n/r 90 Horz(TL) 0.03 29 n/a n/a BRACING TOP CHORD BOT CHORD Weight: 127 lb FT = 20 Structural wood sheathing directly applied or 3-6-10 oc pudins Rigid ceiling directly applied or 3-8-11 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 25-0-0. (Ib) - Max Horz2=48(LC 13) Max Uplift All uplift 100 lb or less at joint(s) 21, 22, 23, 24, 25, 26, 27, 38, 37, 36, 35, 34, 32, 31 except 20=-1124(LC 12), 2=-1154(LC 9) Max Grav All reactions 250 lb or less at joint(s) 29, 22, 23, 24, 25, 26, 27, 28, 38, 37, 36, 35, 34, 32, 31, 30 except 20=1225(LC 7), 2=1315(LC 8), 21=261(LC 22) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3530/3473, 3-4=-2762/2756, 4-5=-2381/2391, 5-6=-2011/2027, 6-7=-1640/1663, 7-8=-1269/1299, 8-9=-898/935, 9-10=-528/571, 12-13=-528/569, 13-14=-898/929, 14-15=-1269/1289, 15-16=-1640/1649, 16-17=-2011/2011, 17-18=-2380/2374, 18-19=-2762/2739, 19-20=-3516/3475 30T CHORD 2-38=-3228/3332, 37-38=-2594/2628, 36-37=-2207/2276, 35-36=-1890/1924, 34-35=-1538/1572, 33-34=-1186/1220, 32-33=-870/903, 31-32=-834/868, 30-31=-482/516,27-28=-482/516,26-27=-834/868,25-26=-1186/1220, 24-25=-1538/1572, 23-24=-1890/1924, 22-23=-2213/2276, 21-22=-2594/2628, 20-21=-3269/3332 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=4.2psf, h=Oft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 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 1-2002. 4) All plates are 1.5x4 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) A plate rating reduction of 20 % has been applied for the green lumber members. 9) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 10) This truss has been designed for a total drag load of 6600 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 25-0-0 for 264.0 plf. LOAD CASE(S) Standard PWl,R7r NG - Verify d miyx prxrztnetr z and RE4D X07 5 ON 7WIS AND INUL D D Iri MiT REFEFZff4CE PAGE Ml-747J BEFORE USB. 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 responsibiliify, 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 Quarrty Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If southern Pine izP or 5Pp}lumber is Specified, the design values are those effectf.c 05MV2012 try ALSC or Dmiaosed by SPi3. �QQ?,o ESS/S. pN9l (D ran LU C04 3 S E -13 OF W N ember 5,2012 MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Santerra ' R35421794 PLAN_2A B01F COMMON 1 2 Job Reference (or)tional BMC, Indio, CA - 92203 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Nov 05 13:23:27 2012 Page 1 ID:3BSBz_gum1Socy8-yGhR4iy732dl-nsYP_YmCN7PH02h?FRAmJX7okGWrGe76N4Ftq yMBkk 6-7-14 I 12-" I 18-0-2 I 25430 1-0-0 6-7-14 5-10-2 5-t0-2 6-7-14 ah 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. 4a = 2x4 If 7.10 = 2x4 11 .OADING (psf) SPACING 2-0-0 CSI : CLL 20.0 Plates Increase 1.25 TC 0.54 TCDL 14.0 Lumber Increase 1.25 BC 0.67 BCLL 0.0 Rep Stress Incr NO WB 0.40 BCDL 10.0 Code IBC2009rrP12007 (Matrix) LUMBER TOP CHORD 2 X 4 DF No.1&Btr G BOT CHORD 2 X 6 DF SS G WEBS 2 X 4 OF Stud G REACTIONS (lb/size) 6=6506/0-5-8 (min. 0-3-15), 2=3171/0-5-8 (min. 0-2-4) Max Horz2=50(LC 13) Max Uplift6=-3356(LC 12), 2=-2026(LC 9) Max Grav6=7327(LC 7), 2=4256(LC 8) DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.17 8-9 >999 240 MT20 220/195 Vert(TL) -0.37 8-9 >799 180 Horz(TL) 0.08 6 n/a n/a Weight: 237 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 3-11-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-10-3 oc bracing. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-9830/4683, 3-4=-6113/2546, 4-5=-6115/2549, 5-6=-10019/4608 BOT CHORD 2-1 0=-4281/9085, 10-11 =-3439/8243,11-12=-3439/8243, 9-12=-291 V7715, 9-13=-2600r7558,13-14=-2199/6659,14-15=-1855/6659,8-15=-1327/6131, 8-16=-1698/6543, 16-17=-2226r7329, 7-17=-2828r7931, 7-18=-3282/8385, 18-19=-3645/8748,19-20=-3852/9441,6-20=-4355/9458 WEBS 3-9=-254/949, 3-8=-2093/527, 4-8=-543/2395, 5-8=-2491/629, 5-7=-309/1168 NOTES 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2 X 6 - 3 rows at 0-2-0 oc. Webs connected as follows: 2 X 4 - 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=4.2psf; h=Oft; Cat. It; Exp C; enclosed, MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a total drag load of 6600 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 25-0-0 for 264.0 pit. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 543 Ib down and 374 Ib up at 0-2-12, 224 Ib down and 44 Ib up at 2-0-12, 224lb down and 44 Ib up at 4-0-12, 265 Ib down and 55 Ib up at 6-0-12, 265 Ib down and 55 Ib up at 8-0-12, 265 Ib down and 55 lb up at 10-0-12, 265 Ib down and 55 Ib up at 12-0-12, 242 Ib down and 50 Ib up at 14-0-12, 242 Ib down and 50 Ib up at 16-0-12, 242 Ib down and 50 Ib up at 18-0-12, 242 Ib down and 50 Ib up at 20-0-12, 242 Ib down and 50 Ib up at 21-5-4, and 1769 Ib down and 412 Ib up at 24-0-12, and 2402 Ib down and 13651b up at 24-9-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 9,WARMNG - Verify design parametars and READ NOTES ON 7VIS AND INCL Z PARD iE'#fTEK REFPREME PAW MU-7473 BBt OIW USE, 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/TPIl 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 Souther,, Pixie S11or SPp) lurnberis Sped ied, the design veli#es sre those effcct,3c 0�U1?20-12by ALSO Qr proposed by SP 3. Sale = 1:43 0 �p�pFS. ESSIp�9 c C 0 3 x7 1-13 4L OF C ovember 5,2012 SAM�. MiTek" 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply Santerra R35421794 PLAN_2A B01F COMMON 1 2 Job Refere ce (opt onal GMI., InDio, UA - eZZW 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Nov 05 13:23:27 2012 Page 2 I D:3BS8z_gum 1 SocyByGhR4iyZRd1-nsYP_YmCN7PH02h?FRAmJX7okG WrGe76N4FtgjyMBkk LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-68, 4-6=-68, 2-6=-20 Concentrated Loads (Ib) Vert:6=-2402(B) 2=-543(B) 7=-242(B) 10=-224(B) 11=-224(B) 12=-265(B) 13=-265(B) 14=-265(B) 15=-265(B) 16=-242(B) 17=-242(B) 18=-242(B) 19=-242(B) 20=-1769(B) ®ifrA3ZWNG-Ver-ifydesignparrametersandREAD mom OAT THIS AND dNCLuDED.iw=RFFE2EwEFAoEmr-7473.BEFx)P,EUSE. 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 Criteria, DSO-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 1 f Southern Piro (SP or Sr p) turnberts spzcffied'. the desip;l values are those effective 0SX112012 by ALSO or Dr000sed by SPI9, MAN�. ZTE MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply Santerra R35421795 PLAN_2A CGO1 MONO TRUSS 2 1 ob Reference (optional) BMC, Indio, CA - 92203 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Nov 05 13:23:28 2012 Page 1 ID:3BS8z_guml Socy8yGhR4iyZRdl-F26nCumgBQXBdBGCp8h?skg2Egtu?5mFbk_QNAyMBkj -1-5-0 7.1-4 I 11-2A 1-5-0 7-1-4 4-1-0 smie = I MA 214 II 4 3.6 = 5.8 = 7-1A 7-14 11-2A 4-1-0 'late Offsets (X.Y): t2:0-5-2.0-1-81 -OADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Weill Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.24 Vert(LL) 0.08 2-6 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.61 Vert(TL) -0.26 2-6 >486 180 BCLL 0.0 Rep Stress Incr NO WE 0.43 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 44 Ib FT = 20% LUMBER BRACING TOP CHORD 2 X 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 5-9-0 oc puffins, except BOT CHORD 2 X 4 DF No.1&Bit G end verticals. WEBS 2 X 4 OF Stud G'Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 4-5: 2 X 4 OF 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) 5=882/Mechanical, 2=574/0-7-12 (min. 0-1-8) Max Horz2=-68(LC 6) Max Uplift5=-126(LC 3), 2=-162(LC 5) FORCES (Ib) - Max. Comp.lMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1279/246 BOT CHORD 2-6=-196/1243, 5-6=-196/1243 WEBS 3-6=-153/803, 3-5=-1270/227 NOTES 1) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=4.2psf, h=Oft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) A plate rating reduction of 20 % has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. 5) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 6) 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 Trapezoidal Loads (plf) Vert: 2=-7(F=6, 6=6)-to-5=-246(F=-113, B=-113)CO ()FESSI Qp` �y �. 0� LU C 6433 rn -13✓ 5, 2012 ®i $PilYitF£x - Ver Fy 71cssign nuramd,x anti PXAD ARi7W ON YNBS AND 1NCLDDED 110TEK M"EREME PACE K 1-7473 BEFORE 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 B 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/TPI1 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 if 59uthern Pine (SPor SPp) lumbers specified, the. design vs;llts ere those effocirre OV01?202 by ALK, or proposed by SPI& Job Truss Truss Type Qty Ply Santana R35421796 PLAN_2A D01A COMMON 1 1 Job Reference o tional BMC, Indio, CA - 92203 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Nov 05 13:23:29 2012 Page 1 ID:3BS8z_gum1Socy8yGhR4iy7Rdl jFg9PDnSvkf?FLrONsDEOyDDn4HHkcWPgOk_vcyMBki 5-0-11 1 10-1-s , I 11-0-01iz 5-0-11 5-0-11 Smle = 1:20.2 12� 4.4 = 4.4 = 5-0-11 5�11 -OADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP FCLL 20.0 Plates Increase 1.25 TC 0.25 Vert(LL) -0.04 2-6 >999 240 MT20 220/195 i CDL 14.0 Lumber Increase 1.25 BC 0.35 Vert(TL) -0.11 2-6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.15 Horz(TL) 0.03 4 n/a n/a BCDL 10.0 Code IBC2009ITP12007 (Matrix) Weight: 33 lb FT = 20 LUMBER BRACING TOP CHORD 2 X 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-6-1 oc purlins. BOT CHORD 2 X 4 OF No.t&Btr G BOT CHORD Rigid ceiling directly applied or 9-11-14 oc bracing. WEBS 2 X 4 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=825/0-5-15 (min. 0-1-8), 4=826/0-5-15 (min. 0-1-8) Max Harz 2=21(LC 5) Max Uplift2=-231(LC 3), 4=-239(LC 6) Max Grav2=901(LC 7), 4=901(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1988/518, 3-4=-1988/513 BOT CHORD 2-6=-449/1839, 4-6=-449/1839 WEBS 3-6=-126/477 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=4.2psf; h=Oft; Cal. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A.plate rating reduction of 20% has been applied for the green lumber members. 5) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 379 lb down and 77 lb up at 5-0-11, and 379 Ib down and 77 lb up at 5-0-11 on top chord, and 134lb down and 38 lb up at 4-11-15, and 134 lb down and 38 lb up at 4-11-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) 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, 3-5=-68, 2-4=-20 Concentrated Loads (Ib) Vert: 3=-519(F=-259, B=-259) 6=-11 O(F=-55, B=-55) ® LtthRNim - vo if y d-ign pn..mef — t i PE4D K07W ON 7NIS AND 1AICLiBDRD JMTFK REFERENCE PAGE Mil-7473 EEPo F, 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 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 Southern Pine lSPor SPp) iurnberis specified. the design values are those effs< tine 06 01:'2412 byALSC or Drotlosed by SP S, IMF MiTek` 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 5,2012 Symbols Numbering System n r l Safety Notes PLATE LOCATION AND ORIENTATION 1 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. 0.1!16' For 4 x 2 orientation, locate plates 0-11)d' 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. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 J TOP CHORDS C 1-2 c2-3 Oa30 WEBS A51- ��3O a- U Oa- C7-B Cb7 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 LATERAL BRACING LOCATION Southern Pine lumber designations are as follows: Indicated by symbol shown and/Or SYP represents current/old values as published by text in the bracing section of the by AWC in the 2005/2012 NDS SPp represents SPIB proposed values as provided output. Use T or I bracing in SPIB submittal to ALSC dated Sept 15, 2011 if indicated. SP represents ALSC approved/new values with effective date of June 1, 2012 BEARING (2x4 No 2 and lower grades and smaller sizes), and all MSR/MEL grades Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. 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. © 2012 MiTekOO All Rights Reserved Engineering Reference Sheet: Mll-7473 rev. 09/04/: 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. rti Building Materials and Construction services 45-491 GOLF CENTER PARKWAY, INDIO, CA. 92203 0.760-347-3332 F.760-347-0202 CONTENTS .........................PAGE PIIYMBER PRODUCTS INSPECTION (LETTER) ..... ..... .......... .............. I PPI (GTI) STAMP - SEE PAGE 1 EXPLANATION OF ENGINEERED DRAWING ..................................3 DETAIL FOR COMMON AND END JACKS - 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 `/2" 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 PURLIN GABLE DETAIL (CONT'D) .............................. !. Y$ PURLIN GABLE DETAIL (CONT'D.) .................................19 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 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 PLEASE CONTACT ITC FOR MORE INFORMATION OR QUESTIONS REGARDING THESE SHEETS PAGE: 0 OF 30 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 ODUCTS IKIstaa"- ION September 11, 2012 To Whom It May Concern: This is to verify that B.MC 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 Prograrns 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 Qualify 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 ANSI/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, TIMBER PRODUCTS INSPECTION Y e Brian Hensley Truss Manager —Western Division /j. r Xc: File 105 SE 124ih Avenue a P.O. Box, 919 - 1641 Sigman Road tlancouver, Washington 08664 � �� Conyers, Georgia 30012 36D/449 3F340 v (=A)(: 36011449 3953 '70/922-GOOD - FAX: 770/922-129C Job T uss Truss Truss Type Qty Ply DISPLAY COMMON 1 1 5.000 a Feb 6 2003 MiTek Industries, Inc. Mon Mar 17 14:26:39 2003 Page 1 A -2-0-0 5-4-5 10-2-3 15-0-0 19-9-13 24-7-11 30-0-0 32-0.0 B 2-0-0 5-4-5 4-9-13 49-13 4-9-13 4-9-13 5-4-5 2-0-0 4x4 = 6 g 6.OD 12 �«r lx4 I 1x4 II 3x4 i 5 7 3z4 4 8 M E D 1x4 lx4 9 3 10 2 1v <I 110 01 3z6 = 14 13 12 3x6 = 3x6 = 3x6 = 3x8 - 10-2-3 19-9-13 30-0-0 `^" B 10-2-3 9-7-11 10-2-3 Plate Offsets (X,Y): (2:0-3-0,0-1-41, [10:0-3-0,0-1-4]H LOADING (psf) [ SPACING 2-0-0 J M CSI DEFL in (loc) I/deft PLATES GRIP TCLL 20.0 i Plates Increase 1 .1 5 ��,//' TC 0.29 Vert(LL) -0.09 14 >999 M1120 249/190 TCDL 10.0 Lumber Increase 1 .15 F\ BC 0.63 Vert(TL) 0.39 12-14 >907 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.07 10 n/a BCDL 10.0 Code BOCA/ANSI95 L o 1 st LC LL Min Well = 240 Weight: 158 lb LUMBER BRACING TOP CHORD 2 X 4 SYP No.2('� 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 8-6-11 oc bracing. WEBS 2 X 4 SYP No.3®® R S REACTIONS (Ib/size) 2 = 131710-3-8, 10=1317/0-3-8 Max Horz 2=-175(load case 5) Max Uplift2 = -341 (load case 4), 10=-341(load case 5) First Load Case Only 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, 12-1 3=1 140, 10-12=1794 WEBS 5-14=-294, 7-12=-294, 3-14=-288, 6-14=742, 6-12=742, 9-12=-288 j \g IOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-98 per BOCA/ANSI95; 90mph; h=25ft; TCDL=5.Opst, BCDL=5.Opsf; occupancy category 11; exposure C, enclosed;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 Curnulal:ive Dimensions M TC, BC, and Web Iblaximum Cn:rrbined Stress Indices B Panel Length ',feel: - inches - sixteenths) N Deflections ;,inches'.: and Span to Deflection Ratio LOAD CASE(S) Standard C Slope O Input Spars to Deflection Ratio D Plate Size and Orientation P N-IiTek Plate Allowables (,PS0 E Overall Height 0 Lumber Requirements F Bearing Localion R Reaction (pounds) G Truss Span (feet - inches - sixteenths) S flinimum Bearing Required (inches) H Plate Offsets T ivlaxirnurn Uplift andlor Horizontal Reaction if Applicable I Design Loading (PSF) V Required 1:lember Bracing J Spacing O.C. `:feet - inches - sixteenths) V N-lember Axial Forces for Load Case 1 K Duration of Load for Pate and Lumber Design W Notes L Code X Additional Loads/Load Cases Page # 3 DETAIL FOR COMMON AND EN® JACKS MIIISAC 0 6 -i6FSF 3/30/2004 PAGE 1 MAX LOADING (psry SPACING z ° ° BRACING MiTek Industries, Inc. TCLL 16.0 Plates Increase . t.zs TCDL 14.0 LtitTtb"er Increase t.zs TOP CHORD Sheathed. Western Division BCLL 0.0 Rep Stress Incr vEs 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 No.2 -2-0-0 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. 3X4 = 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 W/ (.131 "X3.0" MIN) NAILS @ 3" 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. W/3 16d COMMON WI/E(0.162"DIA. X 3.5" LGT) TOENAILS CONN. W1216d COMMON WIRE B-0-0 X 3.5" LGT) TOE NAILS B-0-0 '( 6-0-0 I _ ------- ---- EXT. 2-0-0 4-0-0 2-0-0 EXT. EXT. 2-0-0 EXT. 2-0-0 - 2 0_0 CONN. W13 16d COMMON WIRE (D.162"DIA X 3.5" LGT) TOE NAILS LN BOTTOM CHORD LENGTH MAY BE T-0" 3X4 = OR A BEARING BLOCK. 2-0-0 B-0-0 CONN. W/216d COMMON WIRE(0,162"DIA X 3.5") LGT TOE NAILS OR SEE DETAIL MIVSAC-7 FOR PRESSUREBLOCKING INFO. NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. Page # 4 ® WARNING • Trcrify design parameters and READ NOTES ON THIS AND INCLUDED wTFKREFERF.,NCE PAGF..MU-7473 BEFORE USE. Design valid [oruseonly with Mifek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Appllcabifily of design paromenlers and proper incorporation of component is responsibility of building designer- not Iruss designer. Bracing shown Is lot lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction fs the responsibllllty of the erector. Additional porn-onenl 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 Criteria, DSS-89 and BCSi1 Building Component Safety Iniarmallon available from Truss Plate Institute, 583 D'Onotdo Drive. Madison, Wl 53719. ,R S. s y 1`XPI 3-3141 All i 7777 Greenback Lane 00® Suite 109 Citrus Heights, CA, 9551 NII bke DETAIL FOR COMMON AND END JACKS mll/SAC m 8 -20PSF 8/31/2005 PAGE 1 MAX LOADING (PSO SPACING 2-00 BRACING MiTek:Industries, Inc. TOLL 20.0 . Plates Increase 1.15 Western Division TCDL 16.0 Lumber Increase 1.15 TOP CHORD Sheathed. BCLL 0.0 Rep Stress' incr YES BOT CHORD Rigid ceiling directly applied. BCDL 10.0 MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 HF, DF-L No.1 LENGTH OF EXTENSION BOT CHORD 2 X 4 SPF, HF, DF-L No.2 AS DESIGN REWD 20'-0" MAX SPLICE CAN EITHER BE 3X6 MT26 PLATES OR 22" LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE W/(.131"X3.0" MIN) NAILS @ 3" O.C. 2 ROWS NOTE: TOP CHORD PITCH: 3/12-8/12 BOTTOM CHORD PITCH: 0/12-4/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPAC ING= 24" O.C. 3X4 = SUPPORT AND CONNECT OI N BY OTHERS OR 2-16d COMMON WIRE (0.162"DIA. X 3.5`) LGT TOE NAILS SUPPORTS SHALL BE PROVIDED a 4'-0" O.C. ALONG THE EXTENSION OF TOP CHORD. CONN. W/3 16d COMMON WIRE (0.162"DIA. X 3.5" LGT) TOE NAILS CONN. W/216d COMMON WIRE B-0-0 B-0-0 X 3.5" LGT) TOENAILS EXT. 2-0-0 40-0 2-0-0 EXT. EXT. 2-0-0 2 EXT. � 0-6 2-0-0 r CONN. Wi3 16d COMMON WIRE (0.162"DIA X 3.5" LGT) TOENAILS / ULy BOTTOM CHORD LENGTH MAY BE 2'-V' \ 3X4 = OR A BEARING BLOCK. CONN. W/2 16d COMMON WIRE(DAST'DIA. X 3.5) LGT TOE NAILS OR SEE DETAIL MIVSAC-7 FOR 2.0.0 PRESSURESLOCK NG INFO. B-0-0 NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. tS13� S. C9-4t5433 aP. 3-3�4 Page # 5 JUL -2 r ® WARMM3. 17—Ify des(gn pyrometers and RF.dAD NOTES ON THIS AND M.LVDED.MMTEK REFERENCE PAGE MIr•7473 BFJ'ORE VSE. 7777 Greenback lane Design valid for use only with MRek connectors. This design Is based only upon parameters shown, and Is for an individual building component. Sulfa tog Appilcabilty of design poramenters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Cll us Heights, CA, 95 Is for lalefol support of Individual web members only. Additional temporary bracing to Insure siciblilty during construction Is the responsiblillty of the eraclor. Additional permanent bracing of the overall structure Is the responsiblffly of the building designer. For general guidance regarding fobdcation, quailly control, storage, delivery. erection and bracing, consul) ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component Safety Intormallon available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. C7 SIIPP`ORT OF B.C. OF STANDARD OPEN END MIUSAC e ! 3/30/2004 PAGE 1 AC#C„llS1N�:.PRESSl1RE BLOCKS ICJ CAI St. GIF CAL GIRL Leading (PSF): BCDL 10.0 PSF MAX 2x4 bot. chord Carrier truss �B of jack j — qi 2- (.131"X3.0" MIN) NAILS (typ) I-. ' 2x4 block __ - 1 jack i ''between Jacks, ,Ir truss I nailed to carrier bc� (typ) w/6 W4.131"X3.0" MIN) nails spaced at 3" ox. _ rr0.0 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 W/ 6-(.131"X3.0" MIN) NAILS @ 3" o.c. MITek Industries, Inc. Western Division S. CD464/33 >a EXP. :?r% 1, JUL2 8' 210111 Verify design pararnetcm and READ NOTES ON THIS AND INCLUDED MFIEK REFERENCE PAGE MU-7473 BEFORE USE, MT Greenback Lane 09 use only with Wek connectors. This design Is based only upon parameters shown, and Is for on Individual building component. Sure Heights, 3esl n, gr6rrienters and r incorporation of com nent k responsibility of building designer - not truss designer. Brads shown Citrus Helghls, CA, 8561 g in P�Pe orP po P Y g 9 19 g Sort o1 Individual web members only. Additional leinporary.bracing to Insure slablHty during constriction Is the responsibllilly of the inal.perrnarent bracing of the.overall stnicture,is the responsiblilty of the building designer. For general guidance regarding ipiy controt. storage, delivery, erection and bracing, consult ANSIITPII Quality Criteria, M-119 and 9CS11 Building Component in ovaflable frornTruss Plate Instflule, 5113 D'Onoirio Drive, Modison, WI 53719. INTERIOR BEARING OFFSET DETAIL _ y i i' MIIISAC - 6 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 SINGLE WEB JOINT I d DOUBLE WEB JOINT TRIPLE WEB JOINT 7 i :I I- T d Page # 7 WAR ING. Verify design pa(arneters and.READ NOTES oN TRTS AND MCGUDED MTZEjt REFERENCE PAGEISffi7473 BEFORE USE. Design vald for use only with NWek connectoa, This designls based only upon pammeleis shown and Isfor an Individual bullding component. A006cobilily-at design yparvmenlers and proper lncorporatlon of component h respohs bully of bullding designer- not lrvssdesigner. Bracing shown Is for lot eral supppo t of IndlyldU31 web members only. Addlllonal temporary bracing to Insure slablHty during conslrvclbn is the responslbWy of the erector. Addltlonalpermdoent bracing of the overall structure k the rgsponsibl.Bty of the building. designer. For general guidance regarding lobticdtlon, qudBly control, storage, delivery, erecilon and bfocing, consult kksWell Quality cdleda, DSS-BS' and BC5I1 8uilding Component ay.11.bl. tram Truss Plole lnsillule, SM D'Onciido DrFve. Modlmn, WI 537 M 3/30/2004 1 PAGE 1 MiTek Industries, Inc. Western Division 0 �(�CEO C? 04 C04W3 EXP. 3-31-'i 'rOF CA�-;E� .7777 Greenback Une. Sulie 109 citrus Heights. CA, 9581 BEARING BLOCK DETAIL 3 1/2" BEARING MII/SAC - 3A 3/25/2004 PAGE 1 ®® MiTek Industries, Inc. OWestern 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. 0-3-8 ACTUAL BEARING SIZE; ALLOWABLE ;, I I BEARING BLOCK & WOOD BEF_SING A-TLOWABLE LOADS BOTTOM IORD SIZE LUMBER i REACTION � BEARI14G BLOCK _ r.l'JD GRADE i (lh) i ALLOWABLE LOADS ALLOWABLE LOAD (1b) !TOTAL EQUIVALENT BEARINGLE^Ii=TH NnII:ING PATTERN ; (NOTE 1) ! (NOTE 4,5) � (NOTE 4) I (NOTE 4) j SYP 2966 929 ! _ 3805 - - ----- 0-4-9 - - %:t 'iOTTUPS CHORD ! DF — ( 3281 855 4136 0-4-6 ---- ---------- . . RC.�S ,a �" O.C.o.c. -- ;S TOTAL. NAILS) ! HF ! 2126 736 i 2862 04-11 SFF —� 2231 726 ! 2957 j 0-4-10 sYF ! 2966 j 1393 4359 j 0_6.2 3281 1282 4563 j 0-4-13 2x6 BOTTOM CHORD — DF--- 3 RUNS G 3^ O.C. HF 2126 1104 3230 ! 0-5-5 12 TOTAL )JAILS) F SPF 2231 1089 3320 - - - 0-5-3 SYP - 2966 I 1858 I 4824 l---- 0-5-11 :<a BOTTOM CHORD DF i 3281 1710 I 4991 0-5-5 ROWS @ 3^ D.C. -He - ; 2126 1472 3598 �— —------------- - 116 TOTAL NAILS) 0-5-14 SP: ! 2231 j 1452 ; _3683 Jp-5-12__._..._ __. T" FOR 2X10 BOTTOM CHORD USE 2XB BOTTOM CHORD VALUES. - 9INIMUM HEIGHT Lam; i 1 Z2 1/2" BLOCk ...... __.._�1 BRG BLOCK TO BE SAME SIZE, GRADE, & SPECIES AS EXISTING BOTTOM CHORD. APPLY TO ONE FACE OF TRUSS I Ir" eLecx ��2 s. rf�'`�► CMA33 EXP. 3-31-13r, NOTES: JUL-. 2 C 20P 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 T. 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- 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 psi NOTE: VALUES DO NOT INCLUDE MSR LUMBER WITH "E" VALUES .µ GREATER THAN 1,900,000 PSI OR NON -DENSE GRADE LUMBER. Page ft 8 ICL WARNING, Verify design parer .ft -rid RF,AD NOTF,S ON THIS AND INCLUDED NITER RF,FERF.NCF FAGF.14U-7473 BEFORE USE. 7777 Greenback L; Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 1 09 Applicability of design paromeniers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heeights, CA, is for loletol support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiil0y 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) ANSOPII quality Criteria. DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. BEARING BLOCK DETAIL 5 1/2" BEARING MII/SAC m 4A 3/25/2004 PAGE 1 MiTek Industries, Inc. _ RQ Western Division j 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 I ALLOWABLE , '"7'O^'i CHORD SIZE au. 3-0 I LUMBER I REACTION BEARING BLOCK BEARING BLOCK. G WOOD BEARING ALLOWABLE LOADS AND GRACE I (lb) ALI.OWIABLE LOADS j __._--..---"---___---- ALLOWABLE LOAD (lbl 1TCTAL ....... _... ._ .. ;;.ILiNG PATTERT! i - (NOTE 1) (NOTE 4.5) I (NOTE 4) -- -- N�.. OTE 4� —— ---- EJUI'-,ALENT B7-ARING LENGTH -- —-- ----- .... .... _ .... - _..-- --- SYP j 4661 ---- ; 929 -- L ---- - 5590- ---' 0-6-9 - -x4 BOTTOM CHORD r------- DF 5156 j 855 6011 t------------------.____ 0-6-6 ROWS �„ o.c. ; — I -- --- --- ----.... ------ - (6 TOTAL NAILS) HF 3341 736 ; 4077 0-6-11 SIF —L 3506 j 726 4232 ' - 0-6-10 i gyp 4661 1393 j 6054 0-7-2 DF I 5156 1 1282 I 6438 0-6-13 2z6 BOTTOM cHore ROWS @ _ O.C. HF 3341 1104 ; 4445 0-7-5 ii2 TOTAL NAILS -------; SPF j 3506 I j 1089 ----—�---- 4595 -- ; ----—......_ _.. 0-7-3 i — SYP 4661 1 1858 6519 0-7-11 ��- 2>;8 BOTTOM CHORD I DF I 5156 1710 j 6866 0-7-5 4 ROWS ? 3" O C _ i 3341 1472 -- 4813 .. 0-7-14 - - ---'- ---- - .. (16 TOTAL NAILS) �—H � — SPF _�— 3506 1 1462 4958 j 0-7-12 FOR 2X10 BOTTOM CHORD USE 2X8 BOTTOM CHORD VALUES. 4" MINIMUM HEEL HEIGHT 22 1/2" BRG BLOCK TO BE SAME SIZE, GRADE, G SPECIES AS EXISTING BOTTOM CHORD. APPLY TO ONE FACE OF TRUSS I i 1 12" BLOCK S. C046433 EXP. 3-31,6 OF NOTES: 914_�ry` 2 3 20P 1. USE LOWER OF TOP PLATE OF BEARING WALL OR BOTTOM CHORD OF TRUSS WOOD SPECIES. j N 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 = 426 psi NOTE: VALUES DO NOT INCLUDE MSR LUMBER WITH "E" VALUES GREATER THAN 1,900,000 PSI OR NON -DENSE GRADE LUMBER. Pa e#9 iVARNING - Ve dasigrt yarametcrs and READ NOTES ON THIS AND INCLUDED MYPEIf REFERENCE PAGE ,=r.7473 BEFORE USE. % 7717 Greenback Lane Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown. Citrus Heights. CA. 9561 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 IWI fabrication, quality control, storage, delivery, erection, M and bracing, consult ANSI/TPI1 Quality Criteria, DSB.89 and BCSIt Building Component /� a Safety Information available from Truss Plale Institute, 583 D'Onofrio Drive, Madison, WI 53719, ITek. UPLIFT TOE -NAIL DETAIL Mil/SAC o 24 1 11/18/2004 I PAGE 1 MiTek Industries, Inc. R 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 SIDE FAR SiDE SIDE VIEW T01 OF NEARSIDE VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY TOE -NAIL WITHDRAWAL VALUES PER NDS 2001 (Ib/nail) DIAM, SYP DF HF SPF SPF-S .131 58.5 46.1 31.6 29.8 20.3 .1.35 .60.3 47.5 32.6 30.7 29.9 .162 72.3 57.0 39.1 36.8 25.1 An 53.1 41.8 28.7. 27.0 18.4 .131 54.3 42.8 29.3 27.7 18.8 .148 61.4 48.3 33.2 31.3 21.3 .120 45.9 36.2 24.8 23.4 15.9 .128 49.0 38.6 26.5 25.0 17.6 .131 50.1 39.5 27.1 25.6 17.4 ,148 56.8 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) -16d NAILS (.162." diam. x 3.5") WITH SPF SPECIES TOP PLATE For Wind DOL of 1.33: 3 (nails) X.36.8 (lb/nail) 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 (lb/nail) 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 14.6.8 Ibs (176.6 Ibs) another mechanical uplift connection must be used. USE (3) TOE -NAILS ON 20 BEARING WALL USE (4) TOE -NAILS ON 2x6 BEARING WALL Pa e # 10 WA.RMNO • VuYtfy design Pai•ametars and READ NOTES ON?HIS AND INCLUDED M7TZK REFERENCE PAGE MR-7473 BEFORE USE, 7777 GCEBnbeCk Lene Design valld for use on with Milk connectors. This design Is based only upon parameters shown. and Is for an Individual building component. I SuBa 1 ei g lf' Cllnis Heights, CA, 9561 Applicability of design poromenlers and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibiinly of the erector. Additional perrrfoneni bracing al the overall structure is the responsibility of the building designer. For general guidance regarding I ... fabrication, quality control, siorage, delivery, erection and bracing, consult ANSI/TPIi Quality Crlleila, DSB-89 and BCSII Building Component A iT 'p Solely Information avallobla from Truss Plate Institute, 583 D'Onolrlo Drive, Madison. W153719, Mf R LA` ERALTOE-NAIL DETAIL MIUSAC - 25 11/18/2004 PAGE 1 MiTek Industries, Inc. R 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 FOR MEMBERS OF DIFFERENT SPECIES. TOE -NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) DIAM. SYP DF HF SPF SPF-S O 131 88.1 80.6 69.9 68.4 59.7 Z IO .135 93.5 85.6 74.2 72.6 63A .162 118.3 108.3 93.9 91.9 80.2 i v Z 128 84.1 76.9 66.7 65.3 57.0 0 , 131 88.1 80.6 69.9 68.4 59.7 N .148 106.6 97.6 84.7 82.8 72.3 M 0 1 .120 73.9 6T6 58.7 57.4 50.1 Z O 128#84.1 76.9 66.7 65.3 57.0 J0 131 80.6 69.9 68.4 59.7 i�148.6 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 (lb/nail) X 1.15 (DOL) = 317.0 lb Maximum Capacity 0046433 EXP.3-31-13 OF VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY i SQUARE CUT SIDE VIEW SIDE VIEW (2x4,2x6) (24) 3 NAILS 2 NAILS NEAR SIDE NEAR SIDE - -+ FAR SIDE NEARSIDE X., FAR SIDE 45 DEGREE ANGLE BEVEL CUT SIDE VIEW (2x3,2x4) 2 NAILS / NEARSIDE NEAR SIDE 45.00° SIDE VIEW (2x6) 3 NAILS, NEAR SIDE IVE NEARSIDE / NEARSIDE Page # 11 ® WARNING - Vertfy design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MU-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design parameniers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 9551 ME � 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/TPI1 Quality Criteria, DSB-89 and SCSII Building Component �'�� ® Safety Information available tram Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. _ MARCH 12, 2009 WEB BRACING RECOMMENDATIONS ST-WEBBRACE ® MiTek Industries, Chesterfield, MO Page 1 of 1 'aIaa O 00 a o0 a MiTek Industries, Inc. MAXIMUM TRUSS WEB FORCE (Ibs.)(See note 7) BRACE BAYSIZE. 24"O.C. 48"O.C. 72" O.C. BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE A B C i D I A I B I C I D C I D 10'-0" 1610 1886 1886 2829 12'-0" 1342 1572 1572 2358 14'-0" 1150 1347 1347 2021 16'4D" 1006 1179 1179 1768 18'-0" 1394 1048 1048 1572 20'-0" 805 943 943 1414 1 3143 1 3143 1 4715 1 4715 1 7074 1 y size shall be measured in between the centers of pairs of diagonals. 2358 1 2358 1 3536 1886 I 1886 I 2829 3143 I 4715 1 GENERAL NOTES TYPE BRACING MATERIALS 1. DIAGONAL BRACING IS R MUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CELING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL-. 1 X 4 IND. 45 SYP 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING M OFTHE WEB FORCE. A -OR- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE MATERIAL, AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS 1 X 4 #2 SRB (DF, HF, SPF) AT APPROX 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-8d (0.131'12.51 FOR 10 BRACES, 2-10d (0.131'x 3") FOR 2x3 and 2x4 BRACES, AND 3-10d (0.131'x31 FOR 2x6 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2Ad (0.131-X2.5-) NAILS FOR Ix4 LATERAL BRACES, 2-10d (0.131'x3' NAILS FOR 2x3 and 2x4 LATERAL BRACES, AND 3-10d (0.131"x3) FOR 2x6 LATERAL BRACES. B 2 X 3 #3, STD, CONST (SPF, DF, HF, OR SYP) 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 6, FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACNG, CONSULT C 2 X 4 43, STD, CONST (SPF, DF, HF, OR SYP) DSB-89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND BCSI 1 GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING & BRACING OF METAL PLATE CONNECTED WOOD TRUSSES; JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF APAERICA and TRUSS PLATE INSTITUTE. M vw: b. mdustry..m and x—ApmsL.o,9 D 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SYP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. g, TABULATED VALUES ARE BASED ON A DO-. a 1.15 FOR STABILIZERS: FOR A SPACING OF 2a' O.C. ONLY, MITEK "STABILIZER" TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A. 6, C AND D BRACING MATERIAL. DIAGON.a1 BRACING FOR STAGIL I:FRS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM 6R-.CING IS REQUIRED A.T PITCH BREAKS, STABILIZEFS MAYBE REPLACED SVITH WCIOD BLOCI:ING. SEE "STABILIZER" TRUSS BRACING- INSTALLATION GUIDE AND PRODUCT SPECIFICATION. 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) Page # 12 Nalling Pattern L-Brace size TNa"Size Nall Spacing d (0,148X3") Ba D.C. 2x4, 6, or 8 16d(0.162X3 1/2') B° D.C. Note: Nall along entire length of L-Brace or T-Brace (On Two -Plies Nail to Both Plies) Nails dUL- A, U v.Ugg MIUSAC - 23 ( 8/27/2004 MITek Industries, Inc. Western Division L-Brace or T-Brace Size for One -Ply Truss Speclfled Continuous Rows of Lateral Bracing Web Size 1 2 1 2x3 or 2x4 1 x4 2x4 2x6 1xB 2x6 2x8 2x8 *** ** DIRECT SUBSTITUTION NOT APLICABLE. Section Detail Nails •~ �/ Web ICI Web L-Brace T-Brace TRACE T-Brace or I -Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2x3 or 2x4 2x4 ?x4 2x6 2x6 2x6 2x6 2x8 2x8 Nails •� 10d (0.148X3'� @ 9" o.c. Web A (-Brace Nallsztion 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 o . [9APJMG. Var V design parameters nndREAD Ndrrg ONT= AND LNCL-SI) ldlM jMFA M=Z PAGE 7� 7473 .8nMHJD USE. 7777 l3reeribaek Lane ', ,,,�® !' n vapd for use only wlih Moak cvnnedart. Thlg design 4 6csed on u on Sulla ing ly p porgmelen shown, and h (or on Indlylduol buildlnB cvmponenl. CIINe Halghls, CA, g661 e v 'd at design pommanlars and pepper Incorpvroi{on of component h iespons161ii1y of hupd(ng designer • nvl Truss deelgnar, 6rvdng shown ¢lalerdl suPPpod vt indlNduol web inambea only Addlllondi lemporory brpdng lo'insure slvbl8ly du ing eonsirudlcn k the respvnslkiMiy of the dor. Addlllcrrplparmanenf broehig of the oVervp s1__ e 4 the respon�bmp of ►ha b-mv designer, Poe garieroI gUld.nee ragprding devllon, quoply o.nlro{ storage, dekvery, ereellvn and hrvdng, ecnsul1 ANSI/fPll Quvilly Criteria, DSn•94 and 6C511 Building Componsenl �. sly Inlarmeflen ovdlloble IrninTnrss Plate Indilule, 0 D'Onalflo Ddvm Mvdlsor WI 63719. M iTak VALLEY TRUSS DETAIL MB'i/S;AG e 19 4/26/2004 PAGE 1 OF 2 O GABLE .END, COMMON TRUSS -1 No OR GIRDER TRUSS LIVE LOAD = 60 PSF (MAX) DEAD LOAD = 16 PSF (MAX) D.O.L. INC = 1.15 85 MPH WIND SPEED, 3 SECOND GUST MiTe.k Industries, Inc. Western Division NOTE: VALLEY STUD SPACING NOT TO EXCEED 48" O.C. SPACING -- I II II II 11 II II II 'I I, II II II 11 11 II II 11 I � II 1 11 II 11 II it n II 'I Ir 11 11 II 11 1 11 11 � 11 11 11 II 1� II 11 I� II 11 ll 11 11 II II II I II 11 II 11 11 1 � II 11 11 11 II I� it II 11 II 1� 1 1 II 11 11 1 I' 'I 11 11 II 11 I Il 11 .11 11 II I' 11 11 II ,i Ij 1� 11 �I '1 II i BASE TRUSSES VALLEY TRUSS TYPICAL TYPICAL ( 24" O.C. ) (24' O.C. ) VALLEY TRUSS TYPICAL GABLE END, COMMON TRUSS r 7A- n n \ nD r_IDr,=m TDI , 13 TOE - VALLEY TO �� to BEVEL VALLEY .NAIL BASE TRUSS W/ TRUSS (2) (.131"X3.0'' MIN) TOE NAILS. ATTACH 2x6 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 �® \ MIN). TOE(NAILS3:0" ` VALLEY TRUSS RESTS ON. 2x6 DETAIL A DETAILS Pa e # 1 (BASE TRUSSES SHEATHED) (GREATER THAN 3/12 PITCH) ,g DETAIL C (GREATER THAN 3/12 PITCH LESS THAN 6/12 PITCH) ATTACH BEVELED 2x4 CONTINOUS NO,2 SPF TO THE FACE OF THE ROOF W/ TWO (,13'1"Xib" MIN) NAILS INTO EACH TRUSS BELOW ATTACH VALLEY TO BEVELED 2x4 W/ (2 ). (.131 X3.0" MIN) TOE NAILS TO - NAIL VALLEY TO BASE TRUSS W/ (2.) (.131"X3.0" MIN) TOE NAILS 0 C046433 EXP. 3-31-13 OF NOTES: JUL 2 8 ���� 1. SPAN_ OF VALLEY TRUSS SHALL BE LIMITED TO 30' ' 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 WIT HOUTB.RACE (6'-3") WITH BRACE (12'-6") 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 1 Od NAILS. 'G •Verify design parnrnefers and REiS}1 NDTES ON THIS AND INCLUDED'hIITEK REFERENCE PAGE fffi7473 BEFORE USE. for use only wilh MITek conneclors. This design Is based only upon paromeiers shown, and is for an individual building compone of design porpmenlers and proper incorporollon bl cbmponenl is respbnsiblfily of building designer - not frpss designer. Brpdnc uppori gllndlvidual web members only.. Addillonal'femporary brodng to insure sfdb(fily duringconslrudion 4the respbnslbllgly dillonpI permanent bracing of the overall slruclure Is the responsibllly of the building designer. For general guidance regarding guafily conlrol, slorage, defivery, erection and brovng, consult 414M/1"PI7 Ouallfy Cdleda, DSB-89 and BCSII Building Ccmpodei rallon available from Truss Fiala Insfllule, 583 D'Onolrio Drive, Madison, WI.53719. if, I Sulle 109 shown Dims Heights, CA, of Ike VALLEY TRUSS DETAIL Atli/SAC e 19 4/26/2004 PAGE 2 OF 2 MITek Industries, Inc. Western Division BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO BASE TRUSS W1 (2 )16d 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 LARGER THAN THE'SPACING OF VALLEY TRUSSES (24" 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 # 15 IVARN7N6 • Verify design parameters and READ NOTES DN THIS AND INCLUDED Mr=REFERENCE PAGE hM.7473 BEFORE USE. 7.777 Greenback is Design yalid for use only with Mf fek connectors. This design Is based only upon paromel.ers shown, and is for an Individual building Componenl. Sulle 109 A Ncabf of pest n aramenlers and proper incor oration of component Is responsibility of building designer - not truss desl tier. Brocln shown Citrus Heights, CA, PP N 9 P. P Pe P P., P y 9 9 9 g is for bleial support or tndivldualwsb members anly..Addlllonal.lemporary. bracing to Insure siablilly.during construction Is the respons�llllty of the erector. Additional permanent bracing of the overoll structure Is the responsibiNty of the building designer. For general guidance regording fabrication, quality control, storage, delivery, erection qnd bracing. consult ANSI/TPII Quality Criteria, DSB-B9 arid BCSII Building Component Safety Information avollable from Truss Plate Institute, 583 D'Onofdo Nye, Morison, WI 53719. PURLIN GABLE DETAIL MIUSAC - 12 7115/2005 PAGE 1 OF 4 FIRST COMMON PURLIN GABL.�_H04 — �= HpT - -- ITT Nf 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 M 't II= SEE SHEET 2 OF 2 FOR ALL DETAILS MiTek Industries, Inc. Western Division STUD SPACING ON PURLIN GABLE TO BE LESS THAN OR EQUAL TO THE LEAST TOP CHORD PURLIN SPACING ON THE GIRDER OR HIP TRUSS. 5x5 Z-0" 3x5 3x5 ALL PLATES TO BE 2x4 UNLESS OTHERWISE NOTED TYPICAL "PURLIN GABLE" REFER TO ENGINEERED TRUSS DRAWING FOR EACH INDIVIDUAL TRUSS SEE DETAIL#3 U) co H Z O O U F- W U- Page # 16 f a��a q Exp. e ® WARNfNb - Verify design prrrametg and RE4D NOTES ON TMS AND rNCLUDED MITF.rC REFERENCE PAGE hffi-7473 EEPORE USE. 7777 Greenback Lans 09 Design valid tot use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual bullding component. Suite AppOcabliliy of design pgramenlerc and proper Incorporation of component Is responsibi6ly of building designer - not truss designer. Bracing shown Citrus Heights, CA, 9585 Is for lateral support of individvai web members only. Additional temporary bracing to Insure stability during construction Is the responsibllBfy of the erector. Additional permanent bracing of the overall structure Is the responslbiAly of the building designer. For general guidance regarding IA fabrication, quallly confrol, storage, delivery, erection and bracing, consull ANSt/TPII Quality Criteria, DSS-87 and BCSII Building Component 1 Safety Information avallable from Truss Piate Institute, 583 D'Onof io Drive, Madison, WI 53719. Mil PURLIN GABLE DETAIL i MIUSAC v 12 1 7/15/2005 1 PAGE 2 OF 4 MITek Industries, Inc. Western Division 16d SINKER OR 16d BOX _ - O.C. SPACING BY OTHERS - THE TOP OP:THE HIP GIRDER TRUSS AT THE BASE OF THE PURLIN GABLE 1S DROPPED LESS THEN ALL THE OTHER HIP TRUSSES. THE BOTTOM EDGE OF THE PURLIN GABLE ALIGNS WITH THE -LEFT FACE OF THIS TRUSS QGP 16d NAILS JeAND BEARS ON TOP. 6" O.C. QGP ALTERNATE DETAIL ATTACH 2x LEDGER TO FLAT TOP CHORD WITH 2 ROWS OF 10d NAILS (.131" DIAM. x 3") SPACED 9" O.C. GIRDER \'G/ DETAIL #2 \ 'PURLIN GABLE FLAT TOP CHORD PORTION OF THE LOWER TRUSS TRUSS TOP CHORD DETAIL #4 u DETAIL #1 APEX z 0 0 U N LL DETAIL #3 IMPORTANT NOTE: ALL CONNECTION NAILING SHALL NOT SPLIT ANY LUMBER ING a S. (.:033 EXP. 3-31713 Page # 17 JUL 2 eb 2011 A WdRMNG - Verffg design parameters and READ NOTES ON MiE AND INCLUDED MITER REFFTtE)VCE PAGE AM- 7473 REFDRE USE. 7777 Greenback Lane Suite 109 Cibus Heights, 956 H Is CA1 Dellgn va d for use only wlih Mtfek. connectors, Tnc re-r Is. based only upo parameters shown, a d is to[ anlndivldua{ bulld�ng component: B , ApplicabNfy� of desiBq paicmetllets dnd proper ncorpora�lon oleoMIN mpone I�s responslblfify of bvikllng' designer- notlrvss des finer. Bradng shown rs far lateral sVV��port o indlyldua web members only. Add tonal temporary eing to nsure slgb1ty dunngfcondructton b Iha responslbllllfy of the ereclor..AddI110 al peerrffnnpnent'bradng of the overall structure Is the resp6psl illyy of the buildingg ddesigner. t or general gul ante regard ng fobricallon;-quaRly contro6 storege, depvery, eredlon and bracing, consul) ANSf/IPIT Qualify Cdteda, 058.87 and SCSII BuBding Component Safety Inlonn��dlion available from Truss Plate Insftlule. 583 D'Onoldo Drive, Madison, WI 53719. k PURLIN. GABLE DETAIL M1I/SAE-i = 7/15/2005 PAGE 3 OF 4 JA B) MITek Industries, Inc. Western Division PURLIN GABLE =R OR 16d BOX SING BY OTHERS UL I AIL #1 SUP-PL. DETAIL #2 SUPPL. One # 18 d BOX OTHERS SvE° R S. 1� C 04�3 EXP. 3-31-13 CIVIL OF C�:1.���� JUL2 8 2M ®WARNING . Verify design parameters and READ NOTES ON THIS AND WCLUDED W7ER REFERENCE PAGE MIG7473 BEFORE USE, 7777 Greenback Lane Suite 10B Desigqn vatld for use only %r NRek connectors. This design Is based only upon parameters shown a d Is for an Individual building component. Citrus Heights, CA, 9561 A�pLepbltlfy of des ign aromenlers and proper ncdrporat on p comr, nI is respons bi01y of bu7ldln 'designer -:not Irvss designer. Broil g shown Is orlclera s port of Pdidldual web members only: Addl1,lonb� temporary broUnA to nsure sldblllty c�unngFconsFrucfion is the responslb�l�ty of the erector: Adr�lliondl per anent lxaclngof the overallsfnidure Is the respopsibitlty of the building deslQner. urgeperal gut anceregard ng fdbrtcalfon: quality ean�rdl sforog$, daMery, erection and broiling, consult ANSI/TPII Quality'CrlteHo, DS6=B9 and BCSII Building Cortmponenl Salety' information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. PURLIN GABLE DETAIL III/SAC o 12 7/15/2005 PAGE 4 OF 4 16d SINKER OR 16d BOX. V TYPICAL PURLIN LAST H a 2-0-0 MAX I, t- MITek'.Industries, Inc. Western Division RIDGE BLOCKING — FIRST COMMON 2X BLOCKIN W/CONNECTIONS W/FRAMING CONNECTORS BY OTHERS DETAIL #3 SUPPL. 0-0-12 TIGHTLY SET JOINT\ I PURLIN GABLE DETAIL#4 SUPPL• 00 2 / ROOF SHEATHING AND DIAPHRAGM NAILING BY OTHERS HIP SET TRU ROOF SHEATHING BY OTHERS HIP SET TRUSS 11 I" PULIN GABLE HIP DETAIL ##4A S ���� 1 Page # 19 011 A WARhlrN6 • Verify dcstgn parameters aadREAD NOTES ONTMS AND rNCLUItED MrTzk REFERENCE PAGE MU-7473 BEFORE USE. 777 Greenback Lane Su la 109 Desl n yo0d for use only with-MIIek connectors. This design !s based only vpo pnrgmele shown a d Is fo{ an Individual building componen Citrus Helghts, CA, 95 App�icoblBfv oI design pparornenteis and proper Incorpaot``on o componerlt�s respons Nl�ty of bu}Iding designer -not truss designer. Bractpg own - isfor dferaCCsuppport oT tndlvldu I web.r8re tiers only. Addlilonol iamporpry b odng (o'fdsur� $1a61y1y tlurin�consfrudlon Isdhe responslblNiy of the erec�or Additional permahenbrodng.oTlhe overall structure h the respo�s1616�y of Ihe'bulfdi'r designer. or general guI ante regard ng tabr cai{on qua0fy conttrol sloroge; delivery, erecllon and bra ng, consult ANS((TPIi QuallFy Crlteila, 05B•89 and BCSI7 Building Component Saloly IrilormaHori avallobte from TrussPldte, Institute, Sfi3 D'Onofrto Ddve, Modlson."53719. STANDARD GABLE END DETAIL MIUSAC o 2® 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. 2 TRUSS ;ONT. BR SPAN TO MATCH COMMON TRUSS VERTICAL STUD TYPICAL 2x4 L -BRACE NAILED TO 2x4 VERTICALS W/8d NAILS / SPACED AT 8" O.C. LOADINgpsf) TCLL 50.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IBC/IRC TOP CHORD 2 X 4 DFL/SPF/HF - No.2 BOT CHORD 2 X 4 DFL/SPF/HF - STUD/STD OTHERS 2 X 4 DFL/SPF/HF - STUD/STD MiTek Industries, Inc. Western Division SHEATHING (BY OTHERS) e 1 1/2" 3 1/2" NOTCH AT 24" O.C. (MIN.) TOP CHORD NOTCH DETAIL 3x5 = 24" MAX II /A 24" O.C. 2X4 LATERAL BRACING AS REQUIRED PER TABLE BELOW END®� WALL IGID CEILING MATERIAL DETAIL A LATERAL BRACING NAILING SCHEDULE VERT. HEIGHT # OF NAIL&AT END UP TO 711-0" 2 - 16 OVER 6'-611 4 - 16d p MAXIMUM VERTICAL STUD HEIGHT SPACING OF VERTICALS WITHOUT BRACE WITH LATERAL BRACE WITH L - BRA 12 INCH O.C. 6-7-0 13-2-0 11-0-0 16 INCH O.C.5 - ._6 1-1 -4 - -0 24 INCH O.C. -8-n - -0 7 - 9-- 0046433 EXP. 3-31-13 CIVIL �Ya NOTES 1) 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 8'-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 1 OD 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.3) LUMBER MUST MEET OR EXCEED VISUAL GRADE #2 p 4) NO NOTCHING IS PERMITTED WITHIN 2XTHE OVERHANGBER LENGTH. NOTCHING. Page # 20 Continued on page 2 IVAWNG • Vo VY design paramctenr and RF_4D NOTES ON THIS AND INCLUDED M7TEK AEPERENCE PAGE MH.7473 BF.FORR USE. 7777 Greenback Lana Design valid for use only with MiTek connectors. This design Is based only upon parameters shown. and Is for an individual building component. Suite 109 Applicability of design paromenters and proper Incorporation of component 1s responsibility of building designer- not truss designer. Bracing shown Cllrus Heights, CA, 95 Is for laiwal support of Individual web members only. Additional temporary bracing to Insure stability during consirucllon Is the responsibilGly of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guldance regarding fabrication, quality control, storage, delivery, erection and bracing, consul) ANSI/TPI1 Quality Criteria, DSB-B9 and BCSII Building Component Safety intormatlon available from Trvss Plate Institute, 583 D'Onofrio Drive, Madison, WI53719. STANDARD GABLE END DETAIL MII/SAC - 20 4/27/2004 PAGE 2 OF 2 4- 10d NAILS MIN. ,PLYWOOD SHEATHING TO 2X4 STD. DF-L BLOCK 2- 10d (TYP) \ SIMPSON A34 — OR EQUIVALENT LEDGER 2X4 No. 2 OR BTR GABLE EN 6'-3" MAX TO BEARING WALL + 45' STRONGBACK 2X4 No. 2 OR BTR �r 2X4 BLOCK 2X4 STUD OR BTR SPACED @ 5'-0" O.C. SHALL E PROVIDED AT EACH END OF BRACE. EXCEPT FOR BRACE EXTENDED INTO E CHORDS & CONNECTED TO CHOP S W/ 4- 10d NAILS. MAX. 1ENGTH = 7'-0" STANDARD TRUSSES SPACED @ 24" O.C. ALTERNATE BRACING DETAIL NOTES 1)2X4 NO.2 OR BTR. FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH 10D NAILS @ 6" O.C. i 2X4 LEDGER NAILED TO EACH STUD WITH 4- 10d NAILS.JUL 2 8 2011 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 = 8'-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. Page # 21 fVARMNG • VeKA design parameters and READ NOTES ON TRIS AND INCLUDED ?ff=KREFF.RENCE PAGE MU-7473 9FFORF. USE. 7777 Greenback Lane Design valid for use only with Mffek connecl.ors. This deslgn h based only upon parameters shown, and Is for.an Individual building component. Sully 1 e Applicability of deslgn paramenlers and proper lncorporaflon of component Is responslblilly of building designer- not truss designer. Bracing shown Citrus Heights, CA, 9561 Is loyl .lerol support of individual web members any. Additional temporary bracing to insure slablUly during construction Is the responsfbillily of the erector. Addilional permonerif 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/TPI1 Quality Criteria, DSB•B9 and BCS11 Building Component Safety Informofion available from Truss Plate Instllule, 563 D'Onofrlo Drive, Madison, WI S3719. .� REPLACE. A M, SSING STUD ON A.0ABLE TRUSS MIUSAC e 27 11/18/2004 I'PAGE 1 I..THIS INTE OF T VERI REPS THE 2.ALL 1 APPL 3. THE SUCI 4. WHE TO A 5. THIS MITek Industries, Inc. Western Division A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL ION. THIS REPAIR DOES NOT IMPLY THAT THE. REMAINING PORTION TRUSS; IS: UNDAMAGED. THE ENTIRE,TRUSS SHALL BE INSPECTED TO THAT'NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED S ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING ADS INDICATED: MBERSMUST BE RETURNED. TO, THEIR ORIGINAL POSITIONS BEFORE 4G REPAIR AND'HELD IN PLACE° DURING APPLICATION OF REPAIR. D DISTANCE, EDGE D.ISTANGE, AND SPACING OF NAILS SHALL BE S To AVOIp;SPLITTING OF THE: WQOD. 4AILING.$CABS.OR GUSSETS, THE US.E OF A BACKUP. WEIGHT IS RECOMMENDED ID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR. SPLICES. :PAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X ORIENTATION ONLY. REPLACE MISSING WEB WITH A NEW MEMBER OF THE SAME ATTACH 8" X 12" X 7/16" O.S.B. OR PLYWOOD (APA RATED SHEATHING 24116 EXPOSURE 1) (MIN) 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.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 STUD SPACING :24" O.C. (MAX) REFER TO INDNIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Pa a#22 ii 1VARNIN6 • V rLfy d�v/gn parameters and ItF.AD N07'E9 ON THLS AND WCLUTIED M77EK REFERENCE PAGE hIIi-74T3 EEfYiRE USE. IA _ Des(gn va6dfor use only wIIbMRek connectors Thhdeslgn k based onty upon parameleashown, ohd � for an indlvlduol budding compbnenl. AppLcabiBiy of design pp�arisenlers and proper ihcbrporpllori of component is responslbifily of buliding designer •not truss designer. Brpdng shown rs fordaieral sugpod ollndlvldunlweb members only. Additional lemporpry Mdplhg lo.insure slablply:during conslruclion is the responsiblllllyol the erec{or Adddlo"_I prlmpnenl b[acing of ine overotlsliUdure Is the respon;Ibip)ybl the building desigrie�. For general guidance reggr`dlrig fnfiilcalion quddly control; storage, defNery, erection dnd brgdng, consult ANSI/TPII Quality Crllerla,'D58-B9 and BC511 Building Component Salefy IriFonn6tloti ovnllable from Tivss Plbfe InSlliule, 563 D'Onoirlo Drive, Modison, WI 53719. COMMON JUL2 8 2op 0 7777 Greenback Lane Suite 109 Citrus Helghfs, CA, 9561"1 REPAIR A BROKEN STUD ON A GABLE TRUSS MII/SAC - 28 11/18/2D04 PAGE 1 MITek Industries, 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. 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: 40-10-0-10 (MAX) DURATION FACTOR: 1.15 SPACING: 24" TOP CHORD: 2X 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 Page # 23 ® WARMNO • V-1h design poramet.m and READ NOTES ON VUS AND INCLUDED MITEK REFERENCE PAGE MU 7473 BEFORE USE. Design valid for use only with Mfrek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design poramenlers and proper incorporation of component Is responsiblllty of building designer • not truss designer. Bracing shown Is lot lateral support of Individual web_ members only. Additional temporary bracing to insure stability during construction Is the responsibilgly of the erector. Additional permanent. bracing of.lhe overall structure Is the responsibility of the building designer. For generai guidance regarding lubrication, qually conirof, sloroge, deMery, ereclidn and bracing, consult ANSI/TPi1 Quality Criteria, DS9-B9 and BCSI1 Building Component fef Soy iniorma6on available Tram Truss Plate Institute, 583 90notrio Drive, Madison, WI 53719. COMMON EXP. 3-31- �tT C Q45j€ Suite 109 Citrus Heights, CA, REPAIR TO REMOVE CENTER M11/SAS a 29 11/18/2004 PAGE 1 STU®ON A GABLE TRUSS MI I eK industries., Inc. ®. 0 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. VERIFYTHAT 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. * MAXIMUM STUD SPACING = 24" O.C. LUMBER TO BE CUT CLEANLY AND ACCURATELY, NO PLATES ARE TOBEDISTURBED. NO REPAIR NEEDED. COMMON OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/ (MIN) 7/16" O.S.B OR PLYWOOD. MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. IMPORTANT This repair to be used only with trusses (spans less than 50') spaced 24" o.c. maximum; having pitches between 3112 and 12/12, 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 ,E`a.�` SPACING: 24" MAXIMUM TOP CHORD: 2X 4 OR 2X 6 (NO 2 MIN) PITCH : 3/12 -12/12 BEARING: CONTINUOUS M4 33 STUD SPACING :24" O.C. (MAX) EXP, 3-31-13 FFOFER TO INIVIDUAL TRUSS DESIGN R PLATE SIZES AND LUMBER GRADES JPage # 24 Jul- 2 8 2011 WARNING • V.,Vy design parame4em and READ NOTES ON TFOS AND INCLUDED J SJF BEFF.RFNCF PAGE IM-7473 BEFORE USE, 7777 Greenback Lane ■ Design valid for use only with Mtf ek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Suite 109 'M A' 6cabllll of design arameniers and proper lncor orollon of component Is: re; onsiblllt y of building designer not truss designer. Bracing shown Citrus Heights, CA, 9561 PP Y 9 P Pr P P P P Y B 9 9 9 h for lateral support of Individual web members only. Additional lemporary.bracing to Insure s1ablBty duHng construction Is the re;ponsi611111y of the erector. Additional permanent bracing of the overall structure Is the responsfblilly of the building designer. For general guidance regarding ' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSA-89 and BCSII Building Component jj' Salely Information avoliable from Truss Mole Institute, 583 D'Onofrio Drive, Madison, WI 53719. l REPAIR TO NOTCH 2X6 TOP 9V1I1/SAC �3O 1 v18/2o04 PAGE 1 CHORD ®N A GABLE TRUSS MITek Industries, 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 AREREQUIRED. 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 1 /2" X 1 1 /2" 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. v 11 24" MAX A, -- IE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/ (MIN) 7/16" O.S.B OR PLYWOOD. :E MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. 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 psf'and maximum wind speeds of 100 mph. Trusses not fitting these criteria should be examined individually. TRUSS CRITERIA R 6 T/ LOADING: 40-10-4-10 (MAX) a_? Q� DURATION FACTOR: 1.15 e SPACING: 24" MAXIMUM TOP CHORD : 2X 6 (NO 2 MIN) C046433 PITCH: 3/12 - 12/12 EXP. 3-31-i3 BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) �p 9 v N11. GE�r��`6S REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Page # 25 JUL 2p q11 �1�A� f) lLO9U ® WARNING. V—Ify devtgn parmnrtcrs and READ NOTES ON TJUS AND DPCLUDED WTER REFERENCE PAQE MU-7473 SEFORE USl6. 7777 109Ofihack L: Design valid for use only with MITek connectors. This design Is based only upon paromelers shown, and Is for on individual building component. Citni 1 e Applicability of design aramenlers and p proper Inc oration of component Is responsibility of building designer - not truss designer. Bracing shown Cllrus Heights, CA, PP Y 9 P P P Incorporation P P Y B 9 9 9 is for lateral support of individual web members only. Addlliortal temporary bracing to Insure stability during consiructibn -ts the responsfbllrily of the i erectorAdditional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding lobricailon, quality control, sioroga, delivery, erection and bracing, consult ANSIITP11 t 6jaiity Criteria, DSS-89 and BCSII Building Component Safety Informallon avollable tram Truss Plole Institute, 583 D'OnDhio Drive, Madison. W153719. REPAIR TO NOTCH 2X4 TOP CHORD ON A GABLE TRUSS IVIII/SAC - 31 11/18/2004 PAGE 1 MITek Industries, Inc. RQ 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 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: 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 1Od (3" X 0.131") NAILS SPACED 6" O.C. MAXIMUM STUD SPACING = 24" O.C. THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/ (MIN) 7116" O.S.B OR PLYWOOD, SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. PORTANT . , lis 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 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) Q��AFE DURATION FACTOR: 1.15 SPACING: 24" MAXIMUM ¢� R S. p/ TOP PIITCHHORD_ ti 2(NO 2 MIN)BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) CU6M EXP. 3-31-13 REFER TO INDIVIDUAL TRUSS DESIGN �6'� �IM � FOR PLATE SIZES AND LUMBER GRADES �b Page # 26 ®F M%� JUL 2 8 2011 1AARMNO • 7arVy dr ign parameters and READ NOTES ON VUS AND INCLUDED MITZK REFERENCE PAGE MII.7473 BEFORE USE, 7777 Greenback Lana Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for. on Individual building component. Suite 109 Applicability of design paromenlers and proper incorporation of component Is responslblllly of building designer - not truss designer. brodng shown Citrus Helghls, CA, 9581 Is far lateral support of dlvlduol web members only. Add ilonal lemporary brodng to Insure sicblOfy during consirucflon Is the msponsibimty of the erector,. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding . (abdcallon, quality control, storage, delivery, erection and bracing, consult ANsi/TPIT Quality Crileda, DSB•89 and BCSI1 Building Component Mil Safely Information available from Truss Plate. Institute, 5B3 D'Onofdo Drive, Madison, WI 53719. LY ! 1 • � STANDARD RD REPAIR DETAIL 25% MIUSAt,C - 21 Aa 1 5/3/2004 PAGE 1 -, - - To .- W �_ .L. -1 AL NUMBER OF LS EACH SIDE 1 OF BREAK1 X - INCHES MiTek Industries, Inc. Western Division MAXIMUM FORCE (IbS) 25% LOAD DURATION. SYP DF I SPF HF 2x4 2x6 1 — j 2x4 2x6 1 2x4 2x6 ! 2x4 I 1-2x6_i_-2x4 i 2x6 14 21 1 24" 1 2240 3360 12065 3097 I 1750 1 -T 2625 i 1785 2677 j 18 27 30" i i 2880 4320 1 2655 3982 2250 i j --� 3375 j 2295 1 3442 4 I 22 33 i 36" 3520 5280 3245 14867 I 2750 ! -- ! 4125 2805 I 4207 I ' 26 1 i 39 i 42" 4160 j 6240 I — — 13835 5752 --{---- 3250 ------ 1 ---- — J 4875 I 3315 ' 4972 i I 30 45 I 48" 48D0 i 7200 —j 1 4425 6637 —t—'----- I 3750 1 5625 1 3825 1 5737 1 DIVIDE EQUALLY FRONT AND BACK ATTACH 2x SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS (TWO (ROWS FOR 2B4,E THREE ROWS FOR 2xx6)S5 ACED 6 ocORAK OR SPLICE) W/CONTRUCTIONQSTAGGERED AIS SHOWN.(. 148"da. x 3") THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12". (C=PLATE LENGTH FOR SPLICE REPAIRS) F THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L=(2)X+C G - k •k •N ' . .;�' lrypl a BREAK k •} � �l�yp� x } 10d NAILS NEAR SIDE +10d NAILS FAR SIDE r'T Page # 27 TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY 6" MIN 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: 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. 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 APPLING 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 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 TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. WARNING . (rcrtjy dccign yan metenc and READ NOMI; ON THIS AND INCIAMF.D 1,7TTFX RF.F F.2FArCE: PAGE InI 7473 6FF0RE U.S;. I suite Greenback Lane Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component Suite 109 Applicobilily of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 9561 _ is for lateral support of individual vieb members only. Additional temporary bracing to insure stability during construction is the responsibility of the I 1 erector. Additional permanent brocing of the overall structure u the responsibility of the building designer. For general guidance regarding lobricalion, qualify control, storage , delivery, erection and brocing, consult ANSI/TPI7 Quality Criteria, DSB-89 and BCSn Building Component ! `' SafetyInformation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719,.iTykg, I i FALLS B6TTOM CHORD FILLER DETAIL MII/SAC -1 3/1012004 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 Z M20 PLATES OR WITH 2X4 NO2 2'-0" LONG _ 48" TYP SCAB, CENTERED ABOUT THE SPLICE, NAILED kll TO ONE FACE W1(.131"X3.0" MIN) NAILS @ 4" O.C., 2 ROWS. DTES: MITek Industries, Inc. Western Division MAX 3-0-0 EXTENSION 1x4 M20 PLATES (TYP) OR ALTERNATE CONNECT W1 2-10d COMMONS (TYP) FILLER VERTICAL..S.TUD ... 2X4 STD OR BETTER LUMBER I) 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 EXISTING CONDITIONS, PROVIDED THAT STUD SPACING, CONNECTION AND EXTENSION REQUIREMENTS ARE AS SPECIFIED. ADJUSTMENTS MAY INCLUDE ADDITION OR REMOVAL OF FILLER MEMBERS. Page # 28 WARhWM - 7-0j deelrjn p--tere and REM NOTES ON TEIS AND INCLUDED NDTEX RP.FERENon PAGE MIF7473 BEFORB USE. Design valid for use only with MIT ek connectors: This design is based only upon parameters shown, and Is for an Individual building component. App6oablBfy of design poromeniers and proper Incorporallon of component Is responsibility of building designer - not iruss designer. Bracing shown is for lateral support of Individual web membefs only. Additional temporary bracing to Insure sfabillly duririg'coisslrucflon Is the responsibimfy of the erector. Additional permanent bracing of the overall structure Is the responsiblllly of the building designer. For general guidance regarding fablcailon, quality control, storage, delivery, erection and bracidfe Ming, consul) ANSI/TPII Quality Crla, OSS-B9 and BCSII Building Component Solely Information ovallabte from Truss Plate Institute, 583 D'Ono61. Drive, Madison, WI 53719. M6433 EXP. 3-3 3 CUM 7777 GrBenbadsLane Suite 109 Clbus Heights, CA, 9501T OVERHANG REMOVAL DETAIL MII/SAC o 5C 12/6/2005 PAGE 1 TRUSS CRITERIA: LOADING: 25-18-0-10 (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 SHALL GO BEYOND REMOVAL LINE. NO CONNECTOR PLATE DAMAGE ALLOWED 12 2-12 F::�' Welk Industries, Inc. Western DIvision JUL '21 22-1 1�l ® WAPNLNG - VorLey dcalyn pars acrs and READ NDTES ON TUTS AND INCLUDED MT --IC REFERENCE PAGE MU-7473 BEFORE USE. 7T77 Greenback Lane Design valid for use only wllh Mlfek conneclors. This design Is based only upon parameters shown,.and Is lar an Individual building component, Sully HCIWs Heights, CA, 9581 AppBcablDly of design paromentars and proper Incarporallon of component !s resPonslblBty of building deslgnar - not truss designer. @rndng shown Is lot lolerdl support of Individual web members only. Additional lemoorary brodn8 to insure slablllty during construction Is the responsl6fNfy of the ereclor. Addlllonal permanent bracing of the overall structure Isthe resporsslbllity of the building designer. For general guidance regarding fabdeaflon, qualify conirdl, storage, delivery, erection and brodng,. consull ANSI/TFII Quality Criteria, DSB-89 and BCSIf Building Componerif �j [/rIda�1 Solety Information available from Truss Plate Insillute, 583 D'Onofrio Drive, Madison, WI 53719. SCAB APPLIED OVERHANGS MII/SAC m 5 3/25/2004 PAGE 1 MITek Industries, Inn. .� . Western Division 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 BEEN BROKEN OFF. 2. ATTACH 2x_ SCAB SAME LUMBER SIZE AND GRADE AS TOP CHORD TO ONE FACE OF TRUSS WITH TW0 ROWS OF (0.131"X3") NAILS SPACED @ 6" O.C. 3. THE END DISTANCE, EDGE_ DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 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 2x- JULL 52 i`gin ?q)I`�' WARNING - Varifrj cf—fgn prr anmtars mid READ NOT$5 ON TW& AND INCLUDED hUTEK REFERENCE PAGE Aar•7473 BLFoRE USE, r r r / �reenoacn �� Design vapd for use only with MRek connectors. This design is based onI u on mmelers shown, and h far on Individudl bulldin cam anent. Sulle 109 y p pa 9 p, Citrus HelBhls, CA, Appllcabi0ly of design pardmenters and proper Ineorporallon of component Is responsibiBty of bUUding designer- not 1, deslgnet 11radng shown Is for lot erol support of Individual web members only. Additional lemporory bracing to Insure slabllily during consirvdlan Is 1he.responsiblMly of the erector. Additional permanenl bracing of the overall stricture Is the responsibility of the building designer. For general guidance regarding labdcaflon, quaAly control, storage, delivery, erection and bracing, consult ANSIMII Quality Crileria, M11.89 and BCSI1 Building Component i..f—fion available i—Truss Plate Institute. SS3 D'onoldo Drive, Madison, WI 53719. . STANDARD PIGGYBACK act• PAGE 1 01 2 GENERAL NOTES: 1 UPLIFT AND LATERAL LOAD CAPACITY OF THIS DETAIL SHALL BE REVIEWED AND APPI;COVEb SY PROJECT ENGINEER OR nUALIFIED BUILDING DESIGNER. � 2, PITCH-4112 MAX 1TV 3, fir, 3. MAX SPAN = 30'-0'1 4e MAXIMUM SHEAR C•APACIT e` OR LATERAL LOAD TRANSFER BETWEEN PIGGBACK AND BASE TRUSS=120 PLF clustritis, Inc, E<4'[on P s —_� --- - MAXIMUM UPLIFT SCAB TYPICAL PIGGYBACK TRUSS CONNECTION CAPACITY (USING (10) 1 Od (0.131" )< 3") NAILS: .E 2 x x s'�0" SIZE TO MATCH TOP CHORD OF PIGGYBACK. SYP a 1080 LBS ATTACHED TO ONE FACE OF TOP CHORD WITH 2 ROWS OF 10d (0,131" X 3") r't: ' SPF v 820 LBS NAILS SPACED " C.C. AND STAGGERED ' / DF = 970 LBS HF = B40 LBS SPF-S 720 LBS ATTACH PIGGYBACKTRUSS TO EACH PURLIN WITH MAXIMUM UPLIFT PURLIN CAPACITY USING (2) 16d \ 2 -16d NAILS TOENAILED. (0,131" X 35") NAILS: SYP = 117 LBS SPF = 60 LBS DF = 92 LBS HF = 63 LBS \ SAa TRUSS \\ SPF-S = 41 LBS \ MAXIMUM UPLIFT SHEATHING CAPACITY USING 1/2" SHEATHING \ � AND (2) 8d (0.131" X 2.5") NAILS: SPACE PURLINS ACCORDING TO THE MAXIMUM ATTACH EACH PURLIN TO TOP SPACING ON THE TOP CHORD OF THE BASE CHORD OF BASE TRUSS WITH NOT SYP = B2 LBS TRUSS (SPACING TO EXCEED 24" O,C,). 2 -16d NAILS. A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. SPF = 42 LBS w FDR PIGGY BACK TRUSSES WITH SPANS, 12` DF — 64 LBS; HF = 44 LBS SCAB MAY BE OMMITED PROVIDED THAT: ROOF SHEATHING TO BE CONTINUOUS OVER JOINT SPF-S = 28 LBS (SHEATHING TO OVERLAP MINIMUM 12" OVER JOINT) '`. CAP CONNECTION 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. IF NO GAP EXISTS BETWEEN OAP TRUSS AND BASE TRUSS: MAXIMUM UPLIFT GUSSET CAPACITY USING 7/16" GUSSETS AND (4) 10d (0.131i1 X 3") NAILS: REPLACE TOE NAILING OF CAP TRUSS TO PURLINS WITH GUSSETS AS SHOWN, AND APPLY PURLINS TO LOWER EDGE OF BASE SYP = 300 LBS TRUSS TOP CHORD AT RECOMENDED SPACING SHOWN ABOVE'.. SPF = 276 LBS DF = 294 LBS gee 8" x 8" x 1/2" PLYWOOD (or 7116" OSB) HF = 276 LBS GUSSET EACH SIDE AT SPF-S = 268 LBS EACH BASE TRUSS JOINT. ATTACH WITH 2 -10d NAILS INTO EACH CHORD FROM EACH SIDE (TOTAL - 4 NAILS EACH CHORD) \` L— 2x4 PURLINS @ 24" O.C. ATTACHED W12-10 D NAILS VALUES SHOWN ARE BASED ON LOAD DURATION OF 1.00 A SFARMl— pervy design Pararn" - and ZEAD NOTES ON VITS AND MM17DED MII.7477 BEFORE USE. 1 7777 Greenback Lane Deslgn valid for use only wilh Miiek connectors. This design Is based only upon parameters shown. and Is loran Individual building component. Sulle 108 W1 Appficoblllly of dealgn pporamenlers and proper Incorporailon of component Is responslbllity of building designer- not truss designer. Brocing shown Clime Helghla, CA, 9581 Is for lateral support of Individual web members only, Addlllonol temporary bracing to Insure slablilly during construction Is the responslbimly of the erector. Additional permanent bracing of the overall structure Is the respondblllly of the budding designer, For general guidance regarding labdcalion, quality control, sioroge, delivery, erection and bracing, consull ANSI(TPII Quality Crllarla, D511-84 and BCSII Building Camponanl `� Q Saluty tnfarmallon ❑vollable from Truss Plate Insilluie, 583 D'Onctrio Drive, hhodison, WI 53719. 9 STANDARD PiGGYBACK TRUSS CONNECTiON DE I A 1 J01 Z 004 1 PAGE 2 OF FOR LARGE CONCENTRATED LOADS APPLIED TO CAP TRUSS REQUIRING A VERTICAL WEB t J. ov 11:a VERTICAL WEB TO 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS EXTEND THROUGH MUST MATCH IN SIZE, GRADE, AND MUST LINE UP BOTTOM CHORD AS SHOWN IN DETAIL, OF PIGGYBACK 2) VERTICAL WEBS OF PIGGYBACK MUST RUN THROUGH BOTTOM CHORD SO THAT THERE IS FULL WOOD 70 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'-0" SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF 10d NAILS (0,131"X3'D AT 6" Q.C. STAGGERED. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS,) 5) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 3700 LBS (@1.15). REVIEW BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 3700 LBS, PIGGYBACK TRUSS CONNECTION FOR SPANS LESS THAN 10'-0" 2 x x 4'-0" SIZE TO MATCH TOP CHORD OF PIGGYBACK, ATTACHED TO ONE FACE OF TOP CHORD WITH 2 ROWS OF 10d (0.13V X 3") NAILS SPACED 6" O.C. AND STAGGERED � O ATTACH PIGGYBACK TRUST TO EACH PURLIN WITH 2 - 16d NAILS TOENAILED. TRUSS \ �� SPACE PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE BASE TRUSS (SPACING NOT TO EXCEED 24" D.C.), A PURLIN TO BE LOCATED AT EACH BASE TRUSS ATTACH EACH PURLIN TO CHORD OF BASE TRUSS 1 2 - 16d NAILS. JOINT. 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. MITak Industirlen, Inc, Mbstern DIvlsion MAXIMI—IM UPLIFT SCAB CAPACITY USING (10) 10d (0. 1 31" X 3") 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) 10d (0.131" X 3") NAILS: SYP = 424 LBS SPF = 323 LBS DF = 388 LBS HF = 336 LBS SPF-S = 288 LBS MAXIMUM UPLIFT PURLIN CAPACITY USING (2) 16d 10.131" X 3.6") NAILS: SYP = 117 LBS SPF = 60 LBS OF = 92 LBS HF = 63 LBS SPF-S = 41 LBS VALUES SHOWN ARE BASED ON LOAD DURATION OF 1.00 WARNING • Verify design parameters and READ NOTEB ON TRTS AND TNCLUDED MPTEIC REFr11ZNCD PAGE NM-7473 BPMI P.E USE. 7777 Greenback Lana Design volld (or use only with MRek conneclors.lhis design Is based only u arameters shown, and Is for on Individual building component. Suite 10B g y upon P Appficobllily of design paromenlea and proper tncorporatlon ol,componenl is responsibility of building designer - not trust designer. Brodng shown Cllrus Helghis, CA, B581 Is for lateral support of Individual web members only. Addlllonol temporary brocing to Insure sloblllly during construction Is the responslblitliy of the erector. Additional parmononl brocing of the overoll slructum is the responslblllly of the building designer. For general guidonce regarding IalxicallaR, qu001y control, sloroge, delivery, erection and brocing, consull ANSIITPli Quality Criteria, 056-89 and BC511 5ullding Component information `�' Q) cioty info❑tion ovallobie from truss Plate imiliule, 5B3 D'Onoirlo Drive, Mason, W153719. RR I 1 HAk S t 4ARD PiGG BA K TRUSS C0W4`EC I i0 N €;,4 P Afl- (MAY BE USED FOR DRAG TRUSSES) liViHi1� A 2B 1 1211 12004 1 PAGE 1 OF k Industries, Inc, GENEFRAL NOTES,,f'i 4 E F 1. UPLIFT AND LATERAL LOAD CAPACITY I:)F RZ'� THIS DETAIL SHALL BE REVIEWED i!00 APPROVED BY PROJECT ENGINES-R OR 6 QUALIFIED BUILDING DESIGNER. 2. PITCH=12/12 MAX 4 n t 3. MAX CAP TRUSS SPAN � 20`-0' ' 4. MAXIMUM SHEAR CAPACITY OR LATERAL LOAF) "w TRANSFER BETWEEN PIGGIBACK AND BASE TRUSS= 160 PLi�� TYPICAL PIGGYBACK TRUSS CONNECTION MAxl�3� t�PtIFT SCAB [.b rid F 11 CAPACITY USING (10) (MAY BE USED FOR DRAG TRUSSES) � 1 Od (0.131" X 3") NAILS: 2 x x V-0" SIZE TO MATCH TOP CHORD OF PIGGYBACK. ATTACHED TO ONE FACE OF TOP CHORD WITH 2 ROWS OF 10d (0.131" X 3") NAILS SPACED 6" O.C. AND STAGGERED e" x 8 1/2"), 1/2" PLYWOOD (or 7/16" OSB) 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) ATTACH PIGGYBACK TRUSS TO EACH PURLIN WITH 2 - 16d NAILS TOENAII_ED. \\ BAS TRUSS SPACE PURLINS ACCORDING TO THE MAXIMUM ATTACH EACH PURLIN TO TOP SPACING ON THE TOP CHORD OF THE BASE CHORD OF BASE TRUSS WITH TRUSS (SPACING NOT TO EXCEED 24" D.C.). 2 - 16d NAILS. A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. FOR PIGGY BACK TRUSSES WITH SPANS < 12' SCAB MAY BE OMMITED PROVIDED THAT: ROOF SHEATHING TO BE CONTINUOUS OVER JOINT (SHEATHING TO OVERLAP MINIMUM 12" OVER JOINT) 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 DAP TRUSS AND EASE TRUSS (MAY BE USED FOR DRAG TRUSSES) 2 x x 6'-0" SIZE TO MATCH TOP CHORD OF PIGGYBACK. ATTACHED TO EACH FACE OF TOP CHORD WITH 2 ROWS OF 10d (0.131" X 3") NAILS SPACED 6" O.C. AND STAGGERED REPLACE TOE NAILING OF CAP TRUSS TO PURLINS WITH GUSSETS AS SHOWN, AND APPLY PURLINS TO LOWER EDGE OF BASE TRUSS TOP CHORD AT RECOMENDED SPACING SHOWN ABOVE. O O 8" x 8 112" x 1/2" PLYWOOD (or 7M6" OSB) GUSSET EACH SIDE AT EACH BASE TRUSS JOINT OR MAX. 24" Q.C. ATTACH WITH _ 2 - 10d NAILS INTO EACH CHORD FROM T EACH SIDE (TOTAL - 4 NAILS EACH CHORD) 2x4 PURLINS @ 24" O.C. ATTACHED VVI 2-10 D NAILS SYP = 1060 LBS SPF = 820 LBS DF = 970 LBS HF = 840 LBS SPF-S = 720 LBS MAXIMUM UPLIFT PURLIN 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 MAXIMUM UPLIFT SHEATHING CAPACITY USING 1/2" 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 7/16" GUSSETS AND (4) 10d (0.131"X 3") 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 EVARJ 7NO - Verify design par¢metrrs ¢nd READ NOTES ON THIS AND INCLUDED MITEICREFERENCE PAGE IM-7473 BEFORE USE, 7777 Greenback Lane p �� Design volld for use only with Mifek connectors. This design Is based only upon parameters Shawn, and is for an Individual building component. Sully 109 ,M11 Applicability of design oromenfers and proper Incorporation of component Is res onsiblril of bulidln designer - not truss designer. Bracing shown Citrus Helghls, CA, 9561 PP l 9 P P P P P P Y 9 y Is for lateral support of Individual web members only. Additional Temporary bracing to Insure slablllty during construction is the responslbilllty of the erector. Addlllonol permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding f%ricallon• quality control, storage, delivery, erection and bracing, consull ANSI/TPI1 Quality Crllerla, DSB-89 and BCSII Building Component Safety Information available IromTruss Plate Insillule, 583 D'Onofdo Drive, Madison, WI 53719. PIGGYBACK TRUSS CONNEC`nmt tM�IITak Indppqu�rtritwsr. Inc. 2 x _ x 8'-0" SIZE TO MATCH "COP CHORD OF PIGGYBACK, ATTACHED TO EACH SIDE.OF TOP CHORD WITH (.148"X3.0" MIN) NAILS AT 6" Q.C. STAGGERED 2 ROWS, PIGGY TRUSS BASE TRUSS 4 NOTE: CONNECTION DETAIL DESIGNED FOR GRAVITY LOAD ONLY. NOT CHECKED FOR ANY WIND LOAD OR LATERAL LOADS. PLEASE CONSULT WITH TRUSS ENGINEER OR QUALIFIED BUILDING DESIGNER FOR CONNECTION DETAIL TO TRANSFERLATERALLOADS A WARNING- Vcrljxj design pa =.f rs and REt D NOTES ON THIS AND WCLUDED dII7'ER REFERENCE PAGE AW-7473 BEFORE USE, 7777 Greenback Lane --0 Design vofiid for use only with MRek conneclors. This design Is based only upon parameters shown, and is for an Individual building component. Suite 109 Applicability of design paramentan and proper Incorporation of component Is responsiblll}y of building designer - not truss designer. Bracing shown Citrus Helghle, CA, R561 Is for lateral support of Individual web members only. Addlllonal lemporary bracing to Insure slablilly during construction Is the responslbilnly of the erector. Addlllonal permanent bracing of the overall slruclure is the responstbillly of the building designer. For general guidance regarding fabrication, quaUty control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-84 and SCSII Building Component Safety Information available from Truss Plaie institute, 583 D'Onoirio Drive, Madison, WI53719, W iTek