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Santerra TR 32225 13-0620 (SFD) (Plans 2471, 2624, 3117 & 3418; Lots 7-20) Revision 1 - Truss Calcsoption o one ("(I CONS U/_TING ENGINEERS PAGE 1 OF 1 PLAN CHECK REPLY #2 PROJECT "5anterra" - 5FH OPT.1 J.N. 0413-1783 LOCATION La Quinta, CA DELTA REF. Q DEVELOPER Legacy Homer, CODE CDC 2010 ARCHITECT Legacy Homer, ARCH. J.N. LEGACY - 5ANTERRA PLAN CHECK No. 13-620, dated January 17, 2014 PLAN CHECKER Jim Johnson, City of La Quinta TELEPHONE (760) 777-7130 REPLY DATE March 20, 2014 FAC51MILE PROJECT ENG. Jameo Hu, P.E. EMAIL This plan check reply io in reoponoe to the city plan check correction lint for the above referenced project. ITEM No. SHT. No. DESCRIPTION OF REV151ONANFORMATION and/or CLARIFICATION: n/a Refer to the truSS layout plans chop -Stamped by Option-1 Conr,ulting Engineers and refer to the revision letter "A". BV1Lrr=_ ;o ; ; " : i Y DEPT. `,D FOR CONST UCTION DATE To expedite the plan check proccro, please feel free to contact our office at (714) 556-1916 if you have any comments and/or queotiono. 5ubmitted by: OPTION ONE CONSULTING ENGINEER5 This document must bear an original "WET' signature and Seal for all ubmittal purposes. o�'0V ES.S /0 Vq: \' Q) James Hu, P.E. Ro s 0. Kuster, P.E. N0. 48386 �U Project Engineer Prin ipal Exp. 6-30-2014 CI`✓ Distribution: Legacy Homes O' CA1 March 20, 2014 STAMP & WET 51GNATURE OF 1783PC2.xls c)rsop Fl(e Option One Tel 714.556.1916 Consulting Engineers 2755 Bristol Street, Suite 100, Costa Mesa, Ca. 92626 Fax 714.556.1952 4 01 option one CONSULTING ENGINEERS PAGE 1 OF 10 PROJECT 1ZEV1510N "A" PROJECT "5anterra" - 5FH OPT.1 J.N. 0413-1783 LOCATION La Quinta, CA DELTA REF. 5 DEVELOPER Legacy Homes ARCHITECT Legacy Homes ARCH. J.N. Legacy-5anterra REVI510N Truss Review due to adding additional attic acce5S to the Patio ATTENTION James Turnbull, Superintendent TELEPHONE (209) 473-5119 REVISION DATE March 18, 2014 FAC51MILE (760) 272-5236 PROJECT.ENG. James Hu, P.E. EMAIL iturnbull@le6iacvhomeou5a.com Per your request, we have reviewed the truss revision per additional attic access from BMC which our office has received on March 18, 2014, regarding the above referenced project. The following is itemize list of Structural changes that have been made per the revised tru55 layouts and calculations. ITEM No. 5HT. No. PE5CRIPTION OF REVI510NANFORMATION and/or CLARIFICATION: PLAN 2471-A 1). 52.2 Revised tru55 framing over the Patio to match with tru55 layout plan. 2). 52.2 Add a beam #9 and #10 calculation5 at right and left of Patio per revised tru55 layout. 3). 52.2, 52.3 Add an additional attic acceSS at Patio. PLAN 2624 1). 53.2, 53.3 Add an additional attic acce5S at Patio. PLAN 341.5 1). 55.2, 55.3 Add an additional attic acce5S at front of Nook. Refer to attached calculations, full Size revised plans and approved construction documents for general details, notes, framing requirements, Specifications, and any other pertinent information not Shown in this letter. If you Should have any additional queotion5, please feel free to contact our office at (714) 556-1916. Submitted by: OPTION ONE CON5ULTING ENGINEER5 This document must bear an original "WET' Signature and Seal for all C;�� Jake/Hu, P.E. Project Engineer Distribution: Legacy Homes cF:uFE�S;n purposes.rr W m NO. 48J86 D. Kucter, P.E. �I * Exp. 6-30-2014 r OF fAL\" March 18, 2014 5TAMP & WET 51GNATURE OF 1783 Rev.A.xl5 Option One Consulting Engineers 2755 Bristol Street, Suite 100, Costa Mesa, Ca. 92626 Tel 714.556.1916 Fax 714.556.1952 I. _ ----------------------- r cr_r_ 0 �K�'Of^Oru vw s rar w a wa m.l v ¢ry r/p ' r[evvmn N/m..Imw. Mar�'aa�n'.[ •. �vrmva�ro.. 4 i �m�anw� SHEAR ELEMENT SCHEDULE AND NOTES MMMMMEMMEMO FAIMUMMOMMIM aoom��m o�oo�o�m T■0m00 IMME � r% mwm 0 m NOTES PER 8UILOINC DEPARTMENT N .�........ = WIND SPEED as mpn i — WIND UPD$URE -C - S2.2 -J 9 m (0011 Option One Consulting Engineers I PROJ.: "5anterra" / Plan 2 BEAM DESIGN J N • 0413 1783 ( Nos 2005) (9) HDR. AT RIGHT OF PATIO Member Length, L (ft)..................... 6.25 Max. Allowable Deflection ............. L / 360 Load Duration Factor, CD ............... 1.25 Size Factor Coefficient, C,...................... 1.30 Trib. Area for Roof LL Reduction, A (ft).... n/a Uniform Loads Allowable Stresses, Rxns., Roof Load = ( 38.0 psf ) x ( ) ft + and Section Properties Partition = ( 14.0 psf ) x ( 1 ) ft M.O.E., ksi ............... 1,600.0 Floor Load = ( 52.0 psf ) x ( ) ft F'b, psi ...................... 1,361.3 Attic Storage = ( 20.0 psf ) x ( ) ft F'v, psi ...................... 225.0 Beam Wt. = 7.0 plf Depth, d, in .............. 7.250 Total Uniform Load, wTb .............................. 21.0 plf Width, b, in ............... 3.500 Rxn, (Left), lb........... 1,009 Rxn, (Right), lb......... 429 Point Loads P, at ............... 1.00 ft PLL+DL = 878.8 lb............. 38*5/2*18.5/2 P2 at ............... 3.25 ft PLL+DL = 427.5 lb............. 38*5/2*4.5 P3 at ............... 0.00 ft PLL+DL = 0.0 lb............. NONE P4 at ............... 0.00 ft PLL+DL = 0.0 lb............. NONE Demand Moment......... 1.2 ft-k ------- 0 Sreq'd................... 10.3 < 30.7 in *O.K.* Demand Shear............ 996.5 lb. Areq'd................... 6.6 < 25.4 i n 2 *O.K.* Demand M.O.I............ 24.2 in `®` Aactua�............•••••. 0.045 < 0.208 in *O.K.* U S E 4` x ; 8..: D.F. #2 A L T NA oo) HDR. AT RIGHT OF FAMILY Member Length, L (ft)..................... 8.50 Load Duration Factor, CD ............... 1.25 Uniform Loads Max. Allowable Deflection .............. L / 360 Size Factor Coefficient, C....................... 1.00 Trib. Area for Roof LL Reduction, A(ft)..... n/a Rxns., Roof Load = ( 38.0 psf) x ( 2/2 ) ft + and Section Properties Partition = ( 10.0 psf) x ( 10 ) ft M.O.E., ksi ............... 1,600.0 Floor Load = ( 52.0 psf) x ( ) ft F'b, psi ...................... 1,625.0 Attic Storage = ( 20.0 psf) x ( ) ft F'v, psi ...................... 212.5 Beam Wt. = 14.5 plf Depth, d, in .............. 9.500 Total Uniform Load, WTI. .............................. 152.5 plf Width, b, in ............... 5.500 Rxn, (Left), lb........... 1,181 Rxn, (Right), lb......... 1,375 Point Loads P, at ............... 4.00 ft PLL+DL = 878.8 lb............. 38*5/2*18.5/2 P2 at ............... 7.00 ft PLL+DL = 380.0 lb............. 38*5/2*4 P3 at ............... 0.00 ft PLL+DL = 0.0 lb............. NONE P4 at ............... 0.00 ft PLL+DL = 0.0 lb............. NONE Demand Moment......... 3.4 ft-k Sregd.•••••• .••.••..... 25.3 < 82.7 in *O.K.* Demand Shear............ 1,254.0 lb. �.Areq•d.••••••.••..••..... 6.9 < 52.3 in *O.K.* Demand M.O.I............ 91.6 in --------- �0'Aactuai••••••••••....... 0.066 < 0.283 in *O.K.* USE 6 x 10 D.F. #1 ALT NA 1783P281.x1s (Rev.01/2012) Page: 2.4-a ........... ................... . Un MW -L-rz ,,zz7cr. r., m-ma—mD -NOTE-S NOTES PER OUILDNG DEPARTMENT I V� 1D14 WPSL 4X4 T W/HTT5 W 0 I 7-1 i SD1 EA. END 4X6(T) 2-2X6(K� EA. END EllAm ®llilw®i z z I' 'I Ill a-< Q �m ------------- _ /71 6x12 5%x12 4 Q I\,A / I A�Crn,E�S I � ALT. I �V PATIO 2-2X6 KS 2X6(T) E/S 4X6 FLAT 4X6 FLAT ST6 36 �TOPPE 5 I i 1500 6-1 T. Y X4 T LB. SD1 E . END _;.. 06_ V 4X6 T W/STHD14 4X6 FLAT 2-2X6 KS Qi 2X6(T)P. E/S �I x 4X4Pi / W/HTT4 m FN�P\Y mmmmomomm 11mummommm I 1 4X6 X6 4X6 _ 6X6 SLAT 6X6 FLAT I` 2-2X6 0 I 2-2 C 2X6(T) E/S ====J-- }----- -- YP. KITCHEN I I I I I I I i I I I I 1 I I I I I I I I I I I / i I /,I I SDI LB. 4/HTT5 2a I I I I PLATES NOOK 1 tP-ovi CLG. CONTINUE ROOF SHT'G. UNDER CALIF. FRM'G. TYP L<4-6Z- 14 7 SN2 TES 390( C ST6224(H) AT I S D 2 ST6224(H) PLATE BREAK 1 PLATE BBRREi 6X6 6X6 --- - --E T 2 2-2X6 KS 3- P4 0 2X6(T) E/S S� a 4X8 I — — — W/HT _------ 4X10 ---- 2-2X4 T EA. END 1 SD1 P aa: 7d fiwwhfll pan 03/17/2014 Plan 2471-A Regarding the additional attic access to the Patio area. - T6A, moved to 6' set back from back column to allow for additional attic access. - T6B & T6D, Stubbed/clipped to 9'6" wall to allow for additional attic access. - T1O, T1P, T1R, T1S trusses extended to frame in ceiling around additional attic access. - Added new attic access to Truss Layout / hatched for clarity. - End/Plan 2471-A Plan 2471-B Regarding the additional attic access to the Patio area. - Reviewed trusses / added reference lines for clarity. No changes to trusses - Added new attic access to Truss Layout / hatched for clarity. - End/Plan 2471-B Plan 2624-A Regarding the additional attic access to the Patio area. Added new attic access to Truss Layout / hatched for clarity. Reviewed trusses T1J/Tll/T1H for passage clearance. New attic access eliminates T1M from path. End/Plan 2624-A Plan 2624-B Regarding the additional attic access to the Patio area. - T1_E, redesigned for center pathway access. New attic access. - T1_F, redesigned for center pathway access. New attic access. - Added new attic access to Truss Layout / hatched for clarity. - End/Plan 2624-B Plan 3117-A Regarding the additional attic access to the Patio area. - T1K/J/I/H/G/F/E Trusses revised for a uniform fau platform.T1K, - Hatched Attic access for clarity. Removed previous pathway. - End/Plan 3117-A (0/ 7t G Plan 3117-B Regarding the additional attic access to the Patio area. - T1K/J/I/H/G/F/E Trusses revised for a uniform fau platform. - Hatched Attic access for clarity. - End/Plan 3117-B Plan 3418-A Regarding the additional attic access to the Patio area. - T313, Revised truss design for New attic access pathway. - T1M, Revised pathway. Modified webs for better clearance. - T1J/K, Revised Fau (+2" headroom) - Hatched Attic access for clarity. Removed previous pathway. - End/Plan 3418-A Plan 3418-B . Regarding the additional attic access to the Patio area. - T313, Revised truss design for New attic access.pathway. - T1J/K, Revised Fau (+2" headroom) - Hatched Attic access for clarity. Removed previous pathway. - End/Plan 3418=B Building Materials and Construction Services 46491 Golf Center Parkway, Indio, CA 92203 Telephone: (760) 347-3332 Fax: (760) 347-0202 CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONST iUCTION LTE lL B Homes / 262 LaQuinta 07/03/2013 L 60-00-00 al-nn-nn IAsn-nn isnn.nn P k,arage Q- M-26.2 (.00 ©- H.26 (x00) QD - L-26 CA7) . OE - Tbja26 (x08) QQ - Mrhn.2 W2) 340- 2.4 Srd 610/702 @4/12 Roof Lavout 14, A OO N 7 a") Om C Z a rn D -Q T M o _ _ Q 4 N (O N N L L C N E to L M (n Z A. a c U U O 0 Z LO Ir- 0 N N N a UM ti O CV) p o 'his is a truss placement diagram only. 'hese trusses are designed as individual building components to be incorporated into the building design at the specification of the building designer. See individual design sheets for each truss design identified on the placement drawing. be building designer is responsible for temporary and permanent bracing of the roof and floor system and for the overall structure. The design of the truss support structure including headers, beams, walls, and columns is the responsibility f the building designer. For general guidance regarding bracing, consult "Bracing of Wood Trusses" available from the Truss Plate Institute: 83 D'Onifrio Drive 'Iadison. WI 53179 =Q MiTek' Re: 2624 A 2624 A MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by BMC-Indio, CA. Pages or sheets covered by this seal: R41608226 thru R41608269 My license renewal date for the state of California is December 31, 2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. OQ?,OFESS/pN� SOON Ol< CO 2 c L C 074486 c rn *\ EXR 12-31-15 J* March 18,2014 Ong, Choo Soon The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSUTPI 1. Job Truss Truss Type Qty Ply 262a_A R41608226 2624_A_ G_3 Jack -Open Girder 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 13:14:39 2014 Page 1 ID:pM WmiiU9y3uiBTyY?fPchEyEito-jOdAdGhm5aHUBCCTfYQmGtwCQVbOd4_M WJsN?ezZfnE cS N 3-0-0 2A-0 2.4 II 3x4 = r wo, 3x4 = 3-0-0 5-4-0 3-0-0 2-4-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d TELL 20.0 Plates Increase 1.25 TC 0.30 Vert(LL) -0.03 1-5 >999 480 TCDL 14.0 Lumber Increase 1.25 BC 0.60 Vert(TL) -0.05 1-5 >999 240 BCLL 0.0 Rep Stress Ina NO WB 0.26 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code IBC2009frP12007 (Matrix) Wind(LL) 0.00 5 >999 240 LUMBER TOP CHORD 2x4 DF N0.1&Btr G BOT CHORD 2x4 DF No.t&Btr G WEBS 2x4 DF Stud G WEDGE Left: 2x4 DF Stud REACTIONS (lb/size) 1=436/0-5-8 (min. 0-1-8), 4=436/Mechanical Max Harz 1=51(LC 3) Max Grav 1=759(LC 9), 4=699(LC 11) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=993/0 BOT CHORD 1-5=0/892, 4-5=0/892 WEBS 2-5=0/850, 2-4=1027/0 Scale = 1:15.8 PLATES GRIP MT20 220/195 Weight: 23 lb FT = 20 % BRACING TOP CHORD Structural wood sheathing directly applied or 5-4-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. NOTES 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 322 lb down at 1-4-12, and 397 lb down at 3-4-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-08, 1-4=20 Concentrated Loads (lb) Vert: 6=149(F) 7=-287(F) QROF ESS/ON SOON 2 i L C 074486 c M * EX 12-3115 LP 1,9T�OF CA � \� March 18,2014 AH'AAMM-verffrdesignparaamw-sand WDA07ESONTHUAMrV IXEDfd77F1CRFFFRM1A4MNf-7413me.1j29j20.14BFF0V..USF Design valid for use only with Mgek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown ,y' ek• is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the �! l erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB'89-and BCSI Building Component '7M G}eifntiac�C'Cane,`Suxe 109'- ^'"'""" Safety Info—,Ilon available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 t€3drn.B+Ltie[3hrrnlrer 4ffiedrsn:vaiva Ob/h3f1 byAiSC V Job Truss Truss Type Qty Ply 2624 A R41608227 2624_A_ T1A Hip Girder 1 2 Job Reference (optional) ory , , n accw JO.<O<e. - 1 ex Inousules, Inc. 1ue mana 1-4:41 N14 rage ID:pM WmiiU9y3uiBTyY?FPchEyEito-gPlx2yi0dBXBR WLrmzSELIDVZIBb5uzfzNLU3WzZfnC 12-8-9 17-3-6 22-0.0 24-1-0 4-8-9 4-6-13 48-9 2-1-0 5x6 = Special Special Special Special 3x10 = Special Special 4x4 = COO 12 Scale = 1:44.2 Special Special Special 4x4 = 54 o_ d (rl N N 3x10 20 " 21 22 1. 23 24 25 Iv 26 27 ' 28 8 6x8 = Special 7x10 =Special Special 4x4 = Special 7x10 = U4 II Special Special Special Special Special i B-0-0 12-8-9 17-3-6 22-0.0 24-1-0 8-0-0 4-8-9 4-6-13 4-8-9 2-1-0 Plate Offsets (X,Y): [2:0-4-2,0-1.81, [9:0-5-0,0-4-41, [11:0-5-0,0-0-BI [12:0-3-9 0-4-4j LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deg Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) -0.25 11-12 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.91 Vert(TL) -0.49 11-12 >578 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.68 Horz(TL) 0.11 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.04 11 >999 240 Weight: 251 Ito FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. t&Btr G TOP CHORD BOT CHORD 2x6 DF No.2 G WEBS 2x4 DF Stud G BOT CHORD REACTIONS (lb/size) 2=2119/0-5-8 (min. 0-1-10), 8=2362/0-3-8 (min. 0-2-0) Max Hors 2=62(LC 4) Max Grav 2=3022(LC 14), 8=3707(LC 19) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD. 2-3=-8752/0, 3.4=8145/0, 4-5=-7053/0, 5-6=-2583/0, 6-7=-2741/0, 7-8=-3610/0 BOT CHORD 2-12=0/8285, 11-12=0/8985, 10-11=0/8985, 9-10=0/7053 WEBS 3-12=0/2469, 4-12=-1108/29, 4-11=0/1125, 4-10=-2336/0, 5-10=0/1912, 5-9=5103/0, 6-9=0/461, 7-9=0/3737 Structural wood sheathing directly applied or 4-6-11 oc pur ins, except end verticals, and 2-0-0 oc pudins (4-9-11 max.): 3-6. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) 2-ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit between the bottom chord and any other members. B) A plate rating reduction of 20% has been applied for the green lumber members. 9) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonooncurrent with any other live loads. 10) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 110 lb down and 13 lb up at 8-0-0, 110 lb down and 13 lb up at 10-0-12. 110 lb down and 13 lb up at 12-0-12, 110 lb down and 13 lb up at 14-0-12, 110 lb down and 13 lb up at 15-11-4, 110 lb down and 13 lb up at 17-11-4, 110 lb down and 13 lb up at 19-11-4, and 110 lb down and 13 lb up at 22-0-0, and 133 lb down and 13 lb up at 23-3-4 on top chord, and 1645 lb down at 8-0-0, 303 lb down at 10-0-12, 303 lb down at 12-0-12, 303 lb down at 14-0-12, 303 lb down at 15-11-4, 303 lb down at 17-11-4, 303 lb down at 19-11-4, and 303 lb down at 21-11-4, and 303 lb down at 23-3-4 on bottom chard. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 9?OFESS/pN y��o0 S00/� i L C 074486 c rn * P 2-31-15 9TF�F C March 18,2014 AWAR&TM-Vedffdesigaparamtenand RfA MIESON?WSAtRlfVi(�F7iNI7R(RFF�RF7d�FA ENir-74iirec J29(20.488Ff6A4Ff15E Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members any. Additional temporary bracing to insure stability during construction is the responsibility of the WOWerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ..__--fabrication —litycontmi: storages delivery,<erectiommd bracing, consult-p—ANSI/TPII-QuaBly CMeria;-0S&89-and.BCS1.Buffding-Component Sj= Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. CItn15 Heights, CA, 95810 tFSaftls�aPkre MAeatilca� da VARAft a Sve06/UV bVALW Job Truss Truss Type ty Ply 2624_A R41606227 2624A_ T1A Hip Girder 1 2 Job Reference (optional) aMU, Inalo, GA-uzzu3 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 13:14:41 2014 Page 2 I D:pM WmiiU9y3uiBTyY?fPchEyEito-gPix2yi0dBXBR WLrmzSELIOVZIBbSuzfzNLU3WzZfnC LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-68, 3-6=68, 6-7=-68, 2-8=-20 Concentrated Loads (lb) Vert: 3=93(F) 6=-93(F) 12=703(F) 9=-96(F) 13=93(F) 14=-93(F) 15=-93(F) 16=-93(F) 17=-93(F) 18=93(F) 19=-93(F) 21=96(F) 22=96(F) 23=96(F) 25=-96(F) 26=96(F) 27=96(F) 28=96(F) AIL NAPMAG-t{erflldeslgnsaram.wrsand READ ADIFS ONTWSANOIPK%f EDNLTFXRFFFRFiYf .WENIF-747.1 FIR c.1129110.14M{1 LISE 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 respomibiliity, of the MiTek` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. Fairgeneral guidance regarding «�fobricatiorr, gteality control; storage:-delivery-erectionand-brocing, c mu0— 'ANSIRPId-Q=lHypedteft, DSB-89a d-BCSF9oBrOng Component— Safety In "notion available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. N`S Aie1c 1i1d tl fgrsstsgt� fM;fbflfiAi3 In.AlW CiWS Heights, CA, 95610 Job Truss Truss Type Oty Ply 2624_A R41608228 2624_A_ T16 Hip 1 1 Job Reference (optional) �• „� _�� ou s �m za cols mi i ex mausines, mc. i ue mar 1 a is:i4:4[ zu14 rage i ID:pM WmiiU9y3uiBTyY?fPchEyEito-BbJJFljeOVf22gwl KhzTtVYhyial gPSoC 142cyzzfnB 10-0-0 13-2-3 20-0-0 24-1-0 1-0-0 1 2 4-6-14 3-2-3 6.9.13 4-1-0 4x4 = 30 = 6x8 = Scale = 1:44.2 4x4 = 1z 11 9 8 2x4 II - 7x10 = 3x4 4x4 = 3x4 II 5-5-2 10-0-0 1644 20-0-0 24-1-0 F 5-5-2 4-6-14 6-4-4 4-1-0 Plate Offsets (X,Y): 12:0-3-9,Edgel, f11:04-8,0-3-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) -0.14 10-11 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.71 Vert(TL) -0.36 10-11 >796 240 BCLL 0.0 Rep Stress Ina NO WB 0.37 Horz(TL) 0.08 8 n/a n/a BCDL 10.0 Code IBC20091TP12007 (Matrix) Wind(LL) 0.05 11-12 >999 240 Weight: 112 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-11-2 oc puriins, except BOT CHORD 2x4 DF No.t&Btr G end verticals, and 2-0-0 oc puffins (4-8-4 max.): 4-6. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1132/0-5-8 (min. 0-1-8), 8=1041/0-3-8 (min. 0-1-8) Max Horz 2=59(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2554/0, 3-4=1987/0, 4-5=-1847/0, 5-6=1602/0, 6-7=116010, 7-8=994/0 BOT CHORD 2-12=0/2356, 11-12=0/2356, 10-11=0/1932, 9-10=0/1103 WEBS 3-12=0/336, 3-11=624114, 4-11=0/418, 5-10=-499/42, 6-10=0/693, 6-9=-508/19, 7-9=0/1187 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss has been designed for a moving concentrated load of 250.O1b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard AWARPM- Verily desi¢aparaererersand REM NOTES Off ?W9AMW..M fiNi' PEFEREMFPR,if.MR. 7473me1129(2014&9;aVL . Design valid for use only with MTek connectors. This design B based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown 6 for lateral support of individual web members only. Additional temporary bracing to insure stability, during construction is the responsioUlity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general Guidance renardina Infonna8on available from Truss Plate Institute. 781 N. Lee Sheet, Suite 312, Alexandria, VA 22314. QRpF ESS/pN SOON 0 2 LIJ C 074486 M *\ EP•,r� 31 15 �* OF MiTek' 7777 reed`-'nUacR -a ie,'Si Citrus Heights, CA, 95610 March 18,2014 Job Truss Truss Type a ty Ply 2624_A R41608229 2624_A_ TIC Hip 1 1 Job Reference (optional) time, Innio, CA - 8Z203 1.430 s JUI Z] ZUl3 MI IeK Inausates, Inc. lue Maria 13:14:43 2014 Pagel I D: pM W n iiU9y3ui BTyY?fPchEy Eito-cnthTekG9onvgpV EuO U iQj5nj6wRZpuyQhq b8PzZfnA 1 0 0 sza + 1z-o o 16 0 o z4 1-0 1-0-o s za ss s rro-o s 1 0 6x8 = 4x6 = 4 Scale = 1:44.1 4x4 = lu a o 7 2x4 I 6x8 = 4x8 = 5x6 II LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TPI2007 CSI TC 0.73 BC 0.76 WB 0.52 (Matrix) DEFL in Vert(LL) -0.13 Vert(TL) -0.33 Horz(TL) 0.07 Wind(LL) 0.05 (loc) I/defl L/d 9-10 >999 480 9-10 >852 240 7 n/a n/a 10 >999 240 PLATES GRIP MT20 220/195 Weight: 110lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc puriins, except BOT CHORD 2x4 DF No.1&Btr G end verticals, and 2-0-0 oc puriins (5-10-8 max.): 4-5. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ride. REACTIONS (lb/size) 2=1132/0-5-8 (min. 0-1-8), 7=1041/0-3-8 (min. 0-1-8) Max Horz 2=54(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2516/0, 3-4=1758/0, 4-5=-1220/0, 5-6=-1341/0, 6-7=-977/0 BOT CHORD 2-10=0/2315, 9-10=012315, 8-9=0/1616 WEBS 3-10=0/370, 3-9=761/8, 4-9=0/503, 4-8=549/0, 6-8=0/1170 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. LOAD CASE(S) Standard Q ,oFESS/ON S 0ti LU C 074486 c M *\ � 12-31-15 �* March 18,2014 AL WAR&=-Veritydesiga parameters and READ AOTES'JNIWSAM f+i3.0EI, 1,1117 KREFEREME PAGE.lfff-7473 MA 11Z91204d884D m. Design valid for use only with MiTek connectors. This design B based only upon parameters shown, and is for an individual building component. ��' Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction'¢ the responsibility of the MiTelk' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. for general guidance regarding � =fabrication-qtmlity�oMmigtoragewcWwery: a iion andbracing.com* ANSIAPQ-@wBly�GrBerMt+DbB=89-an seSI•Burding Component.--- -- 7TITLIFOact'U-e,,SuuRd'9b9'--"-"""' Safey Inlorma8on available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 R"_ -•-.•,_Pin3+r3i�tkaeRlas'15 a .[}fne3ac4'an5ctiffi.m.[. srwli�nm.' •• [s 1011"All21—At 9 Job Truss Truss Type Qty Ply 2624_A R41608230 2624 A_ T1D Hip 1 1 Job Reference (optional) amu' Ina10, uA - 9zzw 1,4'SU S Jul zo zu13 m, I ex Inaumnes, Inc. I ue mar la 1 s:14:4s 2u14 rage 1 ID:pMWmiiU9y3uiBTyY?fPchEyEito-YA RuJIXhQldv7fc?pXAV8A3AvZolf_Eu?JiCHzZfiB -1-0-0 7.5-1 14-0-0 16-0.0 19-10.11 24-1-0 1-0-0 7.11 6�15 2-0-0 3-10.12 42-5 2x4 II 6x8 = 44 = 7x10 = 3x10 = 7-5-1 14-0-0 16-0.0 i 24-1-0 Plate LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code IBC2009/TP12007 LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF Stud G CSI DEFL in (loc) I/deft Ud TC 0.99 Vert(LL) -0.20 2-11 >999 480 BC 0.90 Vert(TL) -0.44 2-11 >642 240 WB 0.80 Horz(TL) 0.08 8 n/a n/a (Matrix) Wind(LL) 0.05 2-11 >999 240 BRACING Scale = 1:43.8 4x8 = PLATES GRIP MT20 220/195 Weight: 116 lb FT = 20% TOP CHORD Structural wood sheathing directly applied or 3-8-12 oc puffins, except end verticals, and 2-M oc puffins (5-10-1 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1132/0-5-8 (min. DA-8), 8=1041/0-3-8 (min. 0-1-8) Max Horz 2=52(LC 5) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2438/0, 34=1482/0, 4-5=-1201/0, 5-6=-1313/0 BOT CHORD 2-11=0/2234, 10-11=0/2234, 9-10=0/1339, 8-9=0/1021 WEBS 3-11=0/407, 3-10=-964/0, 4-10=0/544, 4-9=-402136, 5-9=0/281, 6-9=0/311, 6-8=1221/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed: MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. LOAD CASE(S) Standard O OFESSI SooN c� w C 074486 M *` EEEE�1 31 15 /* Lp March 18,2014 AWARNM-Verlfpdes4aparametersand RMA07FS01 THMAM)tA01ZE)MMRFFc'BFMTPW..MR-7473lea.1t29(2g.1d8A USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and 6 for an individual building component. � Applicability of design parameters and proper incorporation of component is responsibility of building designer - 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 , Ay F erector. Additional permanent bracing of the overall structure is the responsibility of the buildng designer. Fa general guidance regarding Mj —fabricafiorw, qualityconfrolKstorage,-deliveryr erection e*edo-D5B49-an"C31,Bu8ding•Gomponent 7?-G?9en"bar] WF, Suffe-109- Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 If'Seudaeea jrhaebcCls ssecVled, nva l�eshose-e re OG/W2013. tsVMSC Job Truss Truss Type Qty Ply 2s2a_q R41608231 2624_A_ T1E Common 1 1 Job Reference (optional) on nimu, �n neew 1.43u s Jul eo eu1s mri ex Inausines, Inc. I ue mar 16 13:14:46 2014 Pagel I D:pMWmiiU9y3uiBTyY?fPchEyEito-OMYg5fm9Sj9UXHEpZW2P2LjKAJuom8GO7f2FIkzZfn7 i-1-0.1-0-00 7-11.6 1 15.OA 19-4-12 24-1-0 7-11.6 7-0.10 4-4-12 4-8-5 Scale = 1:42.3 4x6 = 4x4 = - 7 2x4 11 - 5x8 = 6xl0 MT20H = _Plate Offsets (X,Y): [2:0-3-9,Edge1, [8:0-4-0 0301 LOADING (psf) SPACING 2-M CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) -0.28 7-8 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.98 Vert(TL) -0.55 2-9 >516 240 MT20H 1651146 BCLL 0.0 Rep Stress Incr NO WB 0.67 Horz(TL) 0.08 7 n/a n/a BCDL 10.0 Code IBC2009rrP12007 (Matrix) Wind(LL) 0.06 2-9 >999 240 Weight: 107 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc purlins, except BOT CHORD 2x4 DF No. 1&Btr G end verticals. WEBS 2x4 DF Stud G *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 6-7: 2x4 DF No.1 &Btr G WEBS 1 Row at midpt 3-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=1132/0-5-8 (min. 0-1-8), 7=1041/0-3-8 (min. 0-1-8) Max Horz 2=56(LC 5) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2391/0, 3-4=1360/0, 4-5=-1318/0, 5-6=291/14 BOT CHORD 2-9=0/2186, 8-9=0/2186, 7-8=0/1059 WEBS 3-9=0/407, 3-8=1054/9, 4-8=0/467, 5-8=0/286, 5-7=1190/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Q ?OESS/� LOAD CASE(S) Standard OO SdON i c UJI C 074486 M EX 12-31-15 * sT�TEOFCA March 18,2014 A N'AlW M-Yerftrdes4a paraa e.&-n and REAL! 10TFS ON TWS AW W..1XF1,' Kf.TEKREFERF&U PAGE MR-7473 rec BfTtf,4F. ZF, e ..VZ912014 Design valid for use only with MiTek connectors. This designis based any upon parameters shown, and B for an individual building component. Applicability of design parameters and proper incorporation of componentis responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MOW -'_ fabric. rlion:•quality,contrNr rw storage;-deery, erection,andt--++..+ racing: conseg-�Ar l¢TPF7�@ereplyrEdleriny.pgB-89�ord 51$nBding°Component:.ram--_.�< �- Solely Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. �.� �enbaeR'L`$rl@ tte 1g9"��'"`•"` ""^• if'iGn.Yi12r�Pk}HP F�=Ih2r81iC3i ffiC,. tfMb.S 3'1ttlYDSEY 067t44.f?}fitt larA€St" Citrus Heights, CA, 95610 Job Truss Truss Type Qlty Ply 2624 A R41608232 2624 A T1F COMMON 2 1 Job Reference (optional) BMC, Indio, CA - 92203 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 13:14:47 2014 Page 1 I D:pMWmiiU9y3uiBTyY?fPchEyEito-UZ6Cl?nnD 1 HL9Rp?7EZeaZGXRjGH VbxXLJooHAzZfn6 0. 0. 0 9-7 0 1-0-0 6-2-10 3-7-8 5-1-14 5-3-10 3-5-13 0- Scale = 1:44.3 4x6 = 4x6 = 2x4 II 5x8 = 4x6 = 4x6 = 4x6 = 4x6 = 7x10 = 4x6 = 5x8 = 6-0-14 ( 9-6-10 15-0.0 20.3.10 24-1-0 6.0.14 3-5-12 5-5-7 5-3-10 Plate Offsets (X,Y): [4:0-3-0,0-1-81, 16:0-3-0,0-1-81, [8:0-3-0,0-MI, [9:0-2-8,0-2-01, [10:0-3-0,0-2-01, [11:0-1-12 0-2-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.49 Vert(LL) -0.26 11-12 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -1.01 11-12 >285 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.65 Horz(TL) 0.06 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix-M) Wind(LL) 0.16 11-12 >999 240 Weight: 144 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-6-4 oc purlins, except BOT CHORD 2x4 DF No. 1&Btr G *Except* end verticals. 8-10,2-10: 2x6 DF SS BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud G *Except* MiTek recommends that Stabilizers and required cross bracing 5-10: 2x4 DF No.1 &Btr G be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1260/0-5-8 (min. 0-1-8), 8=1277/0-3-8 (min. 0-1-8) Max Horz 2=58(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3207/0, 3-4=2035/0, 4-5=-1053/0, 5-6=-1342/0, 6-7=1872/0, 7-8=1621/0 BOT CHORD 2-12=0/2999, 11-12=0/2999, 10-11=0/1889, 9-10=0/1772 WEBS 6-9=284/36, 7-9=0/2102, 10-13=0/549, 5-13=0/504, 4-13=-908/0, 6-13=564/0, 3-12=0/753, 3-11=1322/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) 180.01b AC unit load placed on the bottom chord, 12-5-0 from left end, supported at two points, 4-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by I-M wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Bearing at joint(s) 8 considers parallel to grain value using ANS11TPI 1 angle to grain formula. Building designer should verify capacity of bearing ROFESS// surface. 8) This truss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel the Bottom Chord, Sooty F points along nonconcurrent with any other live loads. 9) Hanger(s) OO 02� or other connection device(s) shall be provided sufficient to support concentrated load(s) 90 Ito down at 15-7-0, and 90 lb down at 19-7-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) loads to the face ILLI C 074486 rn section, applied of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard * E 12-31-15 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-08, 5-7=-68, 2-8=-20 Concentrated Loads (lb) �F C Vert: 19=90 21=90 22=90(F) 24=-90(F) March 18,2014 A H'ARNM-Verifrdes4o param .mrx andXM& MTFSONT€ rSAN ttOZE€s MLTFXRFFFRMT, PAGE MR- 701. me .1A29120.td9ff'O1f .VW 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* ek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding —fabneafiorrgenslity control -storage -delivery: erecfiorr-and•bracing� fxrfbdv,•958�89.ond-BESI 9uMngC--omponent�_- — 777iGreen'6$c12Lan€`501tet1C9-°'""'�" Safely Informamon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 N`Satt[hemi eMhxmluw' tmdeApWahsea W&*.0se by AL Job Truss Truss Type Qty Ply 2624 A R4160B233 2624 A_ T1FX COMMON GIRDER 1 1 Job Reference (optional) S ma u, CA - tlLCW 7.43U s Jui 25 2ul:s Mi I ex inaustnes, Inc. Tue mar 18 13:14:50 2014 Page 1 ID:pMWmiiU9y3uiBTyY?fPchEyEito-v8oKx1pfWyfwOuXaoM6LCBu4uwK2h m 2HOTuVzZfn3 r11_-0.0 F SB-9 9.10.2 150-0 20.3-10 23.11-6 2' 0-10 30.0.0 1-0.0 SB-9 41-9 51-14 + 53-10 3.7.10 2-1�6 3-11-7 Scale = 1:52.8 4x4 = 5 4.00 F12 WO m WO C I 6-0-12 4 16 6 0 U4 3x10 = 412 zz� . 3 7 5x6 C N 8 2 m1 9 ]] 17 18 15 19 20 14 21 22 23 24 25 26P 27 c 13 12 11 10 4,6 = 2x4 11 3x10 = 4x4 = 4x4 4x4 = = 4x4 - 3x6 = 8x12 = WO 11 5x8 = 8xl2 MT20H = I' 9 I 58 15-G-0 260.110 310. 589 7 .10 37-10 2-1.6 1-70.10 Plate Offsets (X,Y): 14:0-3-0 0-1-81 (6:0-3-0,0-1-81, (7:0-2-8,0-2-0] f9:0-5-4,0-1-71, [11:0-5-12 0-2-8] fl2:0-5-10-M] f13:0-2-4 0-2-4] f14:0-2-00-1-8] LOADING (psf) SPACING 1-6-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.29 Vert(LL) -0.16 14-15 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.70 Vert(TL) -0.64 14-15 >447 240 MT20H 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.51 HOrz(rL) 0.07 9 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.10 14-15 >999 240 Weight: 167 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.t&Btr G TOP CHORD Structural wood sheathing directly applied or 3-5-10 oc puriins. BOT CHORD 2x6 DF No.2 G `Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-13,12-13: 2x4 DF No.1&Btr G, 9-11: 2x6 OF SS 6-0-0 oc bracing: 11-12. WEBS 2x4 OF Stud G `Except` 5-13,7-11: 2x4 OF No. 1&Btr G REACTIONS (lb/size) 9=1713/0-5-8 (min. 0-2-1), 2=1056/0-5-8 (min.0-1-8), 11=2071/0-3-8 (min.0-1-8) Max Horz 2=46(LC 13) Max Uplift9=-81(1_C 14), 2=128(1_C 9). 11=-9(LC 16) Max Grav 9=1936(LC 7), 2=1306(LC 8). 11=2219(LC 20) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3296/304, 34=2496/89, 4-5=976/89, 5-6=-1164122, 6-7=2354/108, 7-8=-1556/275, 8-9=-3423/344 BOT CHORD 2-15=-305/3039, 14-15=0/2792, 13-14=0/2073, 12-13=0/2037, 11-12=121/1404, 10-11 =-1 38/3070, 9-10=324/3239 WEBS 4-14=0/351, 13-16=0/465, 5-16=01425, 3-14=663/28, 3-15=01391, 6-16=994/0, 4-16=1214/0, 7-11=976/29, 8-10=0/1646, 8-11=2142/0, 7-12=0/1117 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) 180.0Ib AC unit load placed on the bottom chord, 12-5-0 from left end, supported at two points, 4-0-0 apart. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. Bearing at joints) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9, 11 except Gt=lb) 2=128. 10) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 30-D-0 for 50.0 plf. 12) Girder carries tie-in span(s): 21-0-0 from 24-1-0 to 30-0-0 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 90 Ib down at 15-7-0, and 90 lb down at 19-7-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. AAWR tbA LQAPi QASE(S) section, loads applied to the face of the truss are noted as front (F1 or hack (RI la WARN &V-Verltrdes4a parawtera and RM IfIDTFSONTH[SAM TNaLCED KnFKAFiFRi&kT PAM NR-74T3lee .1/Z9f20188r'inVL6F Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component B responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsblity of the building designer. For general guidance regarding fabricationrcluality contfdaOoroge;•defveryrerectiomand, bracing.--eemmOlH B=84vnd8C-ShBurldtngtomponenf� Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria. VA 22314_ QRpFESS/p SOOGO N ti(P LIJ C 074486 M h *` E�^-31-15 �* 4F WOW `1T77nrCen8aokll Cfaus Heights, CA, March 18,2014 Job Truss Truss Type Qty Ply 2624_A ' R41608233 2624_A_ T1 FX COMMON GIRDER 1 1 Job Reference (optional) aMG, I11100, GA-92203 LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-5=-51, 5-9=51, 2-11=15, 9-11=-438(F=-423) Concentrated Loads (lb) Vert: 19=90 21=90 22=90(F) 24=90(F) 7,430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 13:14:51 2014 Page 2 I D:pM WmiiUgy3ui8TyY?fPchEyEito-NKLj8NgHGGnnd26mM4ealPQFeKgHQR07GxmOQxzZfn2 d WAWAtG-Vefffy design Aaramen?rs and READ AD IFS ON THIS AN bSK .00 NL7FKRIFFEREW.. AA&E MR-7473 rm.1129110.14 &IFWL SE: Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding _erector. ereetiomand �broeingcwet0t—MRiStMPH-@rreWCMeri--D6&4Wvrr eSt-BoBding,Component---•-'--� �77Mfeen'B-aWffafee`,-SOite`Ydr--- .Safety InformaBon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 H'S'a> vsFLse a3eeffla&tbiliAwimwahmsasXL.. DCMI12WA hn3Ha* Job Truss Truss Type Qty Ply 2624 A R41608234 2624_A_ T1G COMMON 3 1 Job Reference (optional) BMC, Indio, CA - 92203 7,430 s Jul 25 2013 M7ek Industries, Inc. Tue Mar 18 13:14:53 2014 Page 1 ID:pM WmiiU9y3uiBTyY?fPchEyEito-JjTTZ3sYot2UtMG9TUg2ggWao8KOuJsQkFF7UgzZfnO r1-0.0i 5-11-7 9-10.2 15-0-0 20.1-14 30-0-0 �11-0-0 5-11-7 3-10-11 s1-1a s1-1a s-10-z 1-0-0' �1 0 Scale = 1:53.8 4X6 = 4X4 = 4X4 = 4X4 - 4X4 = __ 4X6 = 2x4 4x8 = 1Ox16 = 4X6 = 5-0-18 = 1 8x20 MT20H = h 66 Plate Offsets (X,Y):I4:0-3-0,0-1-81,16:G-3-0,0-1-81,18:0-2-12,0-2-01 [10:0-8-0,0-2-10] (12:0-4-0 0-2-12j f13:0-1-8 0-1-12] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) -0.19 13-14 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.81 Vert(TL) -0.75 13-14 >384 240 MT20H 165/146 BCLL 0.0 ' Rep Stress Incr NO WE 0.68 Horz(TL) 0.08 8 n/a n/a BCDL 10.0 Code IBC20091rP12007 (Matrix-M) Wind(LL) 0.13 13-14 >999 240 Weight: 166 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-6-15 oc purlins. BOT CHORD 2x6 DF No.2 G *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-12,11-12: 2x4 DF No.1&Btr G MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 DF Stud G 'Except' be installed during truss erection, in accordance with Stabilizer 5-12,7-10: 2x4 DF No. 1&Btr G Installation uide. REACTIONS (lb/size) 2=1391/0-5-8 (min. 0-1-8), 8=832/0-5-8 (min. 0-1-8), 16=1060/0-3-8 (min. 0-1-8) Max Horz 2=58(LC 5) Max Uplift 16=6(LC 6) Max Grav2=1391(LC 1), 8=832(LC 1), 16=1189(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3134/0, 3-4=2588/0, 4-5=-903/0, 5-6=1084/0, 6-7=-2497/0, 7-8=1790/0 BOT CHORD 2-14=0/2912, 13-14=0/2912, 12-13=0/2424, 11-12=0/2348, 10-11 =0/1 425, 8-10=0/1686, 10-16=-25/700, 7-10=-597/0, 7-16=-097/0 WEBS 3-14=0/377, 12-15=0/526, 5.15=0/416, 4-13=0/336, 7-11=0/1258, 3-13=-636/2, 4-15=1616/0, 6-15=1395/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) 180.01b AC unit load placed on the bottom chord, 12-5-0 from left end, supported at two points, 4-0-0 apart. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. QFEJrS/ 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will QR Ojy fit between the bottom chord and any other members. SOON 7) A plate rating reduction of 20% has been applied for the green lumber members. Bearing at joint(s) 16 considers to ANSI/TPI 1 to formula. �!`� -*Q) parallel grain value using angle grain Building designer should vertfy capacity Z of bearing surface. G) 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 16. LU C 074486 rn 10) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 12-31-15 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 90 lb down at 15-7-0, and 90 lb * down at 19-7-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). STET �Q FCOFC LOADCASE(S) Standard March 18,2014 d NARNM-Verffrdesiga paramem-n and READ i+?T9Off WIT AM MU.L Fts NMKREFEREAtT P" K1r-7473 res.1129j1016118W1l5£ Design volid for use only with MiTek connectors. This design is based only upon parameters shown, and u for an individual building component. �� Applicability of design parameters and proper incorporation of component is responsibility of building designer- not thus designer. Bracing shown ; { ek• is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the I i erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding r--fobricatioa:geolitycontml€storage-�delivery�erectko and-bracing€eor"afW-MiNSOPIIQ=HB,6e8eri, SO.8Pvnd SO-BvBdingCComponenf,--.a- -_ =7777-�ehba-&La?, T.ita`1101"""'F""" Safely InformaBon available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Citnu Hei �Sau 43neFksirj ra& �m :A.rho-daxianaahme sns4rnm.a4aexam ncrsr r1i" A-aacr• ghts, CA, 95610 Job Truss Truss Type Qty Ply 2624 A R41606234 2624_A_ T1G COMMON 3 1 Job Reference (optional) amc, Inalo, l A - azzu3 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-68, 5-9=-68, 10-17=-20, 10-21=-50(F=-30), 8-21=-20 Concentrated Loads (lb) Vert: 25=90 27=90 28=90(F) 30=90(F) 7.43o s Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 13:14:53 2014 Page 2 ID:pM WmiiU9y3uiBTyY?fPchEyEito-JjTTZ3sYot2UtMG9TUg2ggWao8KOuJsQkFF7UqzZfnO dlyARWAG-Yenf�destgaparamelersand REM IM7FSON IWSAMfISK2.12A)f4f7FKAFFSRFWEAAGEE-i473rea.f12912014BfWW Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. OF Applicability of design parametersand proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web membersonly. Additional temporary bracing to insure stability during constructionis the responsibillity of the Mi'{ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication,-qualitys ntmizstomge,,delivery,erection=an&brocingtewmrlh-�rANSWP : Qao9 pC&eft-DSB-N�nd-BCS48u8ding Component— -- . — jM(:fjenbaac ta— e',$3 Safety Inlormalion available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 aSo P".'Mksssi W.asar?i1ui psad s:w&rxv>h. t tnttrsvrartw�.xe•ar g Job Truss Truss Type QtY Ply 2624 q R41608235 2624 A T1H HOWE 1 1 Job Reference (optional) 6M1:, .-0''A- eZZus r.43U s JUI ZC ZU73 MI I ex Inoustnes, IOC. I ue Mar 1 B 13:14:SS 2014 Page 1 ID:pM WmiiU9y3uiBTyY?fPchEyEito-F5bD_ktoKU IC6fQXbvi WvFbtUx_VMB3jBZkEZizZfn_ ct-0� 1-a0 -a12 51-11a,60 [ 3ts-0-0-1-Do I 1497-7-7-7 411.34 atl�03a6Ga12 4x6 11 4.00 12 2x4 II 4 3x4 % 2.4 II 6 2x4 8 Scale = 1:52.9 1- 2 15 14 16 13 17 1 12 19 11 20 4x6 = 3x4 = 2x4 II 5x8 = 8x12 = 10x16 = 3x4 = r 6a12 I 11-11-6 19-11-0 23-11.4 30-0-0 6-a12 5-10-10 7-11.10 4-0-4 6-0.12 Plate Offsets (X,Y): [7:0-4-0,0-3-81,f9:0-3-3 Edgel,[11:0-7-0,0-2-81 LOADING (psf) SPACING 3-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) -0.19 12-13 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.87 Vert(TL) -0.51 12-13 >557 240 BCLL 0.0 Rep Stress Incr NO WB 0.83 Horz(TL) 0.09 11 n/a n/a BCDL 10.0 Code IBC2009/rPI2007 (Matrix) Wind(LL) 0.07 14 >999 240 Weight: 148lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-0-11 oc purtins. BOT CHORD 2x4 DF No.1&Btr G *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 9-11,11-12: 2x6 DF No.2 G WEBS 2x4 DF Stud G *Except* 7-11: 2x6 DF No.2 G REACTIONS (lb/size) 2=1603/0-3-8 (min. 0-1-11), 9=105/0-3-8 (min. 0-1-8), 11=2729/0-3-8 (min. 0-1-8) Max Horz 2=88(1-C 6) Max Uplift9=80(LC 6) Max Grav 2=1603(LC 1), 9=297(LC 21), 11=2729(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3567/0, 3-4=2362/0, 4-5=-2314/0, 5-6=-1158/43, 6-7=1151/0, 7-8=0/1449, 8-9=0/1088 BOT CHORD 2-14=0/3288, 13-14=0/3288, 12-13=0/1457, 11-12=1396/0, 7-11=2219/0, 9-11=969/0 WEBS 4-13=-480/90, 6-12=-460/88, 5-13=0/1357, 5-12=677/13, 3-14=0/421, 3-13=1215/9, 7-12=0/2685, 8-11=-467/55 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. ) Bearing at joint(s) 11 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9. 8) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) 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: 2-17=30, 17-18=90, 11-18=30, 1-5=-102, 5-10=102, 9-11=-60(F=30) QRpFESS/pN soaN o2 � 2 i L C 074486XI *` Er; -31-15 �* OF March 18,2014 AWARE AG-Veafrdes4agaramters and RWMIFSOAF THISAMM01ZEDMLTFXRERREWZPAMMf4T473mr.t,/ZUJdOt4&9rDA£t15£ Design valid for use only with Mnek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown `. is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 6 the responsibiliity, of the �I I y'eii� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding -- tab6miorrquality�orltml^stomge,=deleery=emctiorsandtbocingrcansup---,AW 3PII-QeafftrCrltedarDSB-89�and BCSI-BWIdIng:Component= Sato8on available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Chms Heights, CA, 95610 N' Fksr'= baeberl3 eaf,.tMed rsva8s�ax�.. 06MMI3 by.ALM Job Truss Truss Type Ply 2624A �Qty R41606236 2624_A_ T11 Common Structural Gable 1 1 Job Reference (optional) t3mu' Inaio, GA - 9ZZ03 1.430 5 JUI Zb Z013 Mitex 1nOuStne5, InC. Tue Mar 18 13:14:55 2014 Pagel ID:pM WmiiU9y3uiBTyY?fPchEyEito-jH9cB4uQ5oQ3kp?kBdDISS8OsLKm5d_SQCTn49zZfmz rt-0-0� 6-0.5 11-11•s 150.0 18-0.0 23-11-5 30-0-0 �1-0.0 1-0-0 6-0-5 510.15 3-0-11 3-0-0 511-5 6-0-11 1-0-0, Scale = 1:52.9 4.00 12 3x4 3 N 2 �1 14 13 1s 4x6 = 2x4 II 4x6 II s 2.4 I I 2x4 I I 4 6 12 16 17 111 1 11 sx I 7x10 = LOADING (psf) SPACING 3-0-0 CS' DEFL in (loc) I/deft Ltd TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) 0.14 12-13 >999 480 TCDL 14.0 Lumber Increase 1.25 BC 0.87 Vert(TL) -0.43 12-13 >662 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.85 Horz(TL) 0.09 10 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.07 12-13 >999 240 LUMBER BRACING 8 3x4 = PLATES GRIP MT20 220/195 Weight: 135 lb FT = 20% TOP CHORD 2x4 DF No. 18Btr G TOP CHORD Structural wood sheathing directly applied or 3-0-2 oc puffins. BOT CHORD 2x4 DF No. I&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud G REACTIONS (lb/size) 2=1632/0-3-8 (min. 0-1-12), 10=2435/0-3-8 (min. 0-2-10), 8=164/0-5.8 (min. 0-1-8) Max Horz 2=86(LC 5) Max Uplift8=80(LC 6) Max Grav2=1632(LC 1), 10=2435(LC 1), 8=322(LC 19) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3665/0, 3.4=2441/0, 4-5=-2408/0, 5-6=1612/13, 6-7=1656/0, 7-8=0/932 BOT CHORD 2-13=013380, 12-13=0/3380, 11-12=0/1532, 10-11=773/0, 8-10=-773/0 WEBS 3-13=0/431, 3-12=1236/1, 4-12=502/91, 5-12=0/1327, 5-11=-295/124, 6-11=-478/94, 7-11 =012372, 7-1 0=22 10/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard 4ROFESSI soON 0 UJ C 074486 m EY 1131 15 �* �F March 18,2014 A► WARld M-110rifrdu4n paramemrs and RFAE ACTES ON IPHN Aft M..LWD H17W RFFERE&KE RAM MIT-7473 me 1/29f20.1d 8.w4v.f. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. OFApplicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the ; erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MIT OW ^�- �---iabricatiom;- elityeantrdgk)age--deWery+wectiomandbmeing-omul4 ANSIfiPl1-G ,l5,,Nerkr.-D9B-&9 oxd,8"1qWcHng-Componerrf-_.�.-+.,+. n: ^�yy7TGre-�nb�Rc •L'aTiB`�Ti Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria. VA 22314. Citrus Heights, N:r_.J..___3+&1�(SPikae@Y»ic mar tfs..eL,e5an.whr�ura..sr,.sra.a� es.�rkmn rarna I. Atc Ig CA, M10 Job Truss Truss Type Qty Ply 26za_A R41608237 2624 A T1J Common 2 1 Job Reference (optional) tlmt1, inalo, uA - iu Luj r.4JU s Jul 3a zul J mi i eK inausmes, Inc. i ue mar 1 a 13:14:5/ za14 rage 1 ID:pM WmiiU9y3uiBTyY?fPchEyEito-CULPQJ2s6YwLzawiKl_ggGgljCg8M?fsDKcbzZfmy it-0-0 511-5 1-0.0 S71.5 1-7 W9 1&0.10 I 24 64 6017 30-0-0 1-0-0 511-5 1-0-0 Scale = 1:52.9 �1 d 44 = 13 12 11 4x4 = 10 3x4 = 2x4 II Sx8 = 4x12 = 2x4 II 5-1t-5 6.0-2 6-1-3 5-8-14 Plate Offset_s_(X,Y): (2:0-3-5 Edge) 112:0.4-0 0-3-0j LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) -0.14 12-13 >999 480 TCDL 14.0 Lumber Increase 1.25 BC 0.67 Vert(TL) -0.34 12-13 >832 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.59 Horz(TL) 0.06 10 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(ILL) 0.05 12-13 >999 240 LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G BRACING TOP CHORD BOTCHORD REACTIONS (lb/size) 2=1095/0-3-8 (min. 0-1-8), 10=1620/0-3-8 (min. 0-1-12), 8=106/0-5-8 (min. 0-1-8) Max Horz 2=57(LC 5) Max Uplift8=-54(LC 6) Max Grav 2=1095(LC 1), 10=1620(LC 1), 8=296(LC 19) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2473/0, 3-4=-1651/0, 4-5=-1629/0, 5-6=1107/7, 6-7=1134/0, 7-8=0/614 BOT CHORD 2-13=0/2283, 12-13=0/2283, 11-12=0/1041, 10-11=510/0, 8-10=-510/0 WEBS 3-13=0/368, 3-12=-829/1, 4-12=-343/62, 5-12=0/890, 6-11=-325/64, 7-11=0/1601, 7-10=-1472/0 PLATES GRIP MT20 220/195 Weight: 135 lb FT = 20% Structural wood sheathing directly applied or 4-0-0 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=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-" wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8. 7) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard O4ROF ESS/pN9 SOON 000 � c 2 LU i C 074486 c cr rn *� EX� 1 -31-15 /* �F March 18,2014 AWAPMM-i/enfydes4aSarametEnand RMi ITS'JN7WSAMMUtSED14IRFKRFRRMTAAGENff-701nc.ff24/FO.I4&TOWf/5E Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. � Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown ;� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MI F erector. Additional perman ent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding -R •--fabricatien:-geestity:confrontstcragerdelivery�erecrromm�d•bracing:peons,sk-�•+verN61�RH•pual8r•GrtteAmrBSB�69vrd8ES18Wlding4aomponentY� --�+•r�,: .-�.fr.L�ne, S-uiCe�i'Ofr„'��,�,"•, Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. g nlomn k r75r e,&ift. 3rcclrss..vxtieac axs,, ,. erica [tsrm4 tand4, r,., AMft Citrus Heights, CA, 95610 Job Truss Truss Type 2624_A �Qty [ly R41608238 2624_A_ T1K Common Girder 1 1 Job Reference (optional) BMC, Indio, CA- 92203 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 13:14:59 2014 Pagel ID:pM WmiiU9y3uiBTyY?fPchEyEito-8sgkg6wJOjoebHjJglnS45laqZOgl3S16AiRhTzZfmw 1-0-D, 5-11-5 11-11-7 15-D-0 18-0-10 24.0.9 30-0-0 '1-0-0 5-11-5 6.0.2 3-0.9 3' 0-10 T 5-11-1s I 511-7 ' Scale = 1:52.3 4x4 = in d 3,6 = 5x6 = 4x8 = 6x8 = 2x4 11 3x4 = Plate Offsets (X,Y): f2:0-1-1,Edge1 f12:0-3-0 0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.14 11-12 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.35 11-12 >834 240 BCLL 0.0 Rep Stress Incr NO WB 0.55 Horz(TL) 0.08 9 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix-M) W1nd(LL) 0.08 11-12 >999 240 Weight: 134 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G BRACING TOP CHORD BOT CHORD REACTIONS (lb/size) 8=68/0-5-8 (min. 0-1-8), 2=1107/0-3-8 (min. 0-1-8), 9=1563/03-8 (min. 0-1-12) Max Horz 2=73(LC 14) Max Uplift8=-348(LC 21), 2=-214(LC 9) Max Grav 8=450(LC 20), 2=1344(LC 8), 9=1663(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23=-3026/536, 3-4=2063/339, 4-5=1731/76, 5-6=1348/226, 6-7=1691/491, 7-8=-924/1383 BOT CHORD 2-12=555/2849, 11-12=-555/2849, 10-11=585/1724, 9-1 0=1 035/554, 8-9=-1069/766 WEBS 3-12=0/339, 3-11=779/41, 4-11=363/69, 5-11=0/885, 6-10=-330/64, 7-10=0/1681, 7-9=1509/46 Structural wood sheathing directly applied or 3-9-2 oc pudins Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-" wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=348, 2=214. 7) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 24-0-0 to 30-0-0 for 250.0 pi LOAD CASE(S) Standard QROFESS/pN SOO/y w Corn w C 074486 X *\ E�^ 1-15 /* \6 F March 18,2014 U WARKM-Verrffdes4a Pam-1112 Mrs and READ MTES ON?WS AM fU..lZFD MffFKRFFERFME AA.SE WE-7473 ML .11T9f20.fd &gUV1t3E Design valid for use only with MBek connectors. This design is based only upon parameters shown, and for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the MTek. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. Fa general guidance regarding I �d+�fabricatic, el eoatroFstoroge-delivery; emeTwmand-bracing.�censaRrxAN51fIP11•Quo18q•@r8edcr, 858�89 and 5h0uI1dMg Gomponenf-d� --��< ree`n6a'csk-La'R@-s—itB`909'""�'�"" Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria. VA 22314. 'SBud�aanl�areE#••hperis� 9sevsrs asn-Ams ti�Jn4f9nM luraa�w-: Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 262a_A R41606239 2624_A_ T1L Common Supported Gable 5 1 Job Reference (optional) BMC, InafO, GA - 9ZZU3 7.430 s JUT 25 2013 MITek Industries, Inc. Tue Mar 18 13:15:09 2014 Page 1 ID:pM WmiiU9y3uiBTyY?fPchEyEito-c3061 Sxx9lwVCR IVNTlhcllh3ykgl VvSLgR?DwzZfmv -1-0-0� 5-11-5 + 11-11-5 15-0-0 18-0-10 za-1-o ' 1-0-0 5-11-5 6-0.0 3.0.11 3-0.10 6-01 Scale = 1:42.1 4x4 = 5 15 " ' 8 US = 20 11 5x8 = 4x8 = 5x6 I I Plate Offsets (X,Y): (2:0-1-9,Edge1, [B:Edge,0-3-91, f10:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.76 Vert(LL) -0.14 10-11 >999 480 MT20 2201195 TCDL 14.0 Lumber Increase 1.25 BC 0.75 Vert(TL) -0.36 10-11 >807 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.54 Horz(TL) 0.07 8 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix-M) Wind(LL) 0.05 10-11 >999 240 Weight: 117 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD BOT CHORD 2x4 DF No. 1&Btr G WEBS 2x4 DF Stud G BOT CHORD REACTIONS (Ib/size) 2=1157/0-3-8 (min. 0-1-8), 8=106710-3-8 (min. 0-1-8) Max Horz 2=57(LC 5) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2513/0, 3-0=1795/0, 4-5=-1779/0, 5-6=1351/0, 6-7=1370/0, 7-8=1005/0 BOTCHORD 2-11=0/2333, 10-11=0/2333, 9-10=011184 WEBS 3-11=0/337, 3-10=-760/9, 4-10=-357/62, 5-10=0/882, 6-9=-344/67, 7-9=0/1178 Structural wood sheathing directly applied or 4-1-8 oc purtins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard QROFESS/pN l SOO �N o2F�c LU C 074486 c M * E 12-31-15 FOFC March 18,2014 A t9ARNM-1100lir desfgn paaa.w.mra and REAL A07ES ON 7Nf8 At817rNaULED NI777K RUEREMY. AA:9E Nft-7473 me .1f29J2014 S TaV iW. 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 •^<fabrieotimr,=gGality control;storaye;delivery;erection•andbracing;eonsWh�•AN*ttfil•OmMy-CrBedl OSB44and-BCSI•BnBding-Componenf—.- -�--- 7)'i9'07een6 ccttl'*a7i. hefi09—`- liftIntor Pine available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 �bastlaemfBe�l'�:hanBrer73 rmru.�3nd_tri..i3adnn�a�.. t,nren_. - ncmaaBny aw.sffm 9 Job Truss Truss Type Qty Ply 2624_A R41808240 2624_A_ T1M Hip 1 1 Job Reference (optional) Bmu, Inala, CA - 92203 7.430 s Jul 25 2013 MITek Industries, Inc. Tue Mar 18 13:15:02 2014 Page 1 I D:pM WmiiU9y3uiBTyY?fPchEyEito-YRMS7zBheADSkStVtK9hjN 1 bmMmVOLl08w5lozzfmt -1-0-0 7-St 13-5-0 16-7-0 13r 10.12 24-1-0 1-0-0 5-11-15 3-2-0 3-3-12 42 4x4 = 46 = Scale = 1:44.2 ll 4x4 = 2x4 II 3x10 = 5x6 = 46 = Plate Offsets (X,Y): f2:0-3-5,Edge1, f5:0-2-8,0-0-121, f9:0-3-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.75 Vert(LL) -0.19 2-11 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -0.44 2-11 >641 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.60 Horz(TL) 0.08 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.05 2-11 >999 240 Weight: 114 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-8-4 oc purfins, except BOT CHORD 2x4 DF No.1&Btr G end verticals, and 2-M oc puriins (5-4-14 max.): 4-5. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1132/0-5-8 (min.0-1-8), 8=1041/0-3-8 (min. 0-1-8) Max Horz 2=51(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2426/0, 3-4=1668/0, 4-5=-1471/0, 5-6=-1264/0 BOT CHORD 2-11=0/2223, 10-11=0/2223, 9-10=011197, 8-9=0/1032 WEBS 3-11=0/386, 3-10=798/11, 6-9=0/313, 6-8=1253/0, 4-10=0/271, 5-10=17/460 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) Graphical purlin representation does not depict the size or the orientation of the purin along the top and/or bottom chord. LOAD CASE(S) Standard 4ROFESS/ph `��DO SOOry 0�<cti U C 074486 c *` E�l2-31-15 /* OF March 18,2014 d WARWAG-Vedfrdesign parame" and RW MIES ON THES AX 6 aLffti 1`11I7 KREFFRE 2 PAW. MR-7473 ML I/29/2011499CARE7. 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 a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 6 the responsibility of the MI l;�ek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding --*^+^��fabricatiomquality°eontrokstonage;� dNrvery., erectiontand bracing; ecnsitilt—AMSU:Mi-QuaI6yR@Medo-6Sli a BC-Sl4vRc1ing�Cornponent,--.-- %ieenbaai Lin`6v::uit 109 -- Solely Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. 11!2 .Na.. pjin F t-h-&As?a ume�caiiM.,#es5aaw.v.,a. naa.,f,ev�. r=jm dorm waem Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 2624 A R41608241 2624 A_ T1N Hip 1 1 Job Reference (optional) ems., maio, t,H - ezzus r.43u is 3urz5 zu13 mi i ex mausales, Inc. I ue mar ie 13:1 S:03 2o14 Page 1 ID:pMWmiiU9y3uiBTyY?fPchEyEito-Oe4FFrzpSyl43ul43brOExwCIAkjEtlulogfgFzZfms -L:—o 6-5-1 12-0.0 18-0.0 41-0 1-0-0 "1 5.6-15 6-0-0 6-1-0 6x8 = 4 5x6 = 6 Scale = 1:44A 4x4 = 7 2x4 II 5x6 = 4x8 = 5.6 II 6-5-1 12-0-0 18-0-0 24-1-0 ' 6-5-1 5-6-15 6-0.0 6-1-0 Plate Offsets (X,Y): (2:0-3-5 Edge], r7:Edge 0-3-91, (9:0-3-0 0-3-41 LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.73 Vert(LL) -0.14 8-9 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.79 Vert(rL) -0.33 8-9 >863 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.51 Horz(TL) 0.07 7 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.05 10 >999 240 Weight: 110 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-9-12 oc pudins, except BOT CHORD 2x4 DF No.1&BtrG end verticals, and 2-0-0 oc pudins (5-10-4 max.): 4-5. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=1132/0-5-8 (min. 0-1-8), 7=1041/0-3-8 (min. 0-1-8) Max Horz 2=54(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2494/0, 3.4=1774/0, 4-5=-1222/0, 5-6=1343/0, 6-7=-978/0 BOT CHORD 2-10=0/2293, 9-10=0/2293, 8-9=0/1608 WEBS 3-10=0/368, 3-9=726/11, 4-9=0/508, 4.8=537/2, "=0/1174 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss has been designed for a moving concentrated load of 250.O1b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) Graphical puriin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. ROFESS/O LOAD CASE(S) Standard h�� OO SOON O F� c C 074486 rn E 12-31-15 * sTA CIV FOFC March 18,2014 A tYARNlt16-Vefrtfrks4a paramewrs and REAL A0 TES ONTH[9AN W..11LEA K1TFKRFFFBFNT. MrY 14ff-7413 Mr. Jf2V2A.14 a9 I SE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper incorporation of componentis responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding �ITek' __ fabrication tditycontrol--staage,delive y, erection,and;bracingrconsul---«AN51/iRPP<kK rC-WedareSM9mR&.BCSIBumngComponenf,-�-_--�---�+�—•� Surety InformaBon available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. rrin-Cann aac1iL'aK€;'?iuuife'109 q 5oa.+t3Vt�tYl:Asrsbcy�_�_. med�'rr,r.,r- ++osraaraei4tn,x Ciws Heights, CA, 95810 e Job Truss Truss Type QtY Ply 2624 A R41606242 2624 A_ T10 Hip 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 13:15:04 2014 Page 1 ID:pMWmiiU9y3uiBTyY?fPchEyEito-Ugedtp_RDFOxh2cGclNdn8TRNa5gzMe1 GSPCMhzZfmr 1-0.0 S11.5 10.0.0 I 139-5 20.0.0 24-1-0 1-0-0 511-5 4-0-11 3-9-5 52-11 4-1-0 4x4 = 3x4 = 6x8 = Scale = 1:44.2 W N 2x4 II 7x10 = 3x4 = 4x4 = 3x4 II S11.5 10-0-0 16-1-0 20.0-0 24-1-0 5-11 s 4-0-11 Plate Offsets (X,Y): f2:0-3-9,Edgel, j11:0-4-8 0-3-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) -0.13 10-11 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.34 10-11 >835 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.36 Horz(TL) 0.08 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.05 11 >999 240 Weight: 112 Ito FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-10-4 oc purins, except BOT CHORD 2x4 DF No.1&Btr G end verticals, and 2-0-0 oc purlins (4-9-5 max.): 4-6. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=1132/0-5-8 (min. 0-1-8), 8=1041/0-3-8 (min. 0-1-8) Max Horz 2=59(LC 4) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2516/0, 3-4=1976/0, 4-5=-1839/0, 5-6=1650/0, 6-7=-1153/0, 7-8=-994/0 BOT CHORD 2-12=0/2316, 11-12=0/2316, 10-11=0/1904, 9-10=0/1093 WEBS 3-12=0/343, 3-11=-591/13, 4-11=0/401, 5-10=-462/44, 6-10=0/751, 6-9=-494/21, 7-9=0/1169 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. RpFESS/p OQ /Y91 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. �� O Sooty LOAD CASE(S) Standard j LU C 074486 rn E 12-31-15 * FOFC March 18,2014 AWA/tdifAG-VeaifrdesignparamereraandRMMd77FSOMJnff,9AM)fAlOWEDNf7FKPFFF.Ritl.Mr&,MSF-7473ter..f,/29f20.Td89{91 UZ. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. ��R Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction ¢ the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. Fa general guidance regarding MiTek —�+^^fabrication-qualifycontroh storage: delivery, erection -and bracing: conauN-AN�W4-Qua0fr6dfede-DSB�69 omY6CSl•Bumng-Component. Solely InrormaBon available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria, VA 22314. L tt5a7kNkesfn7+&ket'S ksMeL �Sa- $,.ffie.. amt .a a.. OrJ01f2= bvAL.S[ Cl Heights, CA, 95670 Job Truss Truss Type Qty Ply 2624 A R41608243 2624 A_ T1P Hip Girder 1 2 Job Reference (optional) r.44u s um za zui 3 mi i ex inaumnes, mc. i ue mar 16 13n5= 2014 Page 1 ID:pM WmiiU9y3uiSTyY?fPchEyEito-RDINIVOiktgewMmfkjP5sZYmGNkTRB8KjmuJRZzzfmp 0-0-0 8-0-0 12-8-10 17.3-7 2-0-0 241-0 1-6-0 B-D-O 48-10 4-6-13 4-8-10 US = Special Special _ Special Special 3x10 = Special Special 4x4 4.00 12 Scale = 1:44.2 Special Special 4x4 = Special ZZ _o d [fl N N 3x10 20 21 22 23 24 25 '. 26 27 . 2829 8 6x8 = Special 7x10 = Special Special 4x4 = Special 7x10 = 3x4 II Special Special Special Special Special 8-0-0 12-8-10 17-3-7 22-M 24-1-0 E3-0-0 4-8-10 4-6-1 4-8-10 71 0 Plate Offsets (X,Y): f2:D-4-2 0-1-8],j9:0-5-0 0-4 4] j11:0-5 0 0-4-81f12:0-3-9 0 4 4] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) -0.25 11-12 >999 480 MT20 2201195 TCDL 14.0 Lumber Increase 1.25 BC 0.91 Vert(TL) -0.49 11-12 >578 240 BCLL 0.0 Rep Stress Incr NO WB 0.68 Horz(TL) 0.11 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.04 11 >999 240 Weight:251 lb FT=20% LUMBER BRACING TOP CHORD 2x4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-6-11 oc puffins, except BOT CHORD 2x6 OF No.2 G end verticals, and 2-0-0 oc purlins (4-9-13 max.): 3-6. WEBS 2x4 OF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=2118/0-5-8 (min. 0-1-10), 8=2363/0-3-8 (min. 0-2-0) Max Horz 2=62(LC 4) Max Grav 2=3019(LC 14), 8=371O(LC 19) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=8743/0, 3-4=-8136/0, 4-5=-7033/0, 5-6=-2556/0, 6-7=-2716/0, 7-8=-3586/0 BOT CHORD 2-12=08277, 11-12=0/8970, 10-11=0/8970, 9-10=0l1033 WEBS 3-12=0/2466, 4-12=-1101130, 4-11=0/1125, 4-10=-2341/0, 5-10=0/1915, 5-9=-5110/0, 6-9=0/461, 7-9=0/3703 NOTES 1) 2-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. Ili; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. R QFES$/ 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will OQ N9 SRO fit between the bottom chord and any other members. 8) A plate rating reduction of 20 % has been applied for the lumber members. 0, green 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the �.Q CO �ry - m Bottom Chord, nonconcurrent with any other live loads. LU C 074486 ' 10) Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 110 lb down and 13 lb up at 8-0-0, E5P,, 12-31-15 110 Ito down and 13 Ito up at 10-0-12, 110 lb down and 13 lb up at 12-0-12, 110 Ito down and 13 Ito up at 14-0-12, 110 lb down and 13 lb up at 15-11-4, 110 lb down and 13 lb up at 17-114, 110 lb down and 13 lb up at 19-114, and 110 lb down and 13 lb up at 22-0-0, and 133 Ito down and 13 lb up at 23-5-4 on top chord, and 1645 lb down at 8-0-0, 303 lb down at 10-0-12, 303 lb down at 12-0-12, 303 lb down at 14-0-12, 303 lb down at 15-114, 303 lb down at 17-11-4, 303 Ito down at 19-11-4, and 303 Ito down at 21-11-4, and Q% FOF 303 lb down at 23-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. CA LOAD CASE(S) Standard March 18,2014 A WA:RMNG-Vertffdesfgn pa-W.W- s and READ AD ITS ON MS Aft EVatur, 14I7FKRFFc'RFSff Pt WMR-74i1 Mc 1/29/1014&9 DRF.V9 Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component B responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the y� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding WOW v -*mfabricaiio,--qual"ontrol;storoge-d=liveryerecfion and•bracing:-cons t--A*SWPHQeoftrCAe4le•bS8$9-umi-BGSf-Bu8ding-ComponenM ,..777TGre15nb8cl'rAir g-uife f0V--- Sately Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Carus He' ....,� 1$`Serigaeingekle( i!BJt SewarrfF4.yle: _5ahAK wia�o�. ue ClUft IA t.AlIr Heights, CA, 95610 Job Truss Truss Type QpY Ply. 2624 A R41606243 2624_A_ T1P Hip Girder 1 2 Job Reference (optional) 5mc, Indio, CA-92203 7.430 s Jul 25 2013 MTek Industries, Inc. Tue Mar 18 13:15:06 2014 Page 2 I D:pM WmiiU9y3uiBTyY?fPchEyEito-RDIN IVOiktgewMmfkjP5sZYmGNkTR68KjmuJRZ2Zfmp LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-68, 3-6=-68, 6-7=-68, 2-8=20 Concentrated Loads (lb) Vert: 3=93(1]1) 6=-93(B) 12=-703(B) 9=96(13) 13=-93(B) 14=-93(B) 15=-93(B) 16=93(B) 17=-93(B) 18=-93(B) 19=-93(B) 21=-96(B) 22=-96(B) 23=-96(B) 25=-96(B) 26=-96(B) 27=96(B) 29=-96(B) AL t7AW&G - Verify &-sign Saraw.mrs and REM MTES ON?WS AM i oil2 EED N77FKWERFNCF A4.5F KX7473 IRL V29120.IBMMUSf Design valid for use only with MTek connectors. This design 6 based only upon parameters shown, and is for an individual building component. IS of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction a the responsibility of the M�Tek. erector. Additional permanent bracing of the overall structure is the responsibility of the buldng designer. For general guidance regarding -labricatiomgvalitycontrolrstorage=derrvery, erectiorvvmd-bracing=conselh�pRr5yiR1}puvfflt.C-eNeAe,B68%89-and BE568efld3ng -v=777y.GrBen`6gVN_gn Salety Informo8on available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. s ifSasY epFr F3Pfkffd-b@C1S rCJM faay a lira[[ 1 Citrus Heights, CA. 95610 Job Truss Truss Type Qty Ply 2624_A R41608244 2624 A T2A Common 1 1 Job Reference (optional) BMC, India, CA - 92203 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 13:15:07 2014 Page 1 ID:pM WmiiUgy3uiBTyY?fPchEyEito-vPJmVr1 KVApVYVLrlRwKOn5yon41AIPUyQeszOzZfmo 6-51 12-1-8 17-9-15 243-0 1253-0 M SB-7 58-7 6-St 1-0�-0 Scale = 1:41.6 44 = 6 0 4x6 = 5x8 = 3x4 = 4X6 LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.40 Vert(LL) -0.27 7-8 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.89 Vert(TL) -0.57 1-8 >504 240 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.10 5 n/a n/a BCDL 10.0 Code IBC20091TPI2007 (Matrix) Wtnd(LL) 0.07 1-8 >999 240 Weight: 93lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-3-7 oc purlins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 8-7-5 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=1045/0-5-8 (min. 0-1-8), 5=1136/0-5-8 (min. 0-1-8) Max Horz 1=52(LC 15) Max Uplift 1=198(LC 9), 5=229(LC 12) Max Grav 1=1299(LC 8), 5=1390(LC 7) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=3210/628, 2-3=25691237, 3-4=2556/229, 4-5=-3248/619 BOT CHORD 1-8=602/2975, 7-8=-109/1800, 5-7=-557/2958 WEBS 3-7=V739, 4-7=-437182, 3-8=0/746, 2-8=-445/85 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=198, 5=229. 7) This truss has been designed for ROFESS/O N- a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the �P Bottom Chord, nonconcurrent with any other live loads. 8) This truss has been designed for total drag load lr SOON a of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads bottom �� 0� Q � 2c ) along chord from 0-0-0 to 24-3-0 for 61.9 plf. C�tj �� LOAD CASE(S) Standard LLI C 074486 m E 12-31-15 9TFOF C March 18,2014 A ►nr,�-trerftfde:iga parame�rs and RFan itoaFs Iry tk[s Ate rtrau¢�/; NI7FxRiFfBFA[CF w1.� Fen -ton rec tf5� .�lzsj2gle Design valid for use only with Wek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. for general guidance regarding MiTek —fabrication, cluelityconfrotrstoroge;derivery?erecfion,and-bracingrcemsul=---ANSHiPR•QvWttr4gmerra.-OS&zgvvnd4C514umno-Component ---- Barely Inlonna8on available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. —77rMmVn-DAck`Mi9S i1e'Tog—""" IfSmtsflaPlrunF31s1:iaxcYk eii.t sm9rns:z-effieu5w.061riY.fFA74 twAE Citrus Heights, CA, 95610 Job Trus Truss Type Qty Ply 2624_A R41606245 2624 A T2B Common 2 1 Job Reference (optional) tlMG, Ina1o, GA - WZ203 1,430 s J11125 2013 M11 ek Inausmes, InC. Tue Mar 16 13:15'U5 Z014 Pagel ID:pM WmiiU9y3uiBTyY?fPchEyEito-NbtBiB 1 yGUxMAfvt r8RZx_d7yB0svCfdA4NQVSzZfmn r 6-5.1 12-1-B 17-9-15 24.3-0 �25.3-Oi 6-5-1 5-6-7 5-8-7 6-5-1 Seale = 1:41.6 4x6 = 3 3x6 � 5x8 = 3x4 = US 8-2-12 16-04 24-3-0 B-2-12 7-9-8 8-2-12 Plate Offsets (X,Y): [1:04-1,0-1-81, [5:0-4-1,0-1-8), [8:0-4-0,0-3-41 LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.27 7-8 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.98 Vert(TL) -0.57 1-8 >504 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.23 Horz(TL) 0.10 5 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix) Wind(LL) 0.06 1-8 >999 240 Weight: 93lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-9-8 oc purtins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 1=1045/0-5-8 (min. 0-1-8), 5=1136/0-5-8 (min. 0-1-8) Max Horz 1=52(1-C 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=2484/0, 2-3=2198/0, 3-4=-2185/0, 4-5=-2482/0 BOT CHORD 1-8=0/2302, 7-8=0/1559, 5-7=0/2285 WEBS 3-7=0/739, 4-7=-429/74, 3-8=0/746, 2-8=-437/77 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit between the bottom Chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard QRpFESS/pN SOO�r o� � ti LU C 074486 rn i *\ E1� -31 15 /* OF March 18,2014 A WAlft&NG -Vedfr des4a Saranleiters and UAC A07FS ON?WS AM rAt2WED HnTKRFR'REMr A U NIF-7473 rec 1,129f2€.148Mw..by.. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding - '* •- fabrication-,gearrtyconfmlrstorage. eleliververectiomand=braerng; co It ,BAN IffP11 @vagFrC*ed*-DSB•8Nand 8CSI.6- ding=Component 777TGreenbackta'"�ie, §ui i0§"""�"""'g"-" Safely InformaBon available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. - CiVus He' nts, CA, 95810 d"Seslfrlv±sst:Y+�5ek1rslTals sper:bffiedl:sraLs� aie Objdi1j2A13hgACSC re Job Truss cuss Type ly Ply 21124_A R41608246 2624_A_ T2C Common 1 1 Job Reference (optional) on m n - vctw t.44v s Jul Lo 2ulJ ml I eK mausines, Inc. I ue Mar la U 1S:U9 2014 Pagel ID:pM WmiiU9y3uiBTyY?fPchEyEito-roR WwX2a1 o3DnpUEPryoUBAlibkSefvnPk7z2uzZfmm 6-5-1 12-1-8 17-9-1s 1 za-3-o 25-3-0 5-8-7 1-0-0 4x6 = Scale = 1:41.6 US �- 5x8 = I 3x4 = 3x6 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) 0.27 7 8 >999 460 TCDL 14.0 Lumber Increase 1.25 BC 0.98 Vert(TL) -0.57 1-8 >504 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.23 Horz(TL) 0.10 5 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.06 1-8 >999 240 LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G REACTIONS (lb/size) 1=1045/0-5-8 (min. 0-1-8), 5=1136/0-5-8 (min. 0-1-8) Max Horz 1=52(1-C 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=2484/0, 2-3=2198/0, 34=-2185/0, 4-5=-2482/0 BOT CHORD 1-8=0/2302, 7-8=0/1559, 5-7=0/2285 WEBS 3-7=0/739, 4-7=-429/74, 3-8=0/746, 2-8=-437/77 PLATES GRIP MT20 2201195 Weight: 93 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 3-9-8 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas when: a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonoDncurrent with any other live loads. LOAD CASE(S) Standard 4?,OFESSlp�, SOO ��0 N 0�1, G1 L C 074486 m *� Ell.'^ 1-15 �* OF March 18,2014 A WARKNIS-Veafrdesign pamaleten and READ M77FS OAT 7WS AAQi MU[Jr t, MMKRFFFRF AT WE KH-7473 r L 1129129.14$ri(viisE Design valid for use only with MTek connectors. This design is based only upon parometen 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 pemranent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding -*--�«^-d- '•-�--^fabrication: gealitycontrotMorage:defwer}rerecfionarld•brecing=¢soar#�--ANSF/fPl#e6tuaBfpErBoAa�e§B>BPaxd-BC-SI•Butlding Component+^-•-+�-+:-�•- —+• -fjn-�enlia'Ck L: Safety Inform=n available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus He H`Sw P [94 rTs as> d Vahim me e�*re rl6lrli.IMI4 hs AilAL Heights, CA, Job Truss russ Type Qty Ply 2624 A R41608247 2624 A T2D COMMON 1 1 Job Reference (optional) 5mu, mmo, uA - azzus < �. - N PchEyEito-J?u7t3Co5B4Pz3QzZT10PjTl_4SN6BweOsWaLz.Zfml ID:pMVftiilJ9y3.i�FyV-4 -1-9-0 6-51 12-1-8 17-9-15 243-0 253-0 10-0 6-51 S&7 S&7 6-51 1-0-0 Scale = 1:43.4 416 = 4 US 5 Sx8 = 3x4 = 34 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d TCLL 20.0 Plates Increase 1,25 TC 0.42 Vert(LL) -0.27 8-9 >999 480 TCDL 14.0 Lumber Increase 1.25 BC 0.97 Vert(TL) -0.56 6-8 >514 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.23 Horz(TL) 0.09 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.05 9 >999 240 LUMBER TOP CHORD 2x4 DF No.t&Btr G BOT CHORD 2x4 DF No.t&Btr G WEBS 2x4 DF Stud G REACTIONS (lb/size) 2=113410-5-8 (min. 0-1-8), 6=1134/0-5-8 (min. 0-1-8) Max Horz 2=48(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2476/0, 3-4=2179/0, 4-5=-2179/0, 5-6=2476/0 BOT CHORD 2-9=0/2279, 8-9=0/1552, 6-8=0/2279 WEBS 4-8=0/740, 5-8=429/74, 4-9=0/740, 3-9=429/74 PLATES GRIP MT20 2201195 Weight: 94 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 3-10-4 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOADCASE(S) Standard �OQ?,OFESS/ONE SOON c i ILLI C 074486 c M * P 2-31-15 LP I �Q FOFC March 18,2014 AWAMAIG-Veriff3esigaSaraineters and REM A07F5aN7HESANrNa..fiFFiNnFKFWREW.MrXMR-74T1rec 124f2€1.14119wft.Sf Design valid for use only with MiTek connectors. This design 6 based only upon parameters shown, ond'a for an individual building component. Applicability of design parameters and proper incorporation of component B responsibility of building designer- not truss designer. Bracing shown t� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding WOW fabricaiiory-ce lity control. storageadefiveyrerectiorrand•bracing conali -WNMMMI4 9uaI dforto;DSB-89,09rdBCSIBoBding,ComponenlAe 'S'aife"i09 Solely Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 N`5oss ntP£ e(Sp kRIN IS tisacHliedithe d091Mwk4Mam*Amb draw. os/a4W2ala lsV.ALSC Job Truss Truss Type Qty Ply 2624A R41808248 2624_A_ T2E Common 4 1 Job Reference (optional) "^ ^� "• �^ - ��jui zo zu i a mi i eK inous,mas, Inc. i ue Mar 1 o la:i o:i 1 2u14 rage 1 I D:pM WmiiU9y3uiSTyY?fPchEyEito-nAZGLC4gZPJxl7er-XG?GZcFeVOQh6ZR3t2o46nzZfmk -1-0.0 SSt 12-1-8 I 17-9-15 243.0 L 1-0.0 6-57 S&7 56-7 SSt 1-0-0 Scale = 1:43.4 4x6 = 4 3x6 3x6 5x8 = 3x4 = Plate Offsets (X,Y): f2:0-4-1,0-1-81j6:0-4-1 0-1-8] 19:0--0 0-3-4] LOADING (psf) SPACING 2-0-0 CS] DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) -0.27 8-9 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.97 Vert(TL) -0.56 2-9 >514 240 BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(rL) 0.09 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.05 9 >999 240 Weight: 94 Ito FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Bfr G TOP CHORD Structural wood sheathing directly applied or 3-10-4 oc pudins. BOT CHORD 2x4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=1134/0-5-8 (min. 0-1-8), 6=1134/0-5-8 (min. 0-1-8) Max Horz 2=48(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2476/0, 3 4=2179/0, 4-5=-2179/0, 5-6=2476/0 BOT CHORD 2-9=0/2279, 8-9=0/1552, 6-8=0/2279 WEBS 4-8=0/740, 5-8=429r74, 4-9=01740, 3-9=-429/74 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard A t7AR"1113 4"if f102s4a Saraimemrs and RM AO TFS ON?W9 AN FAM(CED M17FKR✓"FEREME ARSE NIU7471 ML .t%Z912014 &MVME Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not buss 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 �---fabrie,oiiorrquality-conn,ol, sioragep-derwery:•ereetio nd,bracing,,-eenm-A115bRRP11•Qoogy-6dted-, OSM"nd 8ESh6viklirtg£omponent•-- Salety Information_ available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. QROFESS/(jj `��`��o� S00/� o�F� CO c� L C 074486 G)M �, E 12-31-15 EF MiTek' Citrus Heights, CA, 95610 March 18,2014 Job Truss Truss Type Qty Ply 2624 a R41608249 2624_A_ T2F Common 1 1 Job Reference (optional) om�, maio, un - e«us r.asu s um a Buis mi i ex moues, mc. i ue mar sa ss:s e:sz zus4 rages ID:pM WmiiU9y3uiBTyY?IPchEyEito-FM7fYY4SNRofHDo4_W V5gopKom0r0fD5iLdeDzZfmj 6-4-15 12-1-8 17-10-1 24-3-0 125-3-0 1-0-0 6-4-15 5-8-9 5-8.9 6-4-15 nd Scale = 1:43.4 4x6 = 4 U6 � 5x8 = 3x4 = 2x4 '�' 4x4 = 8-2-11 16-0-4 i 2o-10--2 2a-3-o i LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TPI2007 CSI TC 0.42 BC 0.97 WB 0.23 (Matrix) DEFL in Vert(LL) -0.26 Vert(TL) -0.56 Horz(TL) 0.10 Wind(LL) 0.05 (loc) I/deft Ud 2-10 >999 480 9-10 >510 240 6 n/a n/a 10 >999 240 PLATES GRIP MT20 220/195 Weight: 99 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-10-3 oc puriins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=1134/0-5-8 (min. 0-1-8), 6=1134/0-5-8 (min. 0-1-8) Max Horz 2=48(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2479/0, 34=2182/0, 4-5=-2161/0, 5-6=-2593/0 BOT CHORD 2-10=0/2282, 9-10=0/1550, 8-9=0/2277, 6-8=0/2386 WEBS 3-10=-427175, 4-10=0/746, 4-9=0/723, 5-9=-450/64, 5-8=-21/535 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard QROFESS/pN SOON D�F c� L C 074486 c rn *\ E�^ 1-15 /* �p March 18,2014 AL WARNM-Verffr design Saranie.ters and REAR AD TES ON THU AM VS011LED MnFKN FFREM7 P" mr-7473 rec 1129120..14 &T WILKf. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. wt Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ^fatxicvtion-goality-availa lefro g Truss Plate ereette, 781 N. Lein reef, Suit 312, Alexandria, VA 2 314. �050.8AanbBC^SYBuBding•Component �-+-n �--�-�-�....ryTy.G-re€nRac'R`L'7slt@'Suite�06-`-`" ..� Safety InformoNon available from Truss Plate Institute, 781 N. Lee Sheet, Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 ff"Ststxd�:. Pi2sef�41ue3sczs �� Uaesrahr�sx¢--n�Fan 45Yif1t4^�13 hsrA8.� Job Truss Truss Type Qty Ply 2624_A R41606250 2624 A_ T2G Common Supported Gable 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 13:15:13 2014 Page 1 ID:pMWmiiU9y3uiBTyY?fPchEyEito-kZh1 mu555OZfGQo?ehl ket LyGC57aTtMKM5BBf7Zfmi 6-4-14 12-1-6 17-10.2 24-3-0 25-3-0 6-4-14 5-8-10 5-8-10 6-4-14 1-0-0 1 Scale = 1:41.6 4x6 = 4x6 = 5x8 = 3x4 = 2x4 � 4x6 = Plate Offsets (X,Y): 19:0-40,0-3-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.53 Vert(LL) -0.26 1-9 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.97 Vert(TL) -0.56 8-9 >512 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.23 Horz(TL) 0.10 5 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Wind(LL) 0.08 7-8 >999 240 Weight: 98 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G REACTIONS (lb/size) 1=1045/0-5-8 (min. 0-1-9), 5=1136/0.5-8 (min. 0-1-11) Max Horz 1=-99(LC 16) Max Uplift 1=367(LC 9), 5=399(LC 12) Max Grav 1=1469(LC 8), 5=1560(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-3697/1136, 2-3=-2820/484, 3-4=-2790/490, 4-5=-3842/1037 BOT CHORD 1-9=1129M55, 8-9=-891/2580, 7-8=-1039/3487, 5-7=-954/3565 WEBS 2-9=451/94, 3-9=0/752, 3-8=0/723, 4-8=-471/84, 4-7=-20/535 BRACING TOP CHORD Structural wood sheathing directly applied or 340-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 6-3-12 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except Qt=lb) 1=367, 5=399. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) This truss has been designed for a total drag load of 2500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 5-0-0 to 17-0-0 for 208.3 pit. LOAD CASE(S) Standard 4FtOFESS/SOO pN ti C 074486 *� E' 12-3115 �* �F March 18,2014 A WYAM1113-Veritjdesi0n sarameill and RM MJTFS ONTH!9AM FUI[[XF& 1417X RWFFRE&U.. AC.F. KII-7411lee 1129f20.1489rOBE'1A5£ 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 l ®,`R• •- =fabrications. cloalifyoonhohstoroge, detiveryrerection,andbracing?eonsuO—AWi/TPI1•QvoMy GdM and BEShBoildtng.Component+�--�.+_- •�r_e.. -7779G?e'�n6eGi Lane; S0H-rr"itJ9'�"`-Y' Salety Informa8on avaliable from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 8fi+i�[+S�f.Asemcal5s�c75d,.Nse .tidks��c.Eleuivi.6bjiS4f3IIy.3 blr.A€5� Job Truss Truss Type�Qty Ply 2624_A R41808251 2624 A_ T2H Common 5 1 Job Reference (optional) /,44u s dui Co <a 13 mi i- inausmes, Inc. i ue mar - 14:1 C:14 zul4 rage 1 ID:pM WmiiU9y3uiBTyY?fPchEyEito-CIEPzE6jsKhWuaNBCPYzAFt91bRPJwAWzOgkj6zZfmh 6-0.9 11-9-0 17-5-7 23-10-8 12L, 6-0.9 5-8-7 5-8-7 6-5-1 1-0-0 ' 4X6 = 3 Scale = 1:41.3 L%1 a oXo — 3X4 — -"'- LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) -0.27 7-8 >999 480 TCDL 14.0 Lumber Increase 1.25 BC 0.97 Vert(TL) -0.55 5-7 >514 240 BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(TL) 0.09 5 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wfnd(LL) 0.05 1-8 >999 240 LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G REACTIONS (lb/size) 1=1035/Mechanical, 5=1127/0-5-8 (min.0-1-8) Max Horz 1=52(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2407/0, 2-3=-2138/0, 3-4=-2158/0, 4-5=-2455/0 BOT CHORD 1-8=0/2221, 7-8=0/1532, 5-7=0/2260 WEBS 3-7=0/740, 4-7=-429/74, 3-8=0/717, 2-8=-404/78 PLATES GRIP MT20 220/195 Weight: 92 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 3-10-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Tel recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation side. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonooncurrent with any other live loads. LOAD CASE(S) Standard Q?,OFESS/pN Soo 11.1 C 074486 M * EX 12-31-15 tp TgTFOFcq �\P March 18,2014 AWAfL&M-Vedfriez4aparametersandREM WTES ONTHr9AND IM2.LEEDMiTFKRF.Fr.RFMTAr'rMR- 7471mc.V"12O.tm98r0#FUSF Design valid for use only with M7ek connectors. This design 6 based only upon parameters shown, and is for an individual building component. � Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiT F erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding -��fabricafiertreryality=¢ontroFstwmge�derivery; ernction and,bracingf can R-•---llMSlfW4l-QuaRtrErlteria; DSB-84-and-SCSFauflding,Component--..., .,, e.+,..-. —.7777WrEenb 6Mn7,,'$uife f0'9""' ' Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 M' cgnef $t+aebea3s �� eL,,e ,rye as ero ,a�,mu trVu Job Truss Truss Type Qty Ply 2624 A Ralso6zsz 2624 A T3A Roof Special 2 1 Job Reference (optional) BMC, Indio, CA - 92203 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 13:15:15 2014 Page 1 ID:pM WmiiU9y3uiBTyY?fPchEyEito-gxonAa7LdepN WkyNm63CjSQH W7rs2H7fngaHFYzZfmg 410.12 9-5-15 13-8-8 18-4-7 23-10.8 g4-10.8i 410.12 47-3 42-9 47-15 SS1 1-0.0 Scale = 1:42.9 4.00 F12 5x6 = N A N t2 I� d 11 ' 19 4x6 II WO= WO = 3x4 = 4x6 = 410.12 9-5-15 16-3.2 23-10-8 d-10-12 4-7- 6-9-3 7-7-6 Plate Offsets (X,Y): [9:0-4-8,0-3-8] [10:0-3-9 0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.61 Vert(LL) -0.20 8-9 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.77 Vert(TL) -0.55 8-9 >517 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.63 Horz(TL) 0.07 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix-M) Wind(LL) 0.08 8-9 >999 240 Weight: 105 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 OF Stud G BOT CHORD REACTIONS (lb/size) 11=1027/Mechanical, 6=1132/0-5-8 (min. 0-1-8) Max Horz 11=57(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-11 =962/0,1-2=1985/0, 2-3=-2888/0, 34=3079/0, 4-5=-2149/0, 5-6=-2420/0 BOT CHORD 9-10=0/1985, 8-9=0/1739, 6-8=0/2245 WEBS 2-9=0/986, 3-9=-1212/0, 4-9=0/1478, 4-8=0/573, 5-8=-351/69, 2-10=-730/18, 1-10=0/2047 Structural wood sheathing directly applied or 348-7 oc purlins, except end verticals, and 2-0-0 oc purlins (3-9-4 max.): 1-3. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. �QFESS/0 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the �OQ N9� Bottom Chord, nonconcurrent with any other live loads. SOO 9) Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. �� N 0 C LOAD CASE(S) Standard � �0 2 LU C 07448-0 M * P 2-31 15 LP I �Q 9TFOF r. March 18,2014 A MRIliNGffr de -llersign paraawilers and REM IFS ONTH[S AW fM1tXlFD MRSKRIFFfR9,07.. PAGE t4Ff-7473 rec �/29120.14 Bff 11171M. 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 6 the responsibillity of the MiTek* erector. Additional permanent bracing of the overall structure a the responsibility of the building designer. For general guidance regarding -� -+ fabricationquality-control stowge;rdeliveryFerection-and-bracingreonsuFl,-_Atf5lpTP11-Q--lByL-Media-DSB-BAondBCSt-BuRding-Component-------- - 77n;e`-'nTiacx u from d Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. CiWs He' kslaeeffie4,tlYtiJes ter D6t61idix3lwJk84Y^ Heights, CA, Job Truss Truss Type Qty Ply 2624_A R41608253 2624_A_ T3B Roof Special 1 1 Job Reference (optional) BMC, Indic, CA - 92203 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 13:15:16 2014 Page 1 ID:pMWmiiU9y3uiSTyY?fPchEyEito-88M9Ow7zOxxE7uXaJgaRGgzX?PCWne5o0KJm zZfmf 14-2-3 13-10-8 4-10.12 9-5-15 132 2 1 1&5-7 23-10-8 4-10-8 4-10.12 4.7.3 3-8-73 0. 7 4-3-4 5-5-1 1-0-0 0-" Scale = 1:43.6 0311 4.00 12 5x8 = 15 4x6 = 3x4 = „' 2x4 II 6x12 4x4 = 2x4 II 13-10-e 13-8-8 4-70.72 9-515 13-2-12 1 18-5-1 23-108 410.12 47.3 0. - 6.6-15 - 5.5-1 0-2-0 Plate Offsets (X,Y): f5:0-4-0,0-1-121[9:0-3-9 Edge] 0. -0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) -0.12 13 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.67 Vert(TL) -0.41 12-13 >685 240 BCLL 0.0 Rep Stress Ina NO WB 0.97 Horz(TL) 0.11 9 nla n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.07 13 >999 240 Weight: 111 Ito FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-11-4 oc purlins, except BOT CHORD 2x4 DF No. 1&Btr G end verticals, and 2-0-0 oc puffins (4-7-1 max.): 1-3, 5-6. WEBS 2x4 DF Stud G `Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-15: 2x4 DF No.1 &Btr G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 15=1032/Mechanical, 9=1123/0-5-8 (min. 0-1-8) Max Harz 15=-58(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1995/0, 3-4=1917/0, 4-5=-1825/0, 5-6=1827/0, 6-7=-1824/0, 7-8=-1929/0, 8-9=2523/0 BOT CHORD 14-15=0/1995, 13-14=0/2904, 12-13=0/2899, 11-12=0/2326, 9-11=0/2326 WEBS 2-15=-2055/0, 3-14=-992/0, 3-13=0/320, 3-12=1237/0, 8-12=656/1, 4-12=0/431, 7-12=0/463, 8-11=0/343, 2-14=0/503 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girdertruss for ss to truss connections. R()FESS/0 9 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the �O SoO N �tiC Bottom Chord, nonconcurrent with any other live loads. �� Q� 9) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. c" LOAD CASE(S) Standard UJ C 074486 rn E 12-31-15 * FOFC March 18,2014 A WAMAG-Verft7!3esign paramettrs and READ N07FS 3N M9 AM Mt}EFG MITEKRFFEREME MGE lift-7413 r .c ..1/2.9/20.id &9LA4.115F Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. �f Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek --fabricotioa pelity-eontrot,,storagesderwey erectionan&bmcing;,,u, ot*s ANSIH?IldQua8ty-C,e8eda USB=89wmk8eSl4u8dingComponent r----.r--".n. -��77 i,;reentia"CkL e,`501ei Va Safely Informa8on available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. tf5aati+iaa±f"h>SEF'B4e'B..tNye _ e.--Fart.. {f6lIIlfl3lwAf Citrus Heights, CA, 99 Job TrussTruss Type 0ty Ply 2624_A R41606254 2624_A_ T3C Roof Special Girder 1 2 Job Reference (optional) BMC, Indio, CA - 92203 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 13:15:19 2014 Page 1 ID. D:pMWmiiU9y3uiBTyY?fPchEyEito-Yj210yArgsJo_LF9?y8BtlbwgcFT_51 FiIYVOJzZfmc 48-15 F 9.5-15 1188 15_10_8 23-10.8 2410.8 Mill4-8.115 2-0.9 4-4-0 3-fr15 4-51 4.00 12 6x8 = Special Special Special Special 5,6 = Scale = 1:44.9 14 WO 4x6 MT20H I I Special 7x10 = 2x4 11 8x12 MT20H = Special 6x8 = 2x4 11 Special Special Special Special 46-15 9-515 11-6-8 15-10-8 19-5-7 23-10.8 48-15 1Z15 5141.0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TILL 20.0 Plates Increase 1.25 TC 0.79 Vert(LL) -0.27 10-11 >999 480 TCDL 14.0 Lumber Increase 1.25 BC 0.59 Vert(TL) 0.56 10-11 >503 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.57 Horz(TL) 0.10 7 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.05 12 >999 240 LUMBER BRACING TOP CHORD 2x4 DF No. t&Btr G TOP CHORD BOT CHORD 2x6 DF SS WEBS 2x4 DF Stud G `Except' BOT CHORD 1-13: 2x4 DF No.1 &Btr G REACTIONS (lb/size) 14=2275/Mechanical, 7=2260/0-5-8 (min. 0-1-12) Max Horz 14=-61(LC 3) Max Grav 14=3418(LC 15), 7=3313(LC 21) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-14=2887/0, 1-2=-6806/0, 2-3=-6806/0, 3-4=-10541/0, 4-5=-9079/0, 5-6=9683/0, 6-7=-9223/0 BOT CHORD 13-14=0/342, 12-13=0/11113, 11-12=0/11125, 10-11=0/10109, 9-10=0/8709, 7-9=0/8709 WEBS 1A3=Of7050, 2-13=345/57, 3-13=-4747/0, 3-12=-455/0, 3-11=-1558/0, 4-11=0/3412, 4-10=1334/0, 5-10=0/2643, 6-10=0i708, 6-9=317/12 PLATES GRIP MT20 220/195 MT20H 165/146 Weight: 255 Ito FT = 20% Structural wood sheathing directly applied or 4-2-14 oc puffins, except end verticals, and 2-0-0 oc puffins (4-6-11 max.): 1-3, 4-5. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 11-4 2x4 - 1 row at 0-6-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-" wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Refer to girder(s) for truss to truss connections. 11) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 12) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 111 Ito down and 19 lb up at 1-8-4, 126 Ito down and 33 lb up at 11-6-8, 126 Ib down and 33 lb up at 13-7-4, and 126 lb down and 33 lb up at 13-9-12, and 173 lb down and 45 Ito up at 15-10-8 on top chord, and 280 lb down at 1-8-4, 679 Ito down at 3-5-12, 1615 lb down at 11-6-8, 288 lb down at 13-7-4, and 288 Ib down at 13-9-12, and 1615 Ito down at 15-9-12 on bottom chord. The design/selection of such connection A lfARKAG-Venfrdes4a parmw.wr4 and READ 107ES ON?W9 AM TNOZ.Fti 1477FKRFFFRFMT. AAW K R-7473 rec .1129120.16&rFOJPFlr5F.. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. Fa general guidance regarding ..�� .... _ ..---.�..,_.-_-__`:__ Sorely Inlorma8on available from Truss Plate Institute, 781 N. Lee R `5etittle�PSruY. ]3C64'F✓}4 L59. fhc•• dfesk�n.t aY1:1 9?OFESS/pN SOON -1 c 2 LU C 074486 * EX 12-31-15 sr�TFOFCA ��\P March 18,2014 MF MiTek` 7"7-Gfeed6a'iiltCWC961 109"-' ` Citrus Heights, CA, 95610 Job Trus Truss Type Qty Ply 2624 A R41608254 2624 A_ T3C Roof Special Girder 1 2 Job Reference (optional) BMC, Indio, CA - 92203 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 13:15:19 2014 Page 2 ID:pMWmiiUgy3uiBTyY'4PchEyEito-Y2lDyArgsJo_LF9?y8BtlbwgcFT 51FilYVOJ2Zfmc LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-68, 3-4=-68, 4-5=-68, 5-8=-68, 7-14=20 Concentrated Loads (lb) Vert: 4=126(F) 5=-133(F) 11=-628(F) 10=628(F) 15=71(F) 16=-252(F) 17=-43(F) 19=-416(F) 22=82(F) d WARAITNG-Yeri[[desiga paramewrs and REM AG TES ON WfS AN [AYI.UBEi^s N[TFKREEERENtE TASE Nfr-7473 rec 112912014 B9W..MW Design valid for use only with M7ek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown I, for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the '�IC�+.. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M abricotionrgaality-control-storage;deGrery,-emefion,andbracing;comsult—MNS1ffH•QwIBrCMedaOS"4and4siS"uPcUng*Component.�.. �-.-. n.7777'Green-[1fiCfi Lah€`Sriil�9'09�� Safety Information available from Truss Plate Institute, 781 N. Lee Street Suite 31 Z Alexandria, VA 22314. Citrus Heights, CA, g5610 H`"+•�s*+s i+&u.F3ik2�ian3ur3ic asuu mtasat_.xo.. e'urarssy a. t,,.. ac-a. 9 Job Truss Truss Type Qty Ply 2624_A R41608255 2624_A T4c Hip Girder 1 3 Job Reference (optional) ems.. m n a«w 1.43U 5 JU1 d0 Zo13 mll ex lnausales, Inc. i ue man6 t3:t s:24 2a14 Pagel ID:pM WmiiU9y3uiBTyY?FPchEyEito-vgrB3fE_VPy557a6nVkJaMlpzdwSfML_sZFG4XzZfmX � 42-11 7-1-0 11-1-0 15-1-0 1�6-0-8,� 18.1-0 1Q-A-0 f 22.2-0 23-2-0 4-2-11 2-10•s 4-0-0 4.0-0 all-8 2-0-6 1.5-0 2-8.0 1-0-0 Scale = 1:39.5 Special Special Sx8 = I 7-1-0 I 4.00 12 Special Special 3x10 = Special 5k—bxt; - 4x12 = 20 -- 2122 - 23 24 25 — 26 27 28 29 '- 30 — 31 32 4xj , Special 3x10 11 Special 6x8 = Special 8xl2 MT20H = Special Special 6x8 = 6x8 = 3x4 = 2x4 I I �I Special Special Special Special Special Special Special Special Special Plate Offsets (X,Y): f1:0-6-0,0-1-12], f9:0-6-0 0-1-12], j13:0-3-9 0-4.4] f14:0-4-0 0-4-4], f15:0-6-00.4-8] (16:0-1-00-4 4] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.63 Vert(LL) -0.24 15 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.81 15 >321 240 MT20H 165/146 BCLL 0.0 ' Rep Stress Incr YES WB 0.57 Horz(TL) 0.17 9 n/a n/a BCDL 10.0 Code IBC2009ITP12007 (Matrix) Wind(LL) 0.03 16 >999 240 Weight: 349 lb FT = 20 % LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-10-6 oc purlins, except BOT CHORD 2x6 DF SS 2-M oc puriins (5-6-2 max.): 3-5. WEBS 2x4 OF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=7646/0-5-8 (min. 0-2-14), 9=6745/0-5-8 (min. 0-2-9) Max Horz 1=38(LC 16) Max Grav 1=8020(LC 8), 9=7120(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=21477/0, 2-3=-20295/0, 3-4=18672/0, 4-5=-18950/0, 5-6=-19956/0, 6-7=-20374/0, 7-8=20641/0, 6-9=-18526/0 BOT CHORD 1-17=0/20294, 16-17=0/19856, 15-16=0/22784, 14-15=0/22783, 13-14=0/19068, 12-13=0/19449, 11-12=0117217, 9-11=0/17489 WEBS 2-17=01973, 2-16=707/0, 3-16=0/5617, 4-16=-4712/0, 4-15=0/3002, 4-14=4389/0, 5-14=0/4630, 6-14=0/912, 8-11=1887/0, 7-13=-372/25, 6-13=0/842, 7-12=-326/86, 8-12=0/2825 NOTES 1) 3-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 13-6 2x4 - 2 rows staggered at 0-4-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20 % has been applied for the green lumber members. 10) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 2700 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 22-2-0 for 121.8 plf. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the tap and/or bottom chord. AWAIWAG-ttertffdes4nparame. MrsaadWff,ADTFSONTWSAMroA IUDKMKREFEREM7.. PAGE Nit-7471rer.1129f29.i®8£idLmw.. Design valid for use only with M7ek connectors. This design is based only upon parameters shown. and 6 for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 6 the responsibillity, of the erector. Addtional permanent bracing of the overall structure is the responsibility of the building designer. For general al idance reaarclina from Truss Plate Institute, 781 N. Lee Street, Suite 31 QRpF ESS/ON CO��0 SOO�r 0.Cc�G� i LIJ C 074486 c * 12-31-15 s�qT V FOFC March 18,2014 M7ek' 7777`Gr6FnnbC5l?L3Tt@;'Su1%f09—"'"" Ciaus Heights, CA, 95610 Job Truss Truss Type Ply 2624_A 1Qty R41608255 2624 A_ T4C Hip Girder 1 3 Job Reference (optional) o inuio, n - atcua 7.430 S Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 13:15:24 2014 Page 2 ID:pM WmiiU9y3uiBTyY?fPchEyEito-vgrB3fE_VPy55786nVkJaMlpzdwSfML_sZFG4XzZfmX NOTES 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 113 lb down and 29 lb up at 7-1-0, 113 lb down and 29 lb up at 9-1-12, 113 lb down and 29 lb up at 11-1-0, and 113 lb down and 29 lb up at 13-0-4, and 113 lb down and 29 lb up at 15-1-0 on top chord, and 1015 lb down at 1-11-4, 1015 lb down at 3-11-4. 1015 lb down at 5-11-0, 650lb down at 7-1-0, 1015 lb down at 7-11-4, 71 lb down at 9-1-12, 1015 lb down at 9-11-4, 71 lb down at 11-1-0, 1007 lb down at 11-1-4, 1007 lb down at 12-1-4, 71 lb down at 13-0-4, 1012 lb down at 14-1-4, and 672 lb down at 15-0-4, and 2255 lb down at 16-0-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-68, 3-5=68, 5-10=-68, 1-9=-20 Concentrated Loads (lb) Vert: 3=-1 13(F) 5=-113(F) 17=-1015(B) 16=-650(F) 15=-1057(F=-49, B=-1007) 4=-113(F) 14=-672(F) 13=2255(B) 18=-113(F) 19=-113(F) 20=-1015(B) 22=-1015(B) 23=1015(B) 24=-49(F) 25=-1015(B) 26=-1007(B) 27=-49(F) 28=1012(B) A WAAWMi -Verify de. siga Saraate wrs and READ toIF5 9NWS AM MIMP, HITFKREFFRFMF ACE MIT-747.1 rec .T/M. 01489W..i1Sf.. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for on individual building component. �a Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the '�e . erector. Additional permanent bracing of the overall structure is the responsibility of the building dne esigr. For general guidance regarding M r fabricatia,,=quality,,controt=storageederwery, erectiomandbracing e®rrsul6m- �MPSi/FPI9•@ue8f}•�r4FericDSB-89•anctAE51•BWldingComponenL•' ,.,.. x,:777'1��reefi6a'�Tc'Lsne"'Buite f05-'-"""" Safely Informa8on available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Hei h ft'Solt t9ineismh^—"•- lkma.�vrerr dsndnaa v.,6.v.c s�.n.,sl.,.:�,nsr a.�=ina,.nrry a� Atm 9 ts, CA, 95610 Job Truss Truss Type Qty 2624_A R41608256 2624_A_ T5A Common 1 [ly 1 Job Reference (optional) BMC, Indio, CA - 92203 7.430 s Jul 25 2013 MTek Industries, Inc. Tue Mar 18 13:15:25 2014 Page 1 ID:pMWmiiU9y3uiBTyY?fPchEyEito-NtPZH?EcGi4yiGj ILDFY7ZgOR 1 FBOtZ75D?pczzZfmW i� 7-0-0 s-3-0 10-8-0 15.0.12 21-" 1-0-0 6-34 4-4-12 4.4-12 6-3-4 �1 a Scale = 1:37.6 4x4 = 3x6 = 2x4 II 5x8 = 2x4 II US 6-3-4 10-8-0 1LO-12 21-4-0 LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/defl L/d TCLL 20.0 Plates Increase 1.25 TC 0.46 Vert(LL) -0.13 6-7 >999 480 TCDL 14.0 Lumber Increase 1.25 BC 0.77 Vert(TL) -0.32 6-7 >787 240 BCLL 0.0 Rep Stress Incr NO WB 0.31 Horz(TL) 0.08 6 n/a n/a BCDL 10.0 Code IBC2009frPI2007 (Matrix) _ Wind(LL) 0.05 6-7 >999 240 LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G REACTIONS (lb/size) 6=923/Mechanical, 2=1015/0-5-8 (min. 0-1-8) Max Horz 2=47(LC 13) Max Uplift6=204(1-C 12), 2=-235(LC 9) Max Grav 6=1177(LC 7), 2=1269(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2912/612, 3-4=-1831/236, 4-5=-1837/238, 5-6=2981/641 BOT CHORD 2-9=-589/2644, 8-9=16412262, 7-8=-158/2325, 6-7=-594/2718 WEBS 4-8=0/665, 5-8=741/18, 5-7=0/370, 3-8=-686/14, 3-9=0/364 PLATES GRIP MT20 220/195 Weight: 84 lb FT = 20 % BRACING TOP CHORD Structural wood sheathing directly applied or 3-5-1 oc purtins. BOT CHORD Rigid ceiling directly applied or 8-8-9 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=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Ezp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=204, 2=235. 8) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 21-4-0 for 70.3 plf. LOAD CASE(S) Standard n Ib 9?OFESS/pN S00/� O� � L C 074486 c *� FAP'2-31-15 �* F March 18,2014 d i7AMNS-VerlfTdes4a Earaase.ters and RE11rs FA TES ON Tiffs ANA W..f11150', NZWKWFERFAYE PAM lffr-7433 M c 1129120.14 agm.. m.. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. ��• Applicability, of design parameters and proper incorporation of component is responsblity of building designer- not truss designer. Bracing shown ,E� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the Mi lelC• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding --• fabrication: avielitycontral. staage,=derwery; erectiomandl r ing=eorsself-- itNSItW"-QuoUlrCiffedw06"9-Ofv"C5t-BuTding•C-omponenl +�_ •�7i7'Green'back( 'rfa—SG'd8 10J �""""' Safety InformaBon Wailable from Truss Plate Institute, 781 N. Lee Street, Suite 31 Z Alexandria, VA 22314. Citrus Heights, CA, 95610 if'SWit p�r$s bA%bGr1S ,ltihe r' WILJ6$R:'12m3z - CUM12Il AInVA4 Job Truss Truss Type Qty Ply 2624 q R41608257 2624 A T5B COMMON STRUCTURAL GA 3 1 Job Reference (optional) U." into, cA - nzzus r.— s m.. — mar r a is:i— turn rage i ID:pM WmiiU9y3uiBTyY'4PchEyEito-r3zxULFF10CpKQHVvwmngnNDURcT7KpHJtkN8PzZfmV -1-0-0 6-34 10-6-0 I 15-a1z 21-4-o 1-0-0 6.3-4 4-4-12 4�-12 6-3-4 Scale = 1:37.6 4x4 = 4 3x6 — 2x4 II 5x8 = 2x4 II 3x6 6-3-4 I 10-8-0 c 15.0.12 21-4-0 I 6-3-4 44-12 4-4-12 6-3-4 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.37 TCDL 14.0 Lumber Increase 1.25 BC 0.70 BCLL 0.0 ' Rep Stress Incr YES WB 0.31 BCDL 10.0 Code IBC2009/rP12007 (Matrix) LUMBER TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G REACTIONS (lb/size) 6=923/Mechanical, 2=1015/0-5-8 (min. 0-1-8) Max Horz 2=47(LC 5) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2150/0, 3-4=1508/0, 4-5=-1509/0, 5-6=2200/0 BOT CHORD 2-9=0/1968, 8-9=0/1968, 7-8=0/2023, 6-7=0/2023 WEBS 4-8=0/663, 5-8=731/7, 5-7=0/370, 3-8=-673/1, 3-9=0/364 DEFL in (loc) I/deft Ud Vert(LL) -0.13 6-7 >999 480 Vert(TL) -0.32 6-7 >787 240 Horz(TL) 0.08 6 n/a n/a Wind(LL) 0.04 6-7 >999 240 BRACING TOP CHORD BOTCHORD PLATES GRIP MT20 220/195 Weight: 84 lb FT = 20% Structural wood sheathing directly applied or 4-0-0 oc pudins Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonooncurrent with any other live loads. LOAD CASE(S) Standard QROFESS/pit SOON 0 c ti C 074486 c rn * EX 12-31-15 sT�TFOFCA � \P March 18,2014 A lYARtm-Ver"sigr£ sarameten and RM M7ES ON7WS AM MOJEET A 1VKWEREM7. A4M MR-7413 reL 1129f101889MLIM.. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. ��R Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the ,MiTek` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding - ;fabdccFtior qualitycontml*vstorage,-deliverrerectiomand-bracing=corssw*--ANSfjFPlhQ mly<' eAep86Bp8 d-SC--M:BvMng,Component• Solely Informa8on available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. CiWs Heights, CA, 95510 �sstrts daeetasfgx,vzamsogeffica}veo6%fi[2miby/FLSC Job Trus Truss Type�Qty 2624 q R41608258 2624 A_ T5C Common 1 [ly 1 Job Reference (optional) o uiu u, �.n accw r.43U 5'U' ZG ZUiJ MueK Inaumnes, mc. we Maf ltl 13:1a:z1 zo14 Pagel ID:pM WmiiU9y3uiBTyY?fPchEyEito-JFXKihGtoKKgyashTdHOC_wNerx0snJQYXUwgszZfmU 10.8-0 15-2-9 21-0-g 4-4-12 4S9 G1-7 �n�1T d>11 a Scale = 1:37.5 4x4 = 4 44 = 2x4 II 5x8 = 2x4 II 44 LOADING (psf) SPACING 2-" CSI DEFL in (loc) I/defi L/d TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) -0.12 2-9 >999 480 TCDL 14.0 Lumber Increase 1.25 BC 0.74 Vert(TL) -0.30 6-7 >844 240 BCLL 0.0 Rep Stress Incr NO WB 0.30 Horz(rL) 0.08 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.04 6-7 >999 240 LUMBER TOP CHORD 2x4 DF No.t&Btr G BOT CHORD 2x4 DF No.t&Btr G WEBS 2x4 DF Stud G REACTIONS (Ib/size) 6=916/0-5-8 (min. 0-1-8), 2=1008/0-5-8 (min. 0-1-8) Max Horz 2=47(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2127/0, 3-4=1486/0, 4-5=-1487/0, 5-6=-2145/0 BOT CHORD 2-9=0/1947, 8-9=0/1947, 7-8=0/1965, 6-7=0/1965 WEBS 3-9=0/364, 3-8=-673/1, 4-8=0/646, 5-8=-694/10, 5-7=0/367 PLATES GRIP MT20 220/195 Weight: 84 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 4-1-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard t2 I Q?,OFESS/pN S00 y ti C 074486 c M *\ E�P.r^ 1-15 /* March 18,2014 A►WARMM-Vedfrdesignsaramemrsand REM MTFSON?W9AMVU1T&NnFXRFFEREMTPCRE.Kft-7473red1129120.14&MO IM, Design valid for use only with MiTek connectors. This design is based any upon parameters shown, and is for an indvidual building component. � Applicability of design parameters and proper incorporation of componentrs 8 responsibility of building designer- not truss designer. Bracing shown T is for lateral support of individual web membeonly. Additional temporary bracing to insure stability during construction is the responsibility of the I t erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardng fabrication:•gwcdity-contro4storage-delivery: erection-and=bmeingxconsott--ANSWRI.4Ruef edte&;-05"9�nd-SCSf-1BuBding-Component --«-_ -1y7r'OF6E�bllla�`�e��jtrM!9 ,. - Safety Inform=n available from Truss Plate Institute. 781 N. Lee Sfreet, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 Nrg:.s�-- .DYr t l:hanlu rk . rM:.iad�n.:mteruc tea, .ra�funrna r�sna aw aecrs 9 Job Truss russ Type Qty Ply 2624_A R41608259 2624 A_ T5D Common 4 1 Job Reference (optional) or mum, �.n a[tw I.— 5 Jal LJ "14 1111 eK mausmes, Inc. I ue mar i u 111 tl:2tl ZU 14 rage 1 I D:pM WmiiU9y3uiBTyY?fPchEyEito-nR5ivOHVZdSXZkRtOLoFICSYkFHNbEiZnBDTDlzzfmT 21-4-0 240 r 1-0-0 13-4 4-4-12 41i-9 6-1-7 1-D-0 Scale = 1:38.6 4x4 = 4 Ias d 4x4 = 2x4 I I 5x8 = 2x4 II 44 = Plate Offsets (X,Y): 19:0-4-0 0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.39 Vert(LL) -0.12 2-10 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.74 Vert(TL) -0.29 2-10 >864 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.29 Horz(TL) 0.08 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(ILL) 0.04 10 >999 240 Weight: 86 Ito FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or4-1-15 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1005/0-5-8 (min.0-1-8),6=1005/0-5-8,(min.0-1-8) Max Horz 2=44(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2119/0, 3-4=1479/0, 4-5=-1479/0, 5-6=-2119/0 BOT CHORD 2-10=011939, 9-10=0/1939, 8-9=0/1939, 6-8=0/1939 WEBS 3-10=0/363, 3-9=-672/1, 4-9=0/639, 5-9=672/1, 5-8=0/363 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard QROFESS/p,�, soaN 02 C 074486 1 *\ EFF�12-31 15 /* March 18,2014 A tyAfSll NS-Vefftrdesign parame.w-n and UM M7F5ON7Nt9AM VU-0 0 N1.iFKRffFRFMTPMEMii-74T3 ter, 1129120.188ow..AF.. 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 isthe responsibillity of the Mi l! ek� erector. Additional permanent bracing of the overall structure is the responsibility of the buildng designer. For general guidance regarding ., ....�., fabricatimr-quality comtmo, tcmge,�defvery-emcbmo ndioracing; corwM ANSi/Ti7 oafpyfiMerlaD58-84-anddiC-SI BvBdIng-Component- w-••-+••=+e.. _r,.a. ..m7�re�fiTiac'k`[Ra te. i[e �U�"'�""''--' 5alety InforrnoNon available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95810 -r_...,.. t:sa: narr3�rOG/iFQ1f2g1byeALSC . Job Truss Truss Type Qty Ply 2624_A R41808260 2624_A_ T5E Common Supported Gable 1 1 Job Reference (optional) o mu r - nc<w 1.43U s am 25 2U13 m, i eK Inaustnes, mc. Tue mar 18 13:15:29 2014 Page 1 ID:pMWmiiU9y3uiBTyY?fPchEyEito-Gee47M17KxaOBuO4a2JUH P?jUedcKhyj?rzl lkzZfmS 10.6.0 15-0.12 21-4-0 22-4-0 1.0.0 6-3-4 4-4-12 4-4-12 6-3-4 i 1 i1 Scale = 1:38.6 4x4 = 4 44 = 2x4 I I 5x8 = 2x4 11 4x4 = 6-3-4 i 10-8-0 i 15-0.12 21-4-0 rz3-4 4-4-1 4-4-1 6-3-4 Plate Offsets (X Y): (9:04-00-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.39 Vert(LL) -0.12 2-10 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.74 Vert(TL) -0.29 2-10 >864 240 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(rL) 0.08 6 n/a n/a BCDL 10.0 Code IBC2009lrP12007 (Matrix) Wind(LL) 0.04 10 >999 240 Weight: 86 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or4-1-15 oc puffins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1005/0-5-8 (min. 0-1-8), 6=1005/0-5-8 (min. 0-1-8) Max Horz 2=-44(LC 6) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2119/0, 3-4=1479/0, 4-5=-1479/0, 5-6=-2119/0 BOT CHORD 2-10=0/1939, 9-10=0/1939, 8-9=0/1939, 6-8=0/1939 WEBS 4-9=0/639, 5-9=-672/1, 5-8=0/363, 3-9=672/1, 3-10=0/363 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat: 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonooncurrent with any other live loads. LOAD CASE(S) Standard A 1111 iAG -tferifydesiga param ten and REM ADTES ON?WSAM L'i IZED NMRFFFREMT MrX Nit-7473 me .t/Z912€d.T4XR 11%E Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ^^Y - fabrication-qualify�-ontrol=storege;•deGveryyemctim,and bmcingscens it—ANSVFPII- uaRtredtedf , oWlilli reHiieS~,ding�Compon—ft=-....,. �.- Safety Informcaon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 9? OF ESS/pN SOON 0 ti U C 074486 c m 1k� EX 1-15 /* OF DO MiTek' 9777'G%e- n8 l c L r�i ,`S5 Citrus Heights, CA, 95610 March 18,2014 Job Truss Truss Type Qty Ply 4_A R412624 �Jo`b2 A_ T5F common 1 1 Reference (optional) mane rs:uau dura rage i ID:pM WmiiU9y3ui8TyY ?fPchEyEito-kgCSKi IISFiEp2bGBmgjgdYuE2zr3BCsEViaHAzZfmR r�-0.0� 6-3-4 10-8-0 15-0.12i ! r 1-0.0 6-3-4 4-4-12 4-4-12 6-3.4 1-0.0 Scale = 1:38.6 4x4 = 4 4x4 = 2x4 I I 5x8 = 2x4 II 4x4 = 5-91 10.8-0 15-0-12 21-4-0 5-9-1 4-10-15 4-4-11 6-3-4 Plate Offsets (X,Y): f9:04-0 0-3-01 LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.39 Vert(LL) -0.12 6-8 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.74 Vert(TL) -0.29 6-8 >864 240 BCLL 0.0 Rep Stress Ina NO WB 0.29 Horz(TL) 0.08 6 n/a n/a BCDL 10.0 Code IBC2009frP12007 (Matrix) Wmd(LL) 0.04 10 >999 240 Weight: 86 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or4-1-15 oc puriins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=1005/0-5-8 (min. 0-1-8), 6=1005/0-5-8 (min. 0-1-8) Max Horz 2=44(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2119/0, 3-4=-1479/0, 4-5=-1479/0, 5-6=-2119/0 BOT CHORD 2-10=0/1939, 9-10=011939, 8-9=0/1939, 6-8=0/1939 WEBS 3-10=0/363, 3-9-672/1, 4-9=0/639, 5-9=672/1, 5-8=0/363 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard U WAPMNG-Verlffdesdgn faraareten and READ ADIES ON 7W5 AM R K11.TF,, N[.TFKRFFERFNZ AC1.. NIL-7473 tee 1129120.1488rOnim Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown 6 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrieofion-Gvality�eontmiNOsage,;defivery:-erectiorr and Bullding+Component� • Safety Infoanation available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria. VA 22314. 9 0FESS/pN SOON O�Z, G1CO L C 074486 c M * E 12-31-15 s��TFOF March 18,2014 WOW 777TGieeTlBa Gffie,Sii"rte909"�"6"""" Citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply 2624_q R41608262 2624_A_ TSFX Common 1 1 Job Reference (optional) BMC, Indio, CA- 92203 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 13:15:32 2014 Page 1 ID:pM WmiiU9y3uiBTyY?fPchEyEito-gDKDIOK?dsyy2LleFBtBv2dEwseJX2b9ipBhM3zZfmP -1.0-0 63.4 1a8-a 15-0-12 i z1-4-0 22-4-0 1-0.0 6-3-4 4-4-12 4-4-12 63-0 1-0-0 Scale = 1:38.6 4x4 = 4x6 = 2x4 11 5x8 = 2x4 II 4x6 Plate Offsets (X,Y): 19:04-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.12 6-8 >999 480 MT20 2201195 TCDL 14.0 Lumber Increase 1.25 BC 0.74 Vert(TL) -0.29 6-8 >864 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.29 Horz(TL) 0.08 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.06 10 >999 240 Weight: 86 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-2-11 oc pur ins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 6-6-3 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1005/0-5-8 (min. 0-1-8), 6=1005/0-5-8 (min. 0-1-8) Max Horz 2=-44(LC 16) Max Uplift2=-406(LC 9), 6=-406(LC 12) Max Grav 2=1430(LC 8), 6=1430(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3394/1127, 3-4=-2021/451, 4-5=2021/450, 5-6=-3393/1127 BOT CHORD 2-10=1070/3071, 9-10=362/2434, 8-9=-330/2433, 6-8=-1038/3071 WEBS 3-10=0/363, 3-9=-695/24, 4-9=0/639, 5-9=-695/24, 5-8=0/363 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=406, 6=406. 7) This truss has been designed for load 250.01b RpF ESS/0 N9� a moving concentrated of live located at all mid panels and at all panel points along the QQ Bottom Chord, nonconcurrent with any other live loads. �� SooN 8) This truss has been designed for a total drag load of 2500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 21-4-0 for 117.2 plf. GO �Z` 2C Z LOAD CASE(S) Standard UJ C 074486 rn 12-31-15 * 1st cIV �P �rFOF CA March 18,2014 Aty,®RF NG-VeritydestgnsaramearsandREALTA7FSESNMTSAMiU..(ZFtiNRRrREFEREM#"EPMEMR-7413fecS12*10.148TWLFSE Design valid for use only with MiTek connectors. This design is based any upon parameters shown, and B for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respomibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding MiTek' +'*iotxicaiiorr, goaNtyoeMrol, storage;delivery-.-erectiomandbracing;=aensalh-=--RrdStfTPN•@aalBpL�rXeAamDSB-89wnd6�51-Buflding Component-»�..:-x...-- Safely available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria. VA 22314. j=Gieeri�acfe L�attCt`Sulte�aJ`�`""`_�o _.,... ±—Into-'�rmaHon y`w"PFISPi:'�tLia2>Ef"$ serna3A_d».we5nffiae.Ynn tYt;IBF?fl92 twLl Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 2624A R41606263 2624_A_ T5G Common 2 1 Job Reference (optional) -e<a+u r.wu s-11—io mnex mausmes,mc. ruemanoia:-iu:sazura ragei ID:pM WmiiU9y3uiBTyY?fPchEyEito-BPubykLeN94pgVKrpuOQSFAP7G_QGVoJwTxEuVzzfmO -1-0-0 6.3-0 10-8-0 + 15-0-12 21-4-0 1-0-0 114 4!-12 4-4-12 6-3-4 Scale = 1:38.9 4x4 = 4x4 = 2x4 11 5x8 = 2x4 II 44 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) -0.12 2-9 >999 480 TCDL 14.0 Lumber Increase 1.25 BC 0.74 Vert(TL) -0.30 6-7 >844 240 BCLL 0.0 ` Rep Stress Incr NO WB 0.30 Horz(TL) 0.08 6 n/a n/a BCDL 10.0 Code IBC2009lrP12007 (Matrix) Wind(LL) 0.04 6-7 >999 240 LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G REACTIONS (lb/size) 6=916/0-5-8 (min. 0-1-8), 2=100810-5-8 (min. 0-1-8) Max Horz 2=47(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2128/0, 3-4=1486/0, 4-5=-1487/0, 5-6=-2145/0 BOT CHORD 2-9=0/1947, 8-9=0/1947, 7-8=0/1965, 6-7=0/1965 WEBS 4-8=0/646, 5-8=-694/10, 5-7=0/367, 3-8=673/1, 3-9=0/364 PLATES GRIP MT20 220/195 Weight: 84 lb FT = 20 % BRACING TOP CHORD Structural wood sheathing directly applied or 4-1-3 oc purtins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Tel recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 6. 7) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrenl with any other live loads. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard Q�pFESS/pN SOOro N 2 L C 074486 rn *` E�2-31-15 /* �F March 18,2014 A t9ARtdil G-Yerfffdasign parainamrs and REAL MTES 01v INrS AM rdsKI.80Et1 A MIZEFc'REM7. WE kill-7473 fer. 1124(20I4 86W.W... Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an indvidual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown y' ekw is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Ml l erector. Additional permanent bracing of the overall structure is the responsibility of the buildng designer. For general guidance regarding --�fabrioatton,uality-contri*sfomgeederrverWwe tioman&brocing,.cornun-. -*AStRPH-QuoUirC-ritedI DSB=9.and•BESt-BuBfng-Component,�+R+m- — jy G` nre'€Da�fi'L'af ,"�iiite 109 - ' Safely Informallon available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria. VA 22314. rM r h65, CA, 95610 ifSorsrth�evZon�'3:it0eit��ra:,r7el�it�eSns}aawseafasae av�-. r'�tm tart s.�ie� 9 Job Truss Truss Type Qty Ply 2624q R41608264 2624 A_ TSH Common 1 1 Job Reference (optional) "^ ^� ^-o«.... sdW co Gull mllex lnau5Ne5, IfIC. lue marl6 la:lb:T42u14 vagel I D:pM WmiiU9y3uiBTyY?fPchEyEito-8PubykLeN94pgVKrpuOQSFAP8G2yGVoJwTxEuVzZfmO -1-D-0 fs3.1 10-8-0 150.13 21.4-0 r 1-0.0 634 4-4-12 4-4-13 633 �1 d Scale = 1:38.9 4x4 = 4 4x4 2x4 11 5x8 = 2x4 II 4x4 = 6-34 10.8-0 15-0-13 1 21-4-0 6-3-4 4-4.12 4-4-13 6-7- u Id d d LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) -0.07 8 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.25 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.30 Horc(Q 0.08 6 n/a n/a BCDL 10.0 Code IBC20091TPI2007 (Matrix) Wind(LL) 0.04 6-7 >999 240 Weight: 84 lb FT = 20 % LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G REACTIONS (lb/size) 6=916/0-5.8 (min. 0-1-8), 2=1008/0-5-8 (min. 0-1-8) Max Horz 2=47(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2127/0, 3-4=-1486/0, 4-5=-1487/0, 5-6=-2145/0 BOT CHORD 2-9=0/1947, 8-9=0/1947, 7-8=0/1966, 6-7=0/1966 WEBS 3-8=-672/1, 5-8=-694/10, 4-8=0/646 BRACING TOP CHORD Structural wood sheathing directly applied or 4-1-3 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. Ili; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 6. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard OQ?,OFESS/ONE SOON Ol ti Of_ C 074486 rn * E 12-31-15 STET CIV FOF C Ffl March 18,2014 A WAR►l1NG - Verifr design pamalawn and REM- ROTES ON TNiS AM i1K7 (C0' MTTFKRFFEREAff A :. Mid-7413 rec 1129120.14 al dRWVV, Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and B for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown ;{ a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responslbillity of the Ml lek� erector. Additional permanent bracing of the overall structure is the resporsblity of the building designer. For general guidance regarding �fabricatiorccr alitycontrolrstwege=delivery,-erection-and brocingAr-*- ANfifpTRll Qu ftCv8edarD56-89vnd•BCSk6eRding=ComponeM Safely Inform=n available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria. VA 22314. t# 6+Tr�f>i bsubeairk r;/1'ia^ti the.e vwu.ns tE�a..nlAserrds nafm f9ift 4 r„ AVID' CiWS Heights, CA, 95610 Job Truss Truss Type Qty Ply 2624A R41608265 2624_A_ T51 Common 3 1 Job Reference (optional) on m n eccve 1.4iV s JOI [a [Ul J Mi I ex ulnusmes, Inc. I ue mar 1 ti 1'S:lo:m zo14 Pagel ID:pMWmiiU9y3uiBTyY?fPchEyEito-cbSzA4LGBTCgHfvlNcvf TiaufOB?y2S97goQyufmN •1-0-0 6-3-4 10.8.0 15-0.13 21�-0 63-4 4-4-12 4-4-13 63-3 Scale = 1:38.9 4x4 = 4x4 = 2x4 11 5x8 = 2x4 II 4x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) 0.07 8 >999 480 TCDL 14.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.25 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.30 Horz(TL) 0.08 6 n/a n/a BCDL 10.0 Code IBC20091TP12007 (Matrix) Wind(ILL) 0.04 6-7 >999 240 LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G REACTIONS (lb/size) 6=916/0-5-8 (min. 0-1-8), 2=1008/0-5-8 (min. 0-1-8) Max Horz 2=47(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2127/0, 3-4=1486/0, 4-5=-1487/0, 5-6=-2145/0 BOT CHORD 2-9=0/1947, 8-9=0/1947, 7-8=0/1966, 6-7=0/1966 WEBS 3-8=672/1, 5-8=694/10, 4-8=0/646 PLATES GRIP MT20 220/195 Weight: 84 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 4-1-3 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 6. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard A WiARNM-Ver"siga parmw tern and REAL A07ES ON nftS A144i IM2 0ED MI7FX RFFERVVF AA E MIT-7473 m c 1/29120I899{DR U9.. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability, of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown 6 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the resporuibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication-quoHtycontrol - s11 r ge: dellvery, erection and -bracing, a rsull- r"0.NStlTAl�7-QaalBy�EMerIerD58.8Avnd�BC�I BvlWing Component - Solely Informa8on available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. �'SwssSae�t+inel3s , �ti �Sisa�elenflre.6G/Yt1!'�1.� Evi{t5'G 4ROF ESS/ON SOON U C 074486 c m * 12-31-15 s� �P 9TFOF C March 18,2014 WOW 7177`dreen-tYa-c-cR Ladd, SUrle 1OB`— '•-' Citrus Heights, CA, 95610 Job Truss Truss Type 2624 A _ �Qty R41608266 2624_A_ TSJ Hip 1 [ly 1 Job Reference (optional) --�� nex maussnes, mc. iue mano ia:ia:sa zusa rage s ID:pM WmiiIJ9y3uiBTyY?fPchEyEito-4oOLNQMuvnlIXvpUDxJQuXgFm23gJkQebOnQLy0zZfmM r-1-0.0 6-D-14 10-0.0 ll^ 153-2 2140 1-0-06-D-14 311-2 1-4-0 3-11-2 60.14 Scale = 1:40.3 4x6 = 4x4 = 44 = 44 = 2x4 II 5x8 = 3x10 = 2.4 II 6-0-14 10-0-0 11-4-0 1532 21.4-0 6-0.14 3-11-2 l 1-4-0 i11 6-0-14 1 Plate Offsets (X,Y): r4:0-2-8,0-0-121, r10:0-2-8 0-3-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) -0.10 2-11 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.72 Vert(TL) -0.27 7-8 >924 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.21 Horz(rL) 0.08 7 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.04 10 >999 240 Weight: 91 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-1-8 oc puffins, except BOT CHORD 2x4 DF No.1&Btr G 2-0-0 oc puffins (5-6-11 max.): 4-5. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 7=916/0.5-8 (min. 0-1-8), 2=1008/0-5-8 (min. 0-1-8) Max Horz 2=45(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2142/0, 3-4=1572/0, 4-5=-1454/0, 5-6=-1591/0, 6-7=-2160/0 BOTCHORD 2-11=011962, 10-11=0/1962, 9-10=0/1451, 8-9=0/1981, 7-8=0/1981 WEBS 3-11=0/359, 3-10=616/0, 4-10=0/474, 5.9=0/316, 6-9=609/11, 6-8=0/360 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joints) 7. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the �pFESS/0 Bottom Chord, nonconcurrent with any other live loads. 9) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. �� Q SOON `fc 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. �� 0 2GI LOAD CASE(S) Standard W V� 2G m C 074486 rn CC * E 12-31-15 t9T IV �P gTFOF . F March 18,2014 A t1;4RN{J4C; 404tTdesiga garart a w-n and REU MM ON TUFS AN fW2.OPiF1,K1.1FKRFFERFhM W- E KH-7413 ML .r;124f2014119W.ltSf Design valid for use only with Mifek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsibillity of the MiTek. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ++^�fabrlcationrcluality,confre0 storage -deltvery,lerection=and-bracing;ad "--AXSY/iFIHQoaBly riferFs; DW89 and•8ESt4uffdtng-Componenty�+•-�-•..>�...�. -=r"77t�Mi-ck Lg�.,5uae-IOW -'•"'-`�" Safely Inlorma8on available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Chrus Heights, CA, 95610 D:r..�"--'•. [3t}bArbc[73 Yhed�fgnvst =vi9w saeffa ijA-0r�l V2013 byALM Job Truss Truss Type Qty Ply 2624_A R41606267 2624_A_ TSK Hip Glider 1 Job Reference (optional) BMC, India, CA - 92.203 7.430 s Jul 25 2013 MTek Industries, Inc. Tue Mar 18 13:15:36 2014 Page 1 ID:pM WmiiU9y3uiBTyY?fPchEyEito-Y_4bmN Wg4SOXz2QU0x74uouPT3nTgQlcR9uVgzZfmL 1-0-01-0-0 8-0-0 13-4-0 21-4-0 8-0-0 6x8 = Special Special Special Special 4x6 = WO = 7x10 — Special Special 6x8 — 3x10 = Special Special Scale = 1:40.1 Plate Offsets (X,Y): f6:0-3-9,0-4-41 f7:0-5-0 0-4-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.25 6-7 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.57 Vert(TL) -0.48 6-7 >538 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.37 Horz(TL) 0.10 5 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix-M) Wind(LL) 0.03 6-9 >999 240 Weight: 184 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-6-3 oc purins, except BOT CHORD 2x6 DF SS 2-0-0 oc purlins (4-7-7 max.): 3-4. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 5=1925/0-5-8 (min. 0-1-9), 2=1977/0-5-8 (min. 0-1-9) Max Horz 2=39(LC 5) Max Grav 5=2941(LC 15), 2=2940(LC 12) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-8783/0, 3-4=-8291/0, 4-5=-8880/0 BOT CHORD 2-7=0/8333, 6-7=0/8334, 5-6=0/8425 WEBS 3-7=0/2392, 3-6=266/245, 4-6=0/2289 NOTES 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-6-0 oc, Except member 6-3 2x4 - 1 row at 0-9-0 oc, member 6-4 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 7)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 5. 10) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 110 lb down and 13 lb up at 8-M, 110 lb down and 13 lb up at 10-0-12, and 110 lb down and 13 lb up at 11-3-4, and 185 lb down and 31 lb up at 13-4-0 on top chord, and 1625 lb down at 8-M, 303 lb down at 10-0-12, and 303 lb down at 11-3-4, and 1625 lb down at 13-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard ik WARN M-VerffTdesiga parawelt-rs and REAL ACTES ONTWS AA4t EX2MEg dfM. REFEREM7.. f+rME 119it-7471 fec .1/2V. -10I4 ff*VV&f.. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- 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 4abricationrgualhy-eontrotfstoragerdelivery;-erection-and�bmcing,,aons *--- kWffPli"QoafWf�CdfedoMDSD-99wMMBCSI•BuOding Component-P am»«-, Safety Infa mallon available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria. VA 22314. QROFESS,f S00/� LIJ C 074486 G)M * 12-31-15 LP V FOFC March 18,2014 EF MiTeW 7/77`dfden'bdd L-a-nnY,,Suhe'I — - .^.-- --« Citrus Heights, CA, 95610 Job Truss Truss Type ry Ply 2624_q R41808267 2824_A_ TSK Hip Girder 1 Job Reference (optional) BMC, Indio, CA - 92203 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 13 13:15:36 2014 Page 2 ID:pM WmiiU9y3uiBTyY?FPchEyEito-Y_ZbmN Wg4SOXz2000x74uouPT3nTgQlcR9uVgzZfmL LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-68, 3-4=68, 4-5=68, 25=20 Concentrated Loads (lb) Vert: 3=93(F) 4=145(F) 7=669(F) 6=-669(F) 12=-93(F) 13=93(F) 15=96(F) 17=96(F) AWARl&S-Ve.rlil3esigoparametersaadkWAJTFSOff IWSANSO. MR; WITFKRFFFRFTKFAA:SFMIT- 7473rec.112911014affOB 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 buildingdesigner. For general guidance regarding MI.Sk. ' +-�+•-a fabrieationt quality --control; �storege;delivery,-erectionand brocing,,corrsn*--- SWSWPli-@uaRtrC--dtodu-069-84and-BGSIbuBrBng•Component.+��z, ma771i'G"reenBaC{i'Larte,`Su0e fU8�-_'""'" Safety Informa8on available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, #0+++"'""DTu�FSkSh r -'- diestiws.�9anc nnwe9,ess..nlF ree arfKJai"n!2s A"W'+ Bhis. CA, 95610 Job Truss Truss Type QtY Ply 2624_A R41608268 2624_A_ T6A Hip Girder 2 1 Job Reference (optional) BMC, India, CA - 92203 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 13:15:37 2014 Page 1, ID:pM WmiiU9y3uiBTyY?fPchEyEito-1 A75o508R0aF87dc2kSMc5K3GtU4C Inur5vS1 GzZfmK 'i- a-1.8 11-3-o I93-D1 1-0-00 41-8 4-1-8 1-0.0 4.00 F12 4x4 = Special 3 Scale = 1:43.1 3x10 II 7x10 = 3x10 II Special 41-8 8-3-0 1 4.1-8 Plate Offsets KY): f7:0-5-0,0-4-121 41-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.46 Vert(LL) -0.02 6-7 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.25 Vert(TL) -0.04 7-8 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.30 Horz(rL) 0.00 6 n/a n/a BCDL 15.0 Code IBC2009/TP12007 (Matrix) Wind(LL) 0.01 7 >999 240 Weight: 70 Ito FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 DF No.2 G end verticals. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 8=625/0-5-8 (min. 0-1-8), 6=625/0-5-8 (min. 0-1-8) Max Horz 8=118(LC 3) Max Uplift8=-41 O(LC 3), 6=407(LC 4) Max Grav 8=1 240(LC 11), 6=1240(LC 13) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=654/292, 3-4=-654/295, 2-8=-1050/421, 4-6=1050/418 WEBS 3-7=156/279, 2-7=-371/966, 4-7=368/966 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 8=410, 6=407. 7) This truss has been designed for a moving load 250.01b live �()FESS/p concentrated of located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. �QQ Soo 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 90 lb down and 18 lb up at 4-1-8 on tJ� N p top chord, and 1430 Ito down and 718 lb up at 4-0-11 on bottom chord. The design/selection `�� G, 2C of such connection device(s) is the �`� m responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LU C 074486 m" LOADCASE(S) Standard * P 2-31-15 1) Regular: Lumber Increase=1.25, Plate Increase=11.25 011 Uniform Loads (plf) Vert: 1-2=-68, 2-3=68, 3-4=68, 4-5=68, 6.8=30 Concentrated Loads (lb) 9% FOF C Vert: 3=50(13) 7=259(13) March 18,2014 QWARNM-Vadfrdesipapammemxand REM ADTFSONTHfSAMrtK MFI),N1TFKHFFERF'MTACE IUf-7473Mr. 1j29f20IdBEF ME.. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and B for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown 's for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the y.�k. erector. Additional permanent bracing of the overall structure is the responsibility of the buildng designer. For general guidance regardM ing 1 »•�--fabrication; guality-eontrohsiaage:derrvery; erection ond•bracing;•¢vnsW}�-�A4K6{TPH•flneOhFEdterfa�D59=8Aand+BESI•Bulld!rgLcmponent �� •: *--+^.� •+� � �+p��GrEenifadR'Ca11'e;'�60e'9tl'9' 4j" Bufe �� vailable� m nsYi}u}e. 75 N. Lee 03L-e Sum OW611201a W A2L2314- Citrus Heights, CA, 95610 s Job Truss russ Type Ply 2624_A 7r, R41606269 2624 A_ T6B common 1 Job Reference (optional) on ,r ccvo 1.4JU s J01 v CO1J MI I ex mousmes, me. we mar,is 13:15:3t$zo14 Page 1 ID:pM WmiiU9y3uiBTyY?fPchEyEito-VNhU?RPmCii6mGCocR_b9JtHeHoKxoo24le?ZjzZfmJ -8 8-3-0 1-D-0 4-1-8 4-1-8 1-D 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 15.0 Code IBC2009rrP12007 LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G 4.00 F12 4x4 = 3 8 6 2x4 II 3x10 = 2x4 II CSI DEFL in (loc) I/deft TC 0.30 Vert(LL) -0.04 6-7 >999 BC 0.38 Vert(TL) -0.06 6-7 >999 WB 0.12 Horz(TL) 0.00 6 n/a (Matrix) Wind(LL) 0.00 7 >999 REACTIONS (lb/size) 8=471/0-5-8 (min. 0-1-8), 6=471/0-5-8 (min. 0-1-8) Max Horz 8=121(LC 3) Max UpliftB=-45(LC 3), 6=45(LC 4) Max Grav 8=514(LC 11), 6=514(LC 13) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=425/63, 4-6=-425/63 WEBS 2-7=-9/250, 4-7=9/250 BRACING TOP CHORD BOTCHORD Scale = 1:41.6 Ud PLATES GRIP 480 MT20 220/195 240 n/a 240 Weight: 65 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 6. 7) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard QROFESS/ON '�0 S00/� 2 t; UJ C 074486 c M t *` j5P,)2-31-15 /* March 18,2014 A WAWAG-Verltrdes4a paraae.mrs and READ Amu ONziffsAn nntRzffs f uFKRUEREW WY Mff-7473 rec .t/I4f20.14WOULM Design valid for use only with Mgek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiliity of the �I lek" erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fafxicatic"uelffycontml,-storogetdelivery.,erectimn and-bracing.^ecnrsofH• ANSKPII-Qua!Hy GrHeAe,-05BB9arM9CSkBuMng,Componenf -- • +- _�.�-- - �^j77•Gie'e�aCRi",�',"$'d'ne i39"""'O�°'�' Sorely Informa8on available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 NSostotacea[91uaBlrs'§ss!�d,.desi;asraBtea msethos!06/'81j2G1';' bYA#SL Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. O'1�16 r - -I- For 4 x 2 orientation, locate plates 0-'Ad' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. `Plate location details available In MITek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text .in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. 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. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths I i (Drawings not to scale) 2 BOTTOM CHORDS 8 7 3 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Southern Pine lumber designations are as follows: SYP represents values as published by AWC in the 2005/2012 NDS SP represents ALSC approved/new values with effective date of June 1, 2013 © 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: Mll-7473 rev. 01 /29/2013 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. q diagonal or X-bracing, is always required. See BCSI. 6 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 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. S 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. r 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. r 20. Design assumes manufacture in accordance with 4 ANSI/TPI 1 Quality Criteria. Building Materials and Construction Services D.B.A. BOULDERS WEST COMPONENTS 45-491 GOLF CENTER PARKWAY, INDIO, CA. 92203 0.760347-3332 F.760-347-0202 CONTENTS .........................PAGE TIMBER PRODUCTS INSPECTION (LETTER) ..................................I TPI (Gin STAMP — SEE PAGE 1 ..................................2 EXPLANATION OF ENGINEERED DRAWING ..................................3 DETAIL FOR COMMON AND END JACKS — 16 PSF ..................................4 DETAIL FOR COMMON AND END JACKS — 20 PSF ..................................5 SUPPORT OF B.C. (PRESSURE BLOCK) STANDARD OPEN END AACK ............................. 2.6 INTERIOR BEARING OFFSET DETAIL ..................................7 BEARING BLOCK DETAIL 3 'A" BEARING ..................................8 BEARING BLOCK DETAIL 5 V BEARING ..................................9 NPLIFT TOE -NAIL DETAlt .................................10 LATERAL TOE -NAIL DETAIL .I1 WEB BRACING RECOMMENDATIONS .................................12 T-BRACE AND L-BRACE .................................13 VALLEY TRUSS DETAIL ..................................14 VALLEY TRUSS DETAIL (CONVD.) .................................15 PURLIN GABLE DETAIL .................................16 PURLIN GABLE DETAIL (CONT'D.) .................................17 PURLIN.GABLE DETAIL (CONT'D.) .........18 PURLIN GABLE DETAIL (CONT'D.) .....................a...........19 STANDARD GABLE EMI DETAIL ..................6...............20 STANDARD GABLE END DETAIL (CONT'D.) ........................I........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% ...........,.........................21 FALSE.BOTTON CHORD FILLER DETAIL ..................:..............28 OVERHANG REMOVAL DETAIL .................................29 SCAB APPLIED OVERHANGS ...................30 PLEASE CONTACT 61G FOR MORE INFORIIIATION OR QUESTIONS REGARDING THESE SHEETS PAGE: 0 OF 30 TONSER ODUCTS INSPECTION March 21, 2006 To Whom It May Concern: This is to verify that Boulder West Components of Indio, CA is a subscriber in the Timber -Products inspection (TP) and General Testing and Inspection (GTI) Truss Quality Auditing Program. The TP and GTI Truss Quality Auditing Programs are recognized by the International Accreditation Service (IA.S) 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 parry audits at the Boulder West Components of Indio, CA- This facility is currently in good standing in the TP Truss Quality Auditing Program. Boulder West Components 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 Pepper Browne at (360) 449-3840 ext. 11. Sincerely, Brian Hensley Truss Manager — Westem.Division Page # '1 105 SE 124th Avenue a Vancouver, Washington 98684 a 3601449-3840 • FAX: 3601449-3953 _ P.0. Box 919 1641 Sigman Road^ I MANUFACTURED FOR SELECTBUILD DISTRIBUTION BOULDER WEST COMPONENTS INDIO. CA OG IJUALII v. AUDI]ED. BY TIMBER FROWTS IWECTION, IBC. DESIGN CRITERIA TC LL psf TC DL psf BC. DL psf TOTALLOAD psf DUR.FACTCR SPACING ob Truss cuss We tYIry DISPLAY ROOF] COMMON 1 t 1. e Mi a usVies,Inc. on Mar 1 age A .2-0.0 544 10-2-316-0.0 .19-9-13 24-7.11 30-0-0 32-0-0 B 2-0.0 54-5 4-9-13 4-9-13 4.9.13 4-9-13 5-4-5 2.0.0 4x4 = 6 C 6'W r 1x4 II tx4 II 3X4 1-6 7 gx4 � 4 8 , E D 5x4 iX4 4 3 9 10 2 �I 111a �t 12 3x6 = 76 13 3x6 = G A 10.2.3 19-9.13 3D-" B 10.2.3 9-7-11 10.2.3 Plate Offsets (X,Y): (2:0-3-0,0-1.4), [1D:0.3-0,0-1-4) H LOADING (psf) SPACING 2.0-0 J I V i (SI I V DEFL in (too) I/deft P PLATES GRIP ' TCLL 20.0 Plates increase 1.15 TC 0.29 VertILL) -0.09 14 >999 M1120 249/190 TCDL 10.0 Lumber Inoreasa 1.15 K BC 0.83 Vert(TL) -0.39 12-14 >907 BOLL 0.0 BCOL 10.0 Rep Stress' Ivor YES Code BOCA/ANSI95 L WB 0.36 Horz(TQ 0.07 10 n/a 0 1 st LC LL Min I/deft - 240 Weight: 158 lb, LUMBER BRACING TOP CHORD 2 X 4 SYP No.2 U TOP CHORD Sheathed or 4-2-1 oc purling. SOT 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 0b/size) 2-131710-3-8, 10=131710.35 T`j" Max Horz 2--175(lood case 5) f Max Uplift2--341(load 4), 10--341(bad case 5) �case / First Load Case Only Y FORCES IN - TOP CHORD 1-2=26, 2.3--2024, 3.4=-1722, 4-5--1722, 5-6--1722, 6-7=-1722, 7 8=-7722, 6 9 m-1722, 9-10=-2024, 10-1 1 —26 80T CHORD 2-14—]794, 13-14-1140, 12-13-1140, 10-12-1794 9-12=-268 WEBS 6-14--294, 7-12=-294, 3-14--286, 6-14=742, 6-12=742, jf�� NOTES t+ v 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per BOCA/ANS195; 90mph; h-25ft; TCDL-5.Opsf; BCOL-5.Opsf• occupancy category 11; exposure C; enolosed;MWFRS gable and 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 icint 10. A Cumulative Dimensions M TC, BC, and Web Maximum Combined Stress Indices LOAD CASE(S) Standard X B Panel Length (feet - Inches - sixteenths} N Deflections (inches) and Span to Deflection Ratio C Slope 0 Input Span to Deflection Ratio D Plate Size and Orientation P MTek Plate Allowables (PSI) E Overall Height Q Lumber Requirements F Bearing Location R Reaction (pounds) G Truss Span (feet- inches - sixteenths) S Minimum Bearing Required (inches) H Plate Offsets T Maximum Uplift andlor Horizontal Reaction If Applicable I Design Loading (PSF) U Required Member Bracing J Spacing O.C, (feet - Inches - sixteenths) V Member Axial Forces 1w Load Case i K Duration of Load for Plate and Lumber Design W Notes L Code X Additional Loads/Load Cases DETAIL FOR COMMON AND END JACKS " fl,�[(I�A.0 = 8 e16PS.F 3/30f2004 PAGE 1 MAX LOADING (Psq b . ALa z ° ° BRACING M1Tek Industries, Inc. TCLL 16.0 pp gteease , 125 Western Division TCDL 14.0 Ll mtirease 125 TOP CHORD Sheathed. BELL a.a ReP SIncr YES BOT CHORD - Rigid celiing directly applied. SCDL. 1 D.0 MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4-$PF, HlF, DF-L No.2 LENGTH OF EXTENSION BOT CHORD 2 X 4 SPF, HF, DF-L No.2 AS DESIGN REQ'D 20'-0' MAX SPLICE CAN. E"ER BE 3X6 MT20 PLATES OR =i .. LONG 2X4 SCAB CENTERED AT SPLICE W/MAME LUMBER AS TOP CHORD ATTACH TO ONE FACE W/ (.131W.0° MIN} NAILS Q 3" O.C. 2 ROWS -7zz NOTE: TOP CHORD PITCH: 4/12�8/12 BOTTOM CHORD PITCH: 0/12-4112 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2' MIN. SPACING= 24" O.C. 3X4 = SUPPORT AND CONNECT/13YOTHERS OR 2-16d COMMON WIRE (0.162"DIA. X 3.51 LGT TOE NAILS SUPPORTS SHALL BE PROVIDED 4'-W O.C. ALONG THE EXTENSION OF TOP CHORD. CONN. W1S 16d COMMON WIRE (0.162"DIA. X 3.6" LGT) TOE NAILS CONK W1216d COMMON WIRE (6.762'UTA. X 3.5" LGT) TOE NAILS 8-0-0 w_ 5-0.0 I EXT. 2-0-0 4.0.0 2.0.0 '! EXT. �• 2.0.0 EXT. 2-D-0 ,•. CONN. W1315d COMMON WIRE (MlS2'DIk X3.6" LGT) TOE NALS Inj BOTTOM CHORD LENGTH MAY BE 2'-O' IEN \ ✓ 3X4 = OR A BEARING BLOCK CONN. W1216d COMMON WIRE(a16ZT)1A, X 3.5") LGT ILB TOE NAOR SEE DETAIL MIUSAC-7 FOR 2-0.0 6 0-0 PRESSUREaLOCKING INFO. NOTE NAILING SHALL. BE SUCH THAT THE LUMBER DOES NOT SPLIT. rvlp'�Y Page # WARXM • V.0 dexfqn p�fftM widERAD NO= ON 2=AND nac M= Jm4ERXmim NOE PA�J & 7473 BEFORE UM ,JUL 2 8 2011 a DETAIL FOR COMMON AND END JACKS M11/SAC - 8 -20PSP oos PAGE 1 1.15 BRAC(1�C3 MFTek,Industries, Ind. 1.15 T0' CHOK0 Sherathed. Western Division YES BOT CHISRD Rigid Ceiling directly applied. 2 X 4 HF, DF-L Nc.1 I LENGTH OF -EXTENSION 2 X 4 SPR HF, DF-L No.2 AS DESIGN IREO'D 20`-0" MAX SPLICE CAN E"ER BE 3X6 MT20 PLATE$ dk 22" LONG 2X4 SCAB CELTERED AT SPLICE W1SAMF_ LUMBER AS TOP CHORD ATTACH TO ONE FACE WI {.131'7C3.(" MIN) NAILS Q, 3" "O.C. 2 ROWS j NOTE: TOP CHORD PITCH: 3/12�8/12 BOTTOM CHORD PITCH: 0112-4112 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. 4-SA SUPPORTAND CONNE ON BY OTHERS OR 2-16d COMMON WIRE (0.162"DIA. X 305 LGTTOF, NAILS SUPPORTS SHALL BE PROVIDED (c� 4'-0" O.C. ALONG THE EXTENSION OF TOP CHORD. CONN. W13 16d COMMON WIRE (0.162"DIA. X 3.5" LGT) TOE NAILS CONK. WI216d COMMON WIRE 8_" X 30 LGT) TOE NAILS EXT. 2-00 IDN WIRE (DAW DIA X 3Z LGT) TOE NAILS __ .. _. _.. .._ �.._ ..... _ .. __ COWL W216d COMIAON M741116PDIA. X S n LGT 3X4 = OR A BEARING BLACK TOE NA11$ OR 6E8 RE5A0. bbdlSAC-7 FOR 2-0 0 8 0 0 PR28SUREaLOCIa plFO. NOTE: NAILING SHi4LL Be SUCH THAT THE LUMBER DOES NOT SPLIT. P,4y0 Pa e # m Loading (PSF): 'BCt31- 10.0 PSF MAX 2A bot chord C�rr�r ttvc t of jack I " A IWLS (h'P) 2x4 jackbehveen jacks, �(r truss nailed to carrier (tYP) wis Wgm.i" cr MIN) nails spaced at 3" o.c. 6-0-D 2C YP PARTIAL FRAMING PLAN OF CAUF01041A.HIP SET VMTH SUB GIRDER �_ BC Of carrier truss 2-(,131%3.0" MIN) NAILS (typ) ��— BOTTOM CHORD OF OPEN END JACK W block between Jacks, nailed to carrier BC w/ 8-(.131-A3.(r MIN) NAILS @ r o.o. i of w bared ord Page # fi tk MITek Industries, lnm Wistern division -JUL 2 8 20t1 INTERfOR BEARING OFFSET DETAIL. MIUSAG - 6 1 313'0f20M I PAGE I 1 Wilt. industries, Inc. western i�fa�ion T NOTE:: INTERIOR BEARINGS MAY SHIFT TO THE LEFT OR RIGHT A DISTANCE, 5QUAL TO THE DEPTH OF THE BOTTOM (d). (71a, MAX) BOTTOM CHORD PITCH MAY VARY NOTE: THIS DETAIL MAY BE USED FOR ROOF OR FLOOR TRUSS DESIGNS . SINGLE WEB JOINT d rt TRIPLE WEB JOINT DOUBLE WEB JOINT T_ Page # 7 JUL 2 8 2011 8-CARING 8-L.006-'•DETA1L 3112" BEARING M111SAG - 3A 312512004 PAGE 1 0-3- AN D NAI1 2%6 3 tie RC I➢i! I Or. UiUU5Ukq;N, MG. Western Division REFER TO• INDNIDUAL TRUSS DES3ON FOR PLATE SIZES AND LUMBER GRADES IMPORTANT This detail to be used only with one ply trusses (EXCEPT AS NOTEb BELOW) with a D.O.L. lumber increase of I As or higher. Trusses not fitting these criteria should be examined individually. 8 ACTUAL BEARING SIZEt D CHORD SIZE I LUMBER AIADWABLE REACTION BEARING BLACK SEARING BLOCK &WOOD BEARING ALLOWABLE LOADS ALLOWABLE LOAD (lb) �— TOTAL I4ALENT BEARING L�NGT GRADE (lb) ALLOWABLE LOADS DiG PATTERN I (NOTE1 (NOTE 4,5) (NOTE 4) NOTE4 LQJ - -- — - SYP I 2966 929 u 3835 — D-4-9 ---- Ral"rxt CHORD DF ) 3281 865 41SS 04 6 ------ --- .._. . NS @ 3" O.C. QTAL HAILS) I HE 2126 736 2862 -- -- �- 0-4-11 - SPF 2231 726 2957 ' 0-4-10 __ _.....__.. . 2966 1393 I 4359 _� - .__ .._...._._- 0_=5_2 sYe DF _ . .. . 0-4-13 3281 1282 4563 —---�—•. BOTTOM CHORD — -•-•-- •----..•___ .. -)K FOR 2X10 BOTTOM CHORD USE 2X8 BOTTOM CHORD VALUES. 4" MINI140M HEEL HEIGHT I BRG .P,LOCK 1-v at: SAmb �22 112" S SIZE, GRADE, C. SPECIES AS EXISTING SOTTOH CHORD. APPLY TO ONE FACE OF TRUSS 12" BLOCK CAW33 . EXP. 3-31-134 NOTES: IUL 2) & 2011 1, USE LOWER OF TOP PLATE OF BEADING WALL OR BOTTOM CHORD OF TRUSS WOOD SPECIES. 23HE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. NAILS DESIGNATED ARE (.131" DIAM. x 31 MINIMUM 4. FOR BEARINGS NOT NEARER THAN r 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 Ol= THE BLOCK 19 T-V LONG MIN. AND. BLOCKS ARE ATTACHE TO EACH SIDE OF 2-PLY TRUSS WITH NAIUNG PATTERN AS SPECIFIED AND 2-112 A307 BOLTS TO CONNECT ALL 4 PLIES TOGETHER. LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES: SYP = 565 psi OF = 625 psi HF = 405 psi SPF = 425 psi NOTE: VALUES DO NOT INCLUDE MSR LUMBER WITH "E" VALUES GREATER THAN 1,900,000 PSI OR NON -DENSE GRADE LUMBER. Pa e # 8 orid F AD.N04BS�oN Tm AND LJC vv" =TsiR&PE[tENCE PAt7E JigQ 7.i73 BEFoxE um 1 7nn G)eenbe& U WAItNiNG - 4er(pj dactgn Parameters . sulte 109 Design vofd for use ordy wilh MFek connedom Lhls design Is based oMy upon pommdted shown. m d.is !m cm hidiv dud bug g component. Citrus Heights. CA, .a,,,-, -�,_ „�,,,� A, f�Ge��abWtyy of design P�mentess and proper mcapom9on of component k reapons+'bVly of building designer- not lrrss designer. Bracing shown . _..rs ial`olercls`.uPpu?r bl inbers'orsH"`AddOSdr<vF4¢resea��suresnsErue4.on rs�he.secpans'bA.MygGlhe ,... .,...I�,. Icbdcallon. quality conW, sloroge, delivery Safety lntomw9e8 ovoNabte from lrum NOW BEA€f9f& BLOCK OETAfL 6 1/2°. BEAMING Mil/SAC - 4A 3/2s/2004 PAGE.1 ruin eK rrraus>nes, rnc- R'y y _ © Westerfs Diviston REFER TO INDIVIDUAL TRUSS RESIGN I FOR PLATS SIZ5S AND LUMBER GRADES J IMPORTANT This detail to be used only i4th one ply trusses (EXCEPT AS NOTED BELOW) with a O.O.L. lumber increase of 1.15 or higher. Trusses not fitEing these criteria should be examined individually, 0-5-3 ACTUAL BEARING SIZEWITH BEARING BLOCK APPLIED ON ONE SIDE OF TRUSS 3 j1 U CHORD SIZE t LUMBER D REACTION BEARING BLOCK BEARING BLOCK 6 WOOD BEARING ALLOWABLE LOADS �-- -�- - GRADE (lb) ALIAVABLE LOADS ALLOWABLE LOAD (lb) -- - LING PATTERN NOTE1) (NOTE4,5) (NOT 1-4) I (NOTE4) TOTAL EQUIJALENT BEARING LENT ,�— I SYP 4661 929 - 5590 —•-- 0-6-9 _ -r--�-__— . BOTTOM CHORD i--L:F 5156 _ _ 855 - 6011 ��__._.. OWS @ 3" O.C. TDTAL NAILS) Hp 3341 736 4077 0-6-11 s PF 3506 726 4232 I _--_-_^_ 0 6-10 -- I SYP 4661 1393 fi054 0-7-2 i BOTTOM CHORD ns 5156 1262 6438' 0-6-13+-.,_.,--� 20T g 3" HF I 3341 1104 4445-_-_C-7-5__ _•. _ ._ _• RAILS) TOTAL NAILS) �-- ' l SPF 3506 1089 4595 _--- 0-7-3 - SYP 4661 1858 6519 _ - 0-7-11 s BOTTOM CHORD DF 5156 1710 _ 6866 -�— 0-7-5 _ -1 - BONS @ 3" O.C. HF 3341 14y2 4813 0-7-14 5 'TOTAL NAILS) 8506 1452 4958 ) _- - 0-7-12 - - seF 2:. 4 (1 A' FOR 2X10 BOTTOM CHORD USE 2X8 BOTTOM CHORD VALUES, 4" MINIMUM T HEEL HEIGHT bKU 91&x1;K TO 15b Nam, I22 1/2" SIZE, GRADE, S SPECIES i AS EXISTING BOTTOM CHORD. � IAPPLY TO ONE FACE OF TRUSS. I CASE 2 C04b433 UP. 3-31-A NOTES:1. USE LOWER OF TOP PLATE OF BEARING WALL OR BOTTOM CHORD OF TRUSS WOOD SPECIES. JUL 2 8 2011 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" DIAK x 3' MINIMUM 4. FOR BEARINGS NOT NEARER THAN r 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 BOLTSTO CONNECT ALL 4 PLIES TOGETHER. LOADS BASED ON FOLLOWING FC PERPENDICULAR VALUES: SYP = 565 psi DF = 625 psi HF = 405 psi SPF = 425 PSI NOTE: VALUES DO NOT INCLUDE MSR LUMBER WITH "E" VALUES GREATER THAN 1,9D0,000 PSI OR NON -DENSE GRADE LUMBER. Pa e # ,� tv uixirtc - var{jy desLvn eers end xEab AtORC3 oN i87S Alan INCLpA&p kII4'.EdRfiPSItF,= PAGE =44T3 Ztff& tE us& 77Y7 Greefrback l; ' h vofid for use a* vdfh milak connectors. This dedan a bused only upon parammem shown, and far an indrViduol bu6drng eomponenL f Csuite Deng suite lOS .`....•.."'. •'.mnppfrcol�6tY-aide .�yxaarnenlers-wed t�lrwar€e+asnesof Lir_Y eY•. a ner.6raeingmown Heights.C.A -' .- - ' ]i for Iruieral svebcd dMirlAli3»oFvvebYnernbea ohN: Addlionol temfakrsoredabiRly durindeonifnattherespbriu'6dltiy �ftie = ' ="` . f =""'_ ""'°".'-..�"�i or, AddMonal permprrenf brocing of fhe overall shuclure b the responalbTW of the bukligg deggner-For general guidance regordng ' �y.w�T.., �w'm afion, gvaRly aohkol. #usage, delivery, erecliop and bracing. corm ff ANSI/IPH Q;ft QHuda, M-8P and scsti 60611"g Q:rispbnent ' ■ E!E �>� . rrriorrnelloa ova8abte from Truss Plate Iraldvla 583 I7Onatrio Drive. Madison. WI53719, UPLIFT TOE -NAIL DETAIL � iNIIIISAC - 24 � 1v18/2004 jPAGE'1 MiTehlIndustries, Inc. NOTES: Westmm Division 1. TQE=NAILS SHALT. BE DRIVEN AT AN ANGLE OF $0 DEGREES WITH THE MEMBER AND STARfiEp 113 THE LENGTH OF THE -NAIL FROM THE MEMBEii END AS SHOWN. 2. THE END. DISTANCE, EDGE D(STANCE; A 4 SPACING OF NAILS SHALL BE SUCH • AS TO AVOID UNUSUAL SPLI1tNG OFTNE WOpb. 3. ALLOWABLE VALUE SHALL 13E THE LES4ER VALUE OF THE BOTTOM CHORD SRECIES• OR TOP PLATE SPECIES FOR MEMBER&OF DIFFERENT SPECIES. END VIEW SIDE VIEW TOl OF NEAR SIDE NEAR SIDE VIEWS SHOWN ARE FOR FAR SIDE ILLUSTRATION PURPOSES ONLY TOE -NAIL WITHDRAWAL VALUES PER NDS 2001 (ibinatl) DIAM. SYP DF HP SPF SPF-S - .131 b8.5 46.1 31.6 28.8 26.1 p35 80 3 47.5 45 3D.7 20-9 in 16� 723 st.D 39.1 36.8 2,6.1 ri 0.. 12)3 - 53.1 -47.8 28.7. • 27.0 18.4 z fl 131 54.3 42.8 29.3 Z7.7 16.8 iq 148 61A 48.3 33.2 31.3 21.3 C9 .120 45.0 36.2 24 - 23.4 15.9 O128 49.0 38.6 2&5 4.0 17.b 0 131 56DA 3$.5 27.1 25.8 17.4 148 56,6. , 44.6 30.6 28.s 19.6 VALUES SHQWN ARF CAPACITY PER TOE -NAIL APPUCA6LEUURAn0N OF LOAD INCREASES MAYBE APPLIED. -1KW (3)16 IS (.16r diem. x 3.5") WITH SPF SPECIES TOP PLATE For Wind DOL of 1.33, 3 (pails) X-36,8. (Ibinali) X 1.33 (DOL for wind)=146.81b Maximum Allowable Uplift Reac00n Due To Wind For Wtnd DOL of 1.M 3 (nails) X 36.6 (Ibinati) X 1.60 (DOL for wind)=176.61b Mmdmum Allowable Uplift Reaction Due To Wind if the. uplift reaction spe0ed on the Truss Design Drawing is more than 10.8 Ibs (176.6 Ibs) another mechahlcal uplift oonnecctton musf be used. USE USE 4)) TOE -NAILS ON LS ON W BEARING WALL WALL Page # 10 who � lrm�yy ee9i8n p anat�na nozAs as sans earn riactliPgn irili'k� i:zt�asraes )@�Y4.48 asFoits use, �. Design vaLd faruse•arnlp v00Qe�t ewuredoa. This des>gn:ls bawd only upon parameteit drowp. and k fbr do IndMduat buBdtrrq cotrgsoneM. q�pBa�bli� of m ,lets and piopar b=rporapon of =mpc n9nl k msp.ardWy m sig bukft dener- nai Imns de*pw. Braah,g shover, if3ot ylgdi of web memban o*. Adr98orw1 iernpmvey brcOiq to b*ve,0obB{Y zSwlrig copdruaf'son Is fie FaOmsbWY d the ••�•�••..•_•".x.,8reckrs-s4sf. - 1 ltB - .jr.1hR of the de�netFcr9e 9u0doncereamuft - - tnttrfeaitan.aur�iv ranirdslrAab�dc9veNrereclion:ard- rg u. 'irp�5i}•��aik.±�Stt BuBd _ Ce JUL 2 8 2011 state 1nB CBNs HOOLS. CA, 061 LATERALTOE-NAIL DETAIL MIUSAC - 25 11/18/2oo4 PAGE I © NOTES: MITek industries, Ina -.- � 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER UNestefn Division 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) DIM. SYP DF HF SPF SPFS .131 88.1 80.6 69.9 68.4 59.7 O .135 93.5 85.6 74.2 72.6 63.4 J .162 118.3 108.3 93.9 91.9 W.2 of z z .128 84.1 76,9 66.7 65.3 57.0 OJ .131 88.1 80.6 69.9 68.4 59.7 N .148 106.6 97.6 84.7 828 72.3 ri C9 .120 73.9 67.6 5B.7 57.4 50.1 z O .123 84.1 76.9 66.7 65.3 57.0 0 131 88.7 80,6 69.9 68.4 59.7 .148 106.E 07.6 B4.7 82.8 72.3 VALUES'SHOWN ARE CAPACITY PER TOE -NAIL APPLICABLE DURATION OF LOAD INCRt ASES MAY BE APPLIED. EXAMPLE: (3) -16d' NAILS (.162" diam. x 3.5') WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X. 91.9 (Ib/naiQ X 1.15 (OOL) = 317.0 lb Maximum Capacity JUL 2 8 2011 SQUARE CUT SIDE VIEW SIDE VIEW 3 NAILS ) 2 NA)ILS NEAR SIDE NEAR SIDE - -i FAR SIDE NEAR SIDE - f FAR SIDE 45 DEGREE ANGLE BEVEL CUT SIDE VIEW (2x3, 2X4) 2 NAILS NEAR SIDE NEAR SIDE 45.00" SIDE VIEW f3 NAILS wAtrevec - voi}g drsfgrt parwneaers Cad "".WTM ON== AIM D=121110 W=AMEf .MC PACs 7d7 7478 BSPosa um gn valid for use only with Wet: connectors This design is bated a* upon poromefers shown, and Is for an Individual bu6dng component. 6'eahf6fy of designporomaders and mcotpwalmn of component is responsibility of building designer not truss designer. SrocMg shown `.Tale -Ka iu ..Ao1Y�9(- &sor+iY-',ref%p?I��er'1?mc;}rs�`-iSfiFiatsTlYs�uririgeQruftuclon'SlhrresprxufbltOfyo4lhe NEAR SIDE NEAR SIDE NEAR SIDE Page # 11 7777 Greenback Lane suite 1p9 Cleus Heights CA. 951 fabAcofiorn, quaffly control, storage, dernery, erec9on and brocing, corrcull firm Quoin cAwc, 066-69 and Safely 1MormaUon avolbbte from Truss Flote tnshTule.593 p'Onofrfo Dmre. Madhw� A,537 537i9. MARCH 12, 2009 sass` a o0 � o0 �a WTek Industries, Inc. WEB BRACING RECOMMENDATIONS I ST-WEBBRACE NLTek Industries, Chesterfield MO Page 1 of 1 MAXIMUM TRUSS WEB FORCE abs.)(See note 7) BRAEE BAYSIZE 24"O.C. 48"O.C. 72" O.C_ BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE A 18 C D A B C D C D 101-V 1610 183E 1888 2828 4 ti`�'r,`,��.�'' AS`M1` !.• u}�.;��'1X �i";rt":;4;:c• .-}'r. • r,. ti;� +,' �� fa�•�''y� ;`.�'s,1.�.xF;`• a�F'i . ate' �t:;,.,s ?��4y'��:_. �r�rr �, '`+.• t~ 12'-0" 1342 1572 i572 2358 M' r`Tc _ 3143 S143 4715 4715 7074 `= 14'-01 1150 1347 1347 2021 n�'9.: `�•r :+v-, "r' •,ro.•^;}r,•y •,el:ti. t;:tN• �` j.."'e4^we'%�:ti%C Y,p ;_�,- �'=' X ( •e. :, I.,�ii-.. �L �L:c,i�4lir�'� •5.b'EM� -, ,sy tier r}�;.u�:.•:�: , : �"%'.�•`•�.;' i k'ir, `'r{+` 'S..-� ,1�,'y1. +h°�''' c{hY:�L .^�f'1't. ��tJ„Y` .353E ^r1"%y''�`',�`"'b' 4�%L�aYS��1'riiii't�5, .1':r 1006 1179 1179 1768 2358 2358 : i5[ �( x,.'`i,:'' qa;>' ' r ?;, e--�w`r•t" 18'-0' 894 i D48 1048 1572 z r ! ` ".,+r, 3143 4715 ; 6i� ,i> ,a� '..Y �.'i K •2N 'ram mot. 20'-0' 805 943 943 1414 :y 188E 1888 2829 �'q•'•' : _'?..�~^y`,•.c�r',.�-•' �:; �e• "Bay sae shag be measured in between the centers of pairs of diagonals. GENERAL NOTES TYPE BRACING MATERIALS 1. DNSOtMSMCIHGSRBDUIR6DTCTR"MRTHECUNAAAtlNPLATERALBRACEFCRC£NiOT4E ROOFAN" CEL NQ DAPHRAGK THE DNPHRACM STO BE DG31MO RYA OUALFIED PROFESSIONAL 1 X4 WD.4SSYP 2. THEM CALCUATWNS ARE BASF ON LATERAL OR AGE CARRYNG 2%OFTHEWED FORCE. A ,Op 3. DIAGONAL BRAONG MATE'RMMUST SESAW SM ANDORADE OR BETTER, AS THELATERAL BRACE 1 X 4 A2 SRB (DF, HF, SPF) UATERAL,AND SHALL BE NSTAU MN SUCH A MAMM THAT r BITERSeOTS WEB Mks ATAPPRCIIL 45 DEGREES AND SHALL BE NALEDAT EACH 94DAND EACH NTERMEDATETRUSS WRH 24d (0.131W-51 POR 1x4BRACES,2•10d(0.131-x 31 FOR 88 ard2x4 BRACES, AND SAW (0.1 M '41 FOR US BRACES, 4. C&RHAC1'�C � 2-10d 24 a�FLBRACES,AND 3-10d742�TERAALBRACSS. (013 B 2 X 3 k3, STD, CONST (SPF, DF, HF, OR SYP) S. LATERAL BRACESHOULD BE CONTNUOUS AND SHOULD OVERLAP AT LEASTONETRUSS SPACE FOR CONTWUrY. S. FOR ADDITIONAL GUIDANCE REGARDNG DESM3J AND WSTALIATIIOFBRACNG, OONSIAT C 2 X 4 tl3, S1D, CONST DF, HF, OR SYP) WOODTRUSSSS AND DSB.MGUIDETOGOOD (SPF, PRACTICE FOR f ANDLLNS,, NSS•TAALLLNR L BRA M OFNSETAL PLLATED CONNECTED WOOD TRUSSES, JOARLY PRODUCED BY WOOD TRUSS CW MOL OFAMERICA aM TRUSS KATE TSRRURE. avrw,�e4duCytOp ardnww.tp0t9sug D 2 X 8 93 OR BETTER (SPF, DF, HF, OR SM 7. REFERTOSPSCRCTRUSS DESIGN DRAWWG FOR WEB MDMFR FORM B. TABULATED VALUES ARE BASED ON A DOL. -1.16 FOR STABILIZERS: FOR ASPACM OF NOZ. ONLY MnEK STABLM•TRUSS W%CNG SYSTEMS CAN BE StBSttIUTED FTM TYPEJ� gg,, 0AZ D BRACW3 MATERIAL. DIAGO14AL BRADND FOR STASAMRS AJE roBEPR(T110EDAT 6AVSIZE NWCATEDMOJE. WHERE DIAPHRAGM BRACING S RECUM ATPMAYBE REPLACE)Wmi W40D BLOLJCOKL SE'STABLOEW TRUSS SR=CIHG N5TAUARCN WIDEAtH) PRWUCTSPECFWAill31. CONTINUOUS LATERAL RESTRAINT 2.10d NAILS (SEE NOTE 4) This Information Is provided as a recommendation to assist in the requirement for permanent bracing of the Individual truss web members. Additional bracing may SO 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. Pa a#I TaBIAcE AND L-BRACE Nailing pettam L-Br#ce�slza. Nall Size Nail Spacing 1x4 or B 10d (0.14BX3`1 B° ox. 2x4, §, or B 8d(G,162X31/2"j B° ox. NOW Nall along entire length of L-Brace orT-Brace (On Two -Plies Nall to. Both Piles) WEl3 / Naffs t SPACING t .A JUL 2 8 2011 MfUSAC - 23 8/27/2004 PAGE 1 Mrrek Industries, Inc. Western DIVIslon L-Braos Or T-Brace Size for One-i* Truss Specltiad Contlnuoils Rowa.. -of Lateral fta.1nd Web Size 1 . 2 11 2x3 'or 2x4 1 x4 2M 2x6 1xB 2x8 2xB M �** DIRECT SUBSTITUTION NOT APMABLE saaffon Detall Naffs Nalls Web �~- web L-Brace T-Brace L-BRACE or•r-BRACE T-Brpoa or l-Braes Size for Two -Ply Truss Spectt9ed Cordinuoue Rows of Lateral Bracing Web Stze 1 2 -Brace 2x3 or 2x4 2x4 Zx4 2x6 2xs 2�g 2xB 2xB 2x8 Nails I Od (0.14BX3") @ 9" ox. Web -Brace NaileSedion Delall • - 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 � qwa Hatehts, cn, � MLaY- TkU'$- DET--AlL 11 1I1SAC -19 4r2s(LD(14 PAGE 1 OF 2 LIVE LOAD = 60 PSF(MAX} MFiek indi tries Inc. DEAD LOAD = 16 PSF (MAX) W stern ©ivislZ D.O.L. iNr-'=1.15 0ABLE.END COMMON TRUSS 95 MPH WIND SPEED, 3 SECOND GUST NOTE: VALLEY STUD SPACING NOT OR GIRDER TRUSS TO EXCEED 48" O.C. SPACING f`t VALLEY TRUSS TYPICAL ( 24" O.G.) R BASE TRUSSES TYPICAL ( 24" O.C. ) �I N VALLEY TRUSS TYPICAL GABLE END, COMMON TRUSS BEVEL VALLEY TOE -NAIL VALLEY TO TRUSS L3ASE tRUSSW/ (2) (.13'{"X3.0°•MIN) r TOENAIL$, TOE - NAIL VALLEY TO 13A;E TRUSS W/ (:2 ) (.181"k&D" MIN) TOE NAILS 11 10 ATTACH 2x6 CONTINOUS NO.2'SPF TO T•HI, FACE OF TT (.13173.0° MIN) NAI TRUSS BELOW VALLEY TRUSS RESTS ON tic& DETAIL A DETAIL (BASE TRUSSES SHEATHED) (CAP-q -tR THAN 3/12 PITCH) ATTACH BEvIELE'D , x4 DONTiNous NO2' OF TQ tliF DACE OF THE k)OF W! TWO.(.I&�OXS.0" MIN) NAILS INTO EACH TI WS5'I#IXAW �a AT TACH-VALLEY TO. B�ELEP N4: W/ (2. ) (:131'gdJ' MIN) TOE NA4I.:S DETAIL C TOE -NAIL VALLEY TO (GRE�RTHAN 3/12 PITCH BASE TRUSS W/ LESS THAN WW2 PITCH) ( 2.,) (.131 *A-3:0" MIN) TOE NAIL5 o • woe& NOTES: JUL 2 8 fir' 1. SPAN OF VALLEY TRUSS SHALL BE UMnD TO 39 M X AND PITCH BETWEEN 2>6/1.2. 2. PROVIDE LATERAL SUPPORT FOR TOP CHORD OF $ASE TRUSS WITH SHEATHING ( BY OTHERS) 3. MAX Wa LENGTH WLTHQVT BRACE (6'-3'1 WITH BRACE (I Z-61 4. IF TOP CHORD LATERAL BRACING REQUIRED IS LESS TITAN SPA G- NQ OF VALLEY.TRUSSES (24" O.C.j THAN ADDMONAL. IX4 BRACING IS REOUIREb. 5. LATERAL BRACING SHALL BE NAILED W/MIN 2 lod NAILS. h fw an hufivl�el 6 eot�nani, SURe 70B ded,r.'-.ii �rysdes.&F74asl,own.cn. Ar. wo fie tero6refkilHfti VALLEY TRUSS DETAIL M-II!'SAC - 19 4/28/2004 PAGE 2 OF 2 BEVEL VALLEY TRUSS BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO SECURE VALLEY TRUSS BASE TRUSS W/ Wl USP RT7 OR (.2) l6d TOENAILS EQUIVALENT DETAIL D (NO SHEATHING) DETAIL E (NO SHEATHING) MiTsk 3ndus rlm, htC. Welm Dh�fslon NOTES: FOR CONNECTION OF VALLEY TRUSSES TO BASE TRUSS USING DETAIL D OR DETAIL E. 1. SPACING OF LATERAL BRACING REQUIRED ON TOP CHORD OF BASE TRUSS SHALL BE LARGER THAN THE SPACING•OFVALLEY TRUSSES (24" O:C. MAx) OTHERWISE, ADDITIONAL BRACING SHALL BE PROVIDED FOR TOP CHORD OF BASE TRUSS, 2. LATERAL FORC. z SYSTEM SHALL 6'E CHECKED BY PROJECT ENGINEER TO VERIFY THE PROPER TRANSFER OF All THE VERTICAL AND LATERAL FORCE. e daslgrt pvromdtts mrQhEAD HOTE90!i 6�� AHD Pa a#9 JUL 2 8 2011 nq 7TT7 Ctresnback lte - '.: MmWim 109 pa+enL gWSS ahewn r. U-7 PURLIN GASLE DETAIL Mil/SAC d 12 7/15/2005 PAGE 1 OF 4 IWI14%Inaasmes, tne. INestem Division STUD SPACING ON PURLIN GABLE TO BE LESS THAN OR EQUAL TO'THE LE fHT TOp• CgORD PURLIN SPACING ON THE GIRDER OR MP TRUSS. z-V sx5 3x5 3x5 ALL PLATES TO BE 2xA UNLESS OTHERWISE NOTED TYPICAL "PURLIN GABLE" REFER TO ENGINEERED TRUSS DRAWING FOR EACH INDIVIDUAL TRUSS THE PURLIN GABLE TO � SEE DETAIL #3 BE LAID ON TOP OF THE HIP TRUSSES AND G - - ATTACHED WHERE IT HAS CONTACT WITH THE QJ�4`� N TRUSSES BELOW. tr SEE DETAIL #2 ~ Z .O SEE DETAIL # 0 U 0 0 `') v JACKS = e �Illm SEE SHEET 2 OF 2 FOR ALL DETAILS Page # '[ 6 A¢G$ l��7RY3 9PPti3$$ i16'S. Sidle 909 Cffius Helphtc, CA, 95fl1 € URLIN GABLE DETAIL M 16d NAILS 6" O.C. ATTACH 2x LEDGER TO FLAT TOP CHORD WITH 2 ROWS OF 10d NAILS (.131" DIAM. x 3") SPACED 9" O.C. HIP GIRDER �v QJ� DETAIL #2 iP��URLIN GABCTIO TOP CHORD F / ` "PURLIN GABLE FLAT TDP CHORD PORTION OF THE LOWER TRUSS TRUSS TOP CHORD DETAIL #4 " ® a'si¢imae 111SAC ' 12 7/15/2005 PAGE 2 OF 4 MiTek IndusWes, Inc. Wawtern Division 18d SINKER OR 18d BOX O.C. SP LING 6Y OTHERS TRUSS A TT}3E BA E 0 THE PURLIN ' g.LE IS DROPPED LESS THEN ALL THE OTHER HIP T1CYSSES. E BOTTOM EDGE OY= TyyE PUR Gi4BLE-' A WiTF1 THE.LEFT FACE 0 THIS TRUSS Q� AND BEARS ON TOP. K DETAIL # 1 APEX O a O U u- DETAIL #3 IMPORTANT MOTE: ALL CONNECTION NAILING SHALL NOT SPLIT ANY LUMBER w+4RUA00%WQN MAMV=VVlDla Page # 17 sl�r�co rave lmQ�sss sEevxs ass. C046433 EXP. 3-31-4.. ektane iJ --- PURLIN. GA13-LE DETAIL M111SAC - 12 7115/2OD5 =PAGE3 OF 4 PURLIN "ITAkladu8' Ita.WllmRI1 PURLIN GABLE =R OR 16d BOX z ING BY OTHERS U t- I -AIL 4-1 -- b-'U F-P L. MIN �16d SINKER OR 16d BOX O.G. SPACING BY OTHERS HIP Sr-71'RUSS Pl% EKP. 3-31-la DETAIL #2 SUPPL. c Pa # 18 JUL 2 8 2011 im7Tp js an d en.7 PUKLIN GA13LE DETAIL - 12 7/15l2605 PAGE �F4 16d SINKER OR 16d BOX. TYPICAL PURLIN GABLE LAST eslarn Asian Inc. RIDGE BLOCKING FIRST COMMON 2X SLOCKIN W/,CONNECTIONS W/FRAMING CONNECTORS BY OTHERS i 2-0-0 MAX DETAIL #3 SUPPLe 12 TIGHTLY SET JOINT \ PURLIN GABLE / [� HIP SET TR ® ETA Ir-i IL #�4 SIJPPLd ROOF SHEATHING AND DIAPHRAGM 0-0- 2 NAILING BY OTHERS ROOF SHEATHING BY OTHERS HIP SET TRUSS PULIN GABLE HIP DETAIL #T4A'S 'JUL�� Tpage—#' 19 ® Wi1R7tW6 • Vef j(g Cea�gn pmmnelefs nni[RE6D NOT83 ONY7�SllWJ 7/J4S[�E6 h1'dCSBFSRCE PRGS �II7498 8SF68& C88 77��77 f+ree�Da'I Lane f Dew^ veBd llwe_,oA}t w�kt.Av_r�jC i�nS. L� �9.� �!P4�e�i+�lea :9rrd k:IR wv lnmvtduel bVA co_rtnienent. CWus�ie�+ts. c! B5s1 as CONT i STANDARD GABLE END DETAIL MII/SAC - 20 4/27/2004 PAGE 1 OF 2 *DIAGONAL OR L -BRACING REFER TO TABLE BELOW SEE PAGE 2/2 FOR `ALTERNATE BRACING DETAIL — 1 X4 OR 2X3 UYP) VARIES TO COM. 12 N_ TRUSS ERTICAL STUD TYPICAL 2x4 L -BRACE NAILED TO 2x4 VERTICALS W18d NAILS SPACED AT S" O.C. L.o,4Dihopp } SOA71 'iNc 240 0 TCLL 50.0 Plates increase 1.15 TCDL 10.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress incr YES BCDL 10.0 Code IBCARC TOP CHORD 2 X 4 DFUSPFlHF - ND.2 BOT CHORD 2 X 4 DFUSPF/HF - STUD/STD OTHERS 2 X 4 DFLISPF/HF - STUDISTD MiTek Industries, Inc. Western Division SHEATHING (BY OTHERS) 2j 4' MAx . 24^ O.C. 3112" �11/2" j`�— 2X4 LATERAL.BRACING NOTCH AT AS REQUIRED PER TABLE BELOW 24" O.C. (MIN.) TOP CHORD NOTCH DETAIL 3x5 = END WALL iGID CEILING MATERIAL DETAIL A LATERAL BRACING NAILING SCHEDULE VERT: HEIGHT # OF NAILS�AT-END UP TO 71-0S1 2 - OVER 81-611 4 - 16a MAXIMUM VERTICAL STUD HEIGHT SPACING OF VERTfCALS WITHOUT BRACE WITH LATERAL BRACE WITH L- BRA 12 INCH O.C. 6=7-0 3- -0 1 -0-0 16 INCH 24 INCH O.C. 4_ _ _ t433 E 3-31-13 CIVIL �^ �oFOAti� 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 B'-B". TOP CHORD NOTCHING NOTES 1)THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24" O.C. ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH 10D NABS 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) LUMER MUST MEET OR EXCEED VISUAL GRADE#2 LUMBER AFTER NOTCHING Pa e # 20 4) NO NOTCHING IS PERMITTED WITHIN 2XTHE OVERHANG LENGTH. CmWnuad on page 2 WAW/,Q10. Yarnfy dea{gnp..6m."nd READ hafM ONWMAND RMUDW =TXA=iX&VC6PACE?=74739&FOM CS$. M?G1H01backla �h va9d ht use wdy with MITak eonnedors, Thb design k bos"d atilj upon pa�omelers shown, and b far on 6sd'rvkJual b�dmg eotnponeM. stA16 109 S...naa.. M A"elnn nevnA."nl en nnA __6.r-..n.renll_ ni nrvnnn t 4 k m.r....dMbv of FudMMn nindnwr _ nnl I.— A.A.— n..,.s.., a.,..,.. CHn+s Helghis, CA, JUL 2 8 2011 STANDARD GABLE END DETAIL MII/SAC - 20 4/27/2004 PAGE 2 OF 2 2-10d (TYP) SIMPSON A34 OR EQUIVALENT LEDGER 2X4 No. 2 OR BTR GABLE END, W-3" MAX TO BEARING WALL 4-10d NAILS MIN. ,PLYWOOD SHEATHING TO 2X4 STD. DF-L BLOCK 2X4 BLOCK 2X4 5 F JDQR BTR SPACED @ 5'-0" O.C. SHAL BE PROVIDED AT EACH END OF BRAG EXCEPT FOR BRACE EXTENDED STRONGBACK INTO r 1 E CHORDS & CONNECTED TO 2X4 No. 2 OR BTR CHOF DS W/ 4-10d NAILS. MAX NGTH = 7'-(Y" Qg0 Ps STANDARD TRUSSESr SPACED @ 24" O.C. ALTERNATE BFIAC.ING DETAIL NOTES 1)2X4 NO.2 OR BTR. FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH 101) NAILS @ 8" O.C. 2)2X4 LEDGER NAILED TO EACH STUD WITH 4-10d NAILS. JUL 2 i 2011 3)2X4 STRONGBACK TO BE CONNECTED TO EACH VERT. STUD WITH 2-10d TOE NAILS 4)THE 10d NAILS SPECIFIED FOR LEDGER AND STRONGBACK ARE 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'-60, UNLESS OTHERWISE SPECIFIED BY PROJECT ENG. OR QUALIFIED BUILDING DESIGNER, 2. MAXIMUM PANEL LENGTH ON TOP AND BOT. CHORDS = 7'-0" 3. THE HORIZONTAL TIE MEMBER AT THE VENT OPENING SHALL BE BRACED @ 4'-0" O.C. MAX. 4. PLEASE CONTACTTRUSS ENGINEER IF THERE ARE ANY QUESTIONS. WARAM- 7W(Jff de ApcTuMctvm aadJMAD MGM oN TM AMU on va8j la use on . with lA6et eonrsedpsc This design b based enlY upon &o�6Nv oS desf®n poPamanfmc and proper incorporan3 of eomponesA h Page # 21 SFER- .VX- AA68 fldb74$$ SrPMM V= andisfiw.mkw44 uo!bAldr*cosssimrsenl. 9esigtser-not 1— des�nas. Brodng si»wn ey,- urhtg cwalsuallcn b the respandbWAy d the rffmbM t.ene 101 H*hM, CA. 951 'R'EP LA-Qe- A,'MISS1 NG STUD. ON A. GABLE TRUSS M111SAC-27 8/2064 PAG'E I Murk indusMes, hc.' W -Wii DI v"isl6n' "e�. I- THO P A.,5F!E IL TO'USED ON'Y FOR, n ORIGINAL QIFIC REPAIR. PETA . L SWTiOEY "t '.T z T iX 1.1iE. OR ORIGINAL I f 4 -T I t 03 PfI - - T H 10 A P, w R. - w r 7.1 6FtE: R.V RET RUSS SHALL'bt IN §0ri TO -ONO Vk W�NgJ-7URTHMftPA)R8 AFN5-9-FPkb Pimuifto W- I WHEN 7M, E I Pa -i t AkM Of%'PPORTING VAM pLYA0.01 tHt WILL 9 b L� I.tO-TU, JR ORIGI-PQSIFlpNS RE FPRE A F tl, R-A�:MI -.APPLIC.X7 ON OFAJAIR. 6�A NAILS H�L 3. TH -6E S H AS.110 �W U 'S OA USE OF LINGtGAB GJJ 1. A BACP 4. WHEN P. WEIGHT 18 RECOMMENDED 'OF atpk PLATES AY THE PINTS OR, SPLICES. TP-AVO.iPLOOS NO ' Ifi 0ONNE 5. THIS kEOAik l6tbl�t 0SE15 FOR §fNbl_E PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. REPLACE MISSING WEB WITH A NEW MW13ER OF THE SAME ATTACH 8" x 12h)(7116'0.8.9. OR PLYWODD-(AtPA RATED SHEATHING 24116 EKPbSVRI� 1) (MIN) TO THE INSIDE FACE or TRusS. kMf;FfVE 6.d NAIMA 13'X 2.0") INTO EACH MEMBER (TI51-AL' 10 NAILS PER GOSSET) THE OUTSIDE FACE OF 11JE GABLE MUST BE SHEATHED WITH (MIN) 7/16"6.S.9 ORKMOOD. SEE MITEK STANDARD GABLE END.DETAILS FOR W114D BRACING REQUIREMENTS. TRUSS OMTERIA LOADINQ;4MG-040 (MAX) LOAp. OURAtION FACTOR: 1.15 sPAAQNP: 24 0... (MAX) TOP CHORD: 4 4 OR 2:k 6 (NO 2 MIN) PItCH: 3l12. - 12/12 m4kwo: poNftvous S!UD*SPACING :24"0.b."WM REFER TO INDPADUAL TRUSS DESIGN I FOR PLATE SIZES AND LUMBER GRADES Page # 221 COMMON JUL 2 8 2011 Tm or L%d 01w. C& mitaw REPAIR A BROKEN STUD ON A GABLE TRUSS Mll/SAC - 28 11/18/2004 PAGE 1 Uliestern 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 ENTIRETRUSS SHALL BE INSPECTED TO VERIFYTHAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED RE PAIRSAFtE PROPERLY APPLIED, THE TRUSS WILLL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSMONS BEFORE APPLYING REPAIR AND HELD IN PLACEDUAING APPLICATION OF REPAIR. 3. THE ENE) DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVDID SPLITTING OF THE WOOD. 4. WHEN NAILING SCABS OR GUSSETS, THE USE OF A BACKUP WEIGHT 15 RECOMMENDED TO -AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5, THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. SCAB LUMBER SHOULD BE OF THE SAME SIZE, GRADE, AND SPECIES AS THE ORIGINAL ATTACH 2X 4X FULL HEIGHT SCAB TO THE INSIDE FACE OF TRUSS WITH TWO ROWS OF 10d NAILS (.120" MIN X 3") SPACED 6" O.C. AND A CLUSTER OF THREE NAILS INTO THE TOP AND BOTTOM CHORDS THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W1(MIN) 7/16' O.S.B OR PLYWOOD. SEE MIYEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. TRUSS CRITERIA LOADING: 4000-0-10 (MAX) DURATION FACTOR :1.15 SPACING: 24' TOP CHORD: 2X 4 OR 2X 6 (NO 2 MIN) PITCH :.3112 -12112 BEARING: CONTINUOUS STUD SPACING 24' O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Page # 23 e WAPJWM • Yar((1J deatgn pnremea`arD madREbA NO'lP�9 oN =AND a' =uDEA w=lt 66FS m= FADE l�'749$. am= Ewa! fa use onfy wNh FAIek contsedom 7H6 dedgn k bsed only upon m""mion shown and k is on b&Adod buMng component. gcabffiy oesignr•�ero! ill d 01 �wew:-AIT31 pe9hm¢y?InF avoi e I Truce P et hatqule, 5&i D'One CMv Mad�on, WI 537 9� 0. iB�•89-and BC91 Bu11dTnB Cnmpenant -' 24" MAX COMMON JUL 2e8 2011 I2E AIA TO REMOVE CENTER MI.USA0 a 29 11118/2oD4 PAGE $TUQ .O.N A GABLE TRUSS MlTetr {.�,ie�cfr{en lnr. Wes -tam Division 1. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION: THIS REPAIR DOES NOT IMPLY THAT `THE REMAINING PORTION OF TFiE TAWS f8 UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED.TQ VERIFY THAT NO FURTHER REPAIRS ARE R,EQUJRED. WHEN THE REQUIRED REPAIR$ ARE PkOPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED, 2. ALL MEMBE $ 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 SUDH AS TO AVOID SPG'fTING OF THE WOOD. 4. LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. S. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X ORIENTATION ONLY. 6. CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. * MAXIMUM STUB SPACING = 2,V Q.C. LUMBER TO BE CUT CLEANLY AND ACCURATELY, NO PLATES ARE TO BE DISTURBED. NO REPAIR NEEDED. THE OUTSIDE FACE OF THE GABLE MUST BE SEE MITEK STANDARD GABLE END DETAILS FOR WIIND BRAG NHED W/ (MIG REQUIREMENTS. YW0OD IMPORTANT This repair to be used only with trusses (spans less than 5D) spaced 240 o.a maximum, haVing pitches between 3112 and '12112, total top chord loads less than 50 psf and maximum wind speeds of 100 mph. Trusses not fitting these catteria should be examined individually. TRUSS CRITERIA LOADING, 4040-0-10 (MAX) DURATION FACTOR :1.15 SPACING : 24" MAXIMUM TOP CHORD: 2X 4 OR 2X 6 (NO 2 MIN) PIt'CH : 3112 -17J12 BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) tr-ORLATE SDizEs AND LUMBER GRADES Pa e # 2 IS Yer;fbdrsVn oneAMDlrorssaN.TjaSAAIDDJctvhsnie¢tl�rcar tragsII�T443 --' -_. _- .— __-- —.Md—k 1. —A n- - - ' — Rho and is icc an 4{dWdwl W _ .. erector. AddtaorK titan �f Saleiq h'dotma6on 24" MAX COMMON C JUL 2 8 2011 1�8PMR to NOTCH 2X6 'TOP MIUSAC - 30 11N8/Z004 'PAGE 1 Ci-QO #3 ®N AGIABL871RUSS _ �,hj © Western DlvisJon _ 1. THIS i5 A SPECIFIC• REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTIQN. THIS REPAIR'DOES- NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED, THE ENURE TRUSS SHALL BE INSPECTED TO VtRI.FY THAT POP FURTHER REPAIRS.ARE*REQUIRBD. WH5N THE REQUIRED f;EPpIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE.LOADS INDICATEb.' 2. ALLMEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPpJft AND HELD IN PLACE DUFJNG APPLICATION OF REPAIR. 3. TkIE-END DISTANCE, >=W. DISTANCE, AND SPACING.OF NAILS SHALL BE SUCH AS TO AVOID SPLn-nNG.OF THE.WOOD.. 4. LUMBER.MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED, S. THIS.REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. 6. CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. 3 11r 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 ¢RETO BE DISTURBED, NO REPAIR NEEDED. fn co 12" 2MAX f! GA L% THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W1(MIN) 7/16" O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. IMPORTANT This repair to be used only with trusses (spans less than 50`) spaced 24" o.c. maximum, having pitches be6een 3112 and 1?d12, total top chard toads less than 50 psf and maximum wind speeds of 100 mph. Trusses not fitting these ciit rla should be examined individually. �S. TRUSS CRITERIA tisz s. r LOADING: 40-10-0-10 (kM Q DURATION FACTOR :1.15 +�y SPACING: 24" MAXIMUM TOP CHORD: 2X 6 (NO 2 MIN) PITCH: 3/12 -12112 EXP. 3-31-13 BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Page # 25 JUL 2 8 2011 " a ® zTTr eeapaacL WA8NIIJ0.9"r'1jJ�ynpormJufiar}:an6TlSBDN07.'&.9aHR�8AlmIIiG.'OLr8�D99'lFR&S?ffitJ:NCBPAQB'1�74P0SF.pbsBF7SR. Sulfacrlg9 D'eigrt void forma only VAlh 664 connectors. This d0gp b hosed co* upon poromatan drown, ono b far on IndMdual bulk" cornporienl. Marc 1lelgnts, CA App6eablflyor deignes and proper Incorpoibil= aeompdnent b refpaT�ly catbuilding dyer- nol Irms de'sfgtw. 91a fang drown _...-. Is la kdww wppcd of 4adlvt I web.rsernbers only. Additorwl lemporcry bracing to Insure dabMy during consh,=llonis the tetpaardbNlMY oi'the .'--ete�oc�add6lianfi`P®'S�,d►re-ovetapa!nxd.oQ..tlpg•�i�R>:r.fvrt�+�tdeulr}?pce _ -- .. fa6dcallon:4"aLIY'cvniro:slorcga%deEvery.areepotrtmdbtstdstg:-consult-Ati�P rt�ir�h"L'dl araSB.84.eridBEiII-&ilVdli�C etd` .'••-.-•`i - ddehr lnbrredien ava0dtile IroinZrua Piale 4rdflule. SBS D`OnoMo pstve, hla�sn6 N7 53719. .. {. .. .. REPAIR TO. NOTCH 2X4 TOP MIUS►4C .31. 111113/21)04 PAGE 1 CHPRD ON t4 GABLE TRUSS .. MITek Industries, Inc. 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 OFTHE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO ' VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN 711E 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 SPLrMNG OF THE WOOD. 4. LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X ORIENTATION ONLY, 6, CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. LUMBER TO BE CUT CLEANLY AND ACCURATELY, *MAXIMUM STUD SPACING = 24" O.C. NO PLATES ARE TO BE DISTURBED. APPLY 2X4 N0.2 SCAB TO ONE FACE OF TOP CHORD OF TRUSS WITH CONSTRUCTION QUALITY ADHESIVE AND I ROW OF 10d (3" X 0.131-) NAILS SPACED 8" O.C. THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W1(MIN) 7116" O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. IMPORTANT This repair to be used only with trusses (spans less than StY) spaced 24" o.c, maximum, having pitches between 3112 and 12112, total top chord loads less than 50 psf and maximum wind speeds of 100 mph. Trusses not fitting these criteria should be examined individually. TRUSS CRITERIA LOADING: 40-10-0-10 (MAX) DURATION FACTOR :1,15 SPACING: 24" MAXIMUM TOP CHORD: 2X 4 (NO 2 MW) PITCH: a112 -12112 BEARING: CONTINUOUS STUD SPACING 24" O.C. (MAX) .REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES 0 VR Page # 26 W &zW Parm a.. m.dJMA11 NO= au7M MM WC Z= W=AMW==9PMM MT-747a AM= =& ct* wnh Mask m meeteae ft dedpn k bamd only upon pammelen shown6 and h_Wan h*Adual bulgy conpone and STANDARD REPAIR DETAIL. 25% Mil/SAC - 21A 5/3/2004 PAGE 1 S. C.046M DCP'.3-31-13 MITek Industries, Inc. Western Division F OTAL NUMBER 01' MAXIMUM FORCE (Ibs) 25% LOAD DURATION EACH SIDE NAtOF 1 BREAK ! I X INCHES YP SI DF SPF HF I 2x4 24 2x4 ! 2x6 2x4 2x6 2x4 2x6 1 — 14 21 24" 224D 3360 2065 3097 1750 2625 i 1785 2677 18 27 30" 2880 4320 I 2655 3982 2250 3375 2295 1 3442 i 22 33 36" 3520 5280 3245 4867 2750 + 4125 `• 2805 1 4�207 � I 26 39 42' 1 4160 6240 1 3835 5752 3250 -1---I---- 4875 1 3315 i 4972 1 30 45 4W' 1 4800 1 7200 4425 6637 3750 5625 3825 I 5737 f L I -_- 1 --_ �1_____�_... t " UIVIVt t=UUALLT I -HUNT AND BACK ATTACH 2x_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS (CENTER ON BREAK OR SPLICE) WICONSTRUCTION QUALITY ADHESIVE AND 1 Od NAILS (TWO ROWS FOR 2x4, THREE ROWS FOR 2x6) SPACED 6"oc STAGGERED AS SHOWN.(. 1 48"dia. x T) THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12". (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L=(2)X+C CElNI% OFM Jri J JUL 282011 BREAK 1 } 10d NAILS NEAR SIDE ' P� e # 27 f' +1Dd NAILS FAR SIDE ON �= ' 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. S. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2x ORIENTATION ONLY. S. THIS REPAIR IS LIMITEp TO TRUSSES WITH NO MORE THAN THREE QROKEN MEMBERS. iVBRMNG. FMfjr da19nP eC4s end RP.AD N07'ES' ON THfS.A71D R✓Cl gDED Id72'EF acrr, MC6 PAGR MIT• 7478 SEFORE Cr= 7 rnweenback Lena Design v §d for use oq* wllh M6tek comneetors. This design Is based only upon Parameters shgwn, and is for an individod buedlrsg com enL 109 APPfkob®ly of design Poromenlem chd proper ineorporoffan of oomponenl u rgspoml6IDly of designer -nof Crass designer. mponng CA 9581 .. a to taterM wpporl oT indwidual web member only. Adddkmol CArsrs 7idd N Temporary brocing b irnure,stobml d,�rfngf2nf��dacPa[rsi os lh hme...Q..u. _...... ,,.,....-e_,,.y,,,..•,�,•, "$7ii`BiFHn`Tciuta:u.iha ref�wSfy-cF fhci=6u .. - id`""tg'd`esiener: FOrgerieralgurdooce•red ' fcUricakori, qualfly conhdl, staroge, delivery, erection antl broeusg, eorsull AMSI/fFtl Qballly Crife4a, DSB-89 and BCSII BWldin Co -Safely TniosmeXon ovoBab� horn Truss Plate Us111ute. 583 D'Onofrb Drive, Modlson. WI Ay19. g mponenf ■ .1�� FAL§� B6.TTOM CHOR-D FILLPER DETAIL M161SAC - 1 3/1012004 PAGE I ALT. TRUSS BOTTOM CHORD BRACED PER MAIN TRUSS ENGINEERING BRACING SPECIFICAI FILLER BOTTOM CHORD 2X4 NO2 OR BETTER LUI FILLER BC MAY BE SPLICED WITH 3X4 / M20 PLATES OR WITH 2X4 NO2 Z-0" LONG 48" TYP SCAB, CENTERED ABOUT THE SPLICE, NAILED TO ONE FACE W/(.131°X3.0" MIN) NAILS @ 4" O.C., 2 ROWS. Wrek industries, Inc. Westem Division MAX 3-0-0 EXTENSION 4X4 M20 PLATES GYP) OR ALTERNATE CONNECT W12-10d COMMONS (lYP) . FILLER VERTICQL.STUp, 2X4 STO OR BETTER LUMBER NOTES: 1) FOR LUMBER SIZE AND GRADE, AND FOR PLATES TYPE AND SIZE AT EACH JOINT REFER TO MAIN TRUSS ENGINEERING DESIGN. 2) LOADING: FOR TOP CHORD SEE MAIN TRUSS ENGINEERING DESIGN. BOTTOM CHORD LOADS: LIVE = 0 PSF; DEAD: - 10 PSF 3) TRUSS SPACING = 24" O.C. MAX 4) MAX BOTTOM CHORD PITCH = 4112 -5) FILLER MEMBERS ARE NON STRUCTURAL PART OF THE MAIN TRUSS; THEREFORE THEY MAY BE FIELD ADJUSTED TO FIT EXISTING CONDITIONS, PROVIDED THAT STUD SPACING, CONNECTION AND EXTENSION REQUIREMENTS ARE AS SPECIFIED. ADJUSTMENTS MAY INCLUDE ADDITION OR REMOVAL OF FILLER MEMBERS. a W6&N7N(f. 9ertjy �� Pm'eina0ee'a atld Page # 28 ON 7�9.91i7INCLtJAPJA AAM JiM7 3 BMW& VW- 0046M M. 3-31-( F . . I OVERHANG REMOVAL DETAIL MIUSAC - 5C 1216l2aa5 PAGE 1 wagin Ins. TRUSS CRITERIA: LAADHJG: 25-1.6-0-10 (MAX) DURAMON FAGTOR:1.1511.25 + SPREiNG: 244" O.G... T•Oi' CHORD; 2x4 OR 2x6. HEEL HEIGkHT: STANDARD HEEL UP TO 12" ENERGY HEEL ENO BEARING CONbIl lON Trusses not tfing these criteria should be examined individually. NOTES: 1. THIS DETAIL IS FOR REMOVING OVERHANG, THIS DETAIL IS NOT TO 13E USED WHEN OVERHANG HAS BEEN BROKEN OFF. 2. NO LUMBER DAMAGE OR DEFECTS SHALL GO BEYOND REMOVAL LINE. NO CONNECTOR PLATE DAMAGE ALLOWED 0 12 2-12 [��' an SCAB APPLIED OVERHANGS MIIISAG - 5 3/25/2004 PAGE 1 IMIgUindus4rles, Inc. Westerh D alon TRUSS CRITERIA: - LOADING: 40-14-0-10 DURATION FACTOR: 1.15 SPACING: Pon Q.C. TOP CHORD: 2x4 OR W HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END 8EARiNG CONDITION Trusses riot fitting these criteria should be examined ind1widuatiy. 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 SCA8 SAME LUMBER SIZE AND GRADE AS TOP CHORD TO ONE FACE OF TRUSS WITH TWO BOWS 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 UNOSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF.A BACKUP WEIGHT IS RECOMMgNDED TO AVOID LOOSENING OF THE CON14ECTOR PLATES AT THE JOINTS OR SPLICES. e ON 12 2-12 F��' a CSPdtra fT44881lFS))M V= or an kw W ucH bulkbg qwrpwoTt ie�a�ci�irsol�r.+cs_de6i8rts'nArncfig. s rB �1i1hP:rerpa�t[i� o 8and SC21�&d ftg iient r ■ • •. • .1NrAe-4111 • • •' • . • -. -• B- • • • GENERAL NOTES NOTAS GENERALES HOISTING AND PLACEMENT OF TRUSS BUNDLES STEPS TO SETTING TRUSSES RESTRAINT & BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES LAS MEDIDAS DE LA INSTALACION DE LOS TRUSSES RESTRICCIUN YARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 RECOMENDACIONES PARA LEVANTAR PA UETES DE TRUSSES Trusses are not marked in any way to identify the Los trusses no estan marcados de ning6n modo que Q 10' 3 m or frequency or location of temporary lateral restraint identifique/afrecuenciaolocalizacidnderestrica6r;lateal ( ) Diagonal bracing Repeevery 15 truss s bracing and diagonal bracing. Follow the recommendations yarriostre diagonal temporales. Use las recomendaciones DON'T overload the crane. Q 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 Refer to 15' (4.6 m)" every 15 truss spaces 30' for handling, installing and temporary restraining de manejo, insta/addri, restriccdn yarriostre temporal de NO sobrecargue /a grua. trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal BCSI-B7*** for more (9.1 m) max. and bracing of trusses. Refer to BCSI - Guide to /os trusses. Vea el folleto UM- Guia de Buena Pradica bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five information. NEVER use banding to lift a bundle. trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see Good Practice for Handling. Installing Restraining para el Manejo. Insta/acidn. Restriction vArriostre de los Vea el resumen BCSI-87*** & Bracin of Metal Plate Connected Wood Trusses de Madera Conectad°s con Ptacas de Metal*** below). 7) Repeat process with groups of four trusses until all trusses are set. 9 NUNCA use las ataduras pars levantar un paquete. para mas information.Tru= ' - s e *** for more detailed information. para informacion mas detallada. Q A single lift point may be used for bundles of x 1) Instate los arriostres de Tierra. 2) Instate el primero truss y ate seguramente at arriostre de , . e r A tierra. 3 p p Truss Design Drawings may specify locations of Los dibujos de diseno de los trusses pueden especificar )Instate los roximos 4 trusses con restncaon lateral temporal de miembro corto vea .• . „ top chord pitch trusses up to 45' (13.7 m) and Apply diagonal brace to vertical permanent lateral restraint or reinforcement for las /ocalizaciones de restriccidn lateral permanente o abajo). 4) Instate el arriostre diagonal de la cuerda superior (vea abajo). S) Instate arriostre parallel chord at chord trusses up to 30' (9.l m). webs at end of cantilever and at individual truss members. Refer to the BCSI- refuerzo en los miembros individua/es del truss. Vea /a diagonal para los pianos de los miembros secundarios para estabilice /os primeros cinco trusses 83*** for more information. All other permanent ho'a resumen SCSI-63*** para mas informacion. E/ Use at least two lift points for bundles of top ® bearing locations. All lateral restraints P 1 WARNING Do not over load supporting (vea abajo). 6) Instate la restriccidn lateral temporal y arriostre diagonal para la cuerda inferior chord pitch trusses up to 60 (18.3 m) and para) vea aba o 7 Re fta este ro lapped at least two trusses. bracing design is the responsibility of the building resto de los disenos de arriostres permanentes son la structure with truss bundle. ( 1 )• ) P p cedimiento en grupos de cuatro trusses hasta que todos los designer. responsabilidad del disenador del edificio. lel chord trusses up to 45' (13.7 IT). Use at least trusses estein ins[alados. 'Top chord temporary lateral restraint spacing shall be 10' (3 m) o.c. max. for 3x2 chords three lift points for bundles of top chord pitch iADVERTENCIA! No sobrecargue la and 1T (4.6 m) o.c. ffoor�4x2 chords. � /� ' trusses >60' (18.3m) and parallel chord trusses estructura apoyada con el paquete de Refer to BCSI-Brfor more information. INSTALLING I/�ST/yLf1 Cl0/� >45' (13.7 m). trusses. Vea el resumen BCSI-B2*** para mas informacion. Out pf-Flare , ®WARNING The consequences of improper handling, erecting, installing, restraining Puede usar un solo lugar de levantar para pa- Q Place truss bundles in stable position. RESTRAINT/BRACING FOR ALL PLANES OF TRUSSES Tolerances for Out -of -Plane. Out -of -Plumb Max. sow Truss Length and bracing can result in a collapse of the q P Puse paquetes de trusses en Una poslcion Tolerancias Para Fuera-de-Plano. 'i g structure, or worse, serious personal injury y truss s trusses de paralelas de 30'/ormentos4S RQES TR SCe ONE A tlRb OSrTRE PARA TODOS PLANO PDE TRUSSES Q ) 3/4" 12.5' trusses de cuerdas ° Use por to menos dos untos de levantar con estable. g method Is for all trusses exce t 3x2 and 4x2 arallel chord trusses Max. Bow D/50 D (ft.) 19 min 3.8 m or death. �- Length -> ' ,!M PCTs .See to of next column for temporary restraint an r in of PCTs. _ grupos de trusses de cuerda superior lnclinada ( ) p p ry d b tic g Va" 1' 7/8" 14.6' iADVERTENCIA! El resultado de un manejo, L hasta 60' y trusses de cuerdas paralelas hasta Este metodo de restriccidn y arriostre es para todo trusses excepto trusses de cuerdas paralelas Max.. Bow Lengm -► 6 rain o.3 m 22 min 4.5 m levantamiento, instalacidn, restriccidn y arriostre 45' Use por to menos dos puntos de levantar con grupos de trusses de cuerda superior inclinada 1/2" 2' 1" 167 incorrecto puede ser la caida de la estructura o mas de 60' y trusses de cuerdas paralelas mas de 45: (PM) 3x2 y 4x2. Vea la Porte superior de la columna para la restriccidn y arriostre temporal de PCTs. Max. Be. o 13 min 0.6 m 25 min 5.1 m a6n pear, heridos o muertos. 1) TOP CHORD -CUERDA SUPERIOR - 3/4" 3' 1-1/8" 16.8' A& Exercise care when removing MECHANICAL HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES Length plumb 1s rain os m 29 rain 5.7 m banding and handling trusses to avoid RECOMENDACIONES PARA LEVANTAR TRUSSES INDIVIDUALES damaging trusses and prevent injury. Wear personal protective equipment for the eyes, Q` [= Using a single pick -point at the peak can damage the truss. feet, hands and head when working with, trusses. m El use de un solo lugar en el pico para levantar puede so' or less J=U7ffLM Utilice cautela at quitar las ataduras hater dan"o at truss. o los pedazos de metal de sujetar para evitar dan"o a los trusses y prevenir la herida personal. L/eve Approx. 1/2 y truss length el equipo protedivo personal para ojos, pies, ® CA Use Utilice Tagline mans y cabeza cuando trabaja con trusses. �_ TRUSSES uP special care in cuidado especial en TRUSSES MASTA 30 PIES ./line 1" 4' 1-1/4" 20.8' Q Tolerances for f 25 min 1.2 m 32 min 6.3 m Out -of -Plumb. 1-1/4" 5' 1-3/8" 22.9' Tolerancias para Di5o max r' 32 mm 1.5 m 35 min 7.0 m Fuera-de-P/omada. ° ` 0-, 1-1/2" 6' 71/2" 25.0' 38 mm 1.8m 38 min 7.6m 1-3/4" 7' 1-3/4" 29.2' CONSTRUCTION LOADING 45 mm 2.1 in 45 min 8.9 in CARGA DE CONSTRUCCION 2" 28. 2" >:33.3' DO NOT proceed with construction until all lateral 51 mm 22.4 in 51 min 10.1 m restraint and bracing is securely and properly in place. windy weather or dias ventosos o cerca NO proceda con la construccion hasta que Codas las restric- *Consult a Registered Design Professional for trusses longer than 60' (18.3 m). near power lines de cables eledricos o Attach clones /ateales y los arriostres esten colocados en forma Locate Spreader bar to' (3 m) *Consulte a un Professional Registrado de Disen"o para trusses mas and airports. de aeropuertos. reader bar above or stiRback o.c. max. de 60 pies. / apropiada y Segura. roe -in Tce-in mid -height *** � DO NOT exceed maximum stack heights. Refer to BCSI-B4*** _� �--,-k-okttQ See BCSI-82 for TCTLR options. for more information. Vea el SCSI-B2*** para las options de TCTLR. Spreader bar � Spreader bar 1/2 to yl NO exceda las alturas maxtmas de mouton. Vea el resumen 2/3 truss length - *** BCSI-B4*** para mas informacion. for truss Tagline Spreader bar 213 to Refer to BCSI-63 for a TRUSSES UP TO 60' (18.3 m) -� �- 3/4 truss length Gable End Frame restraint/bracing/ / ■que TRUSSES HASTA 60 PIES Tagline g A " AM HANDLING TRUSSES UP TO AND OVER 60' (18.3 m) reinforcement information. Truss Span "" Top Chord Temporary Lateral' Restraint (TCTLR) Spacing ; Longftud de Tramo ? Espaciatnie_nto del AlTiostre Temporal de -la Cuerda Superior Up to 30' 10' (3 m) o.c. max. (9.1 m) 30' (9.1 m) - 8' (2.4 m) o.c. max. 45' (13.7 m) 45' (13.7 m) - 6' (1.8 m) o.c. max. 60' (18.3 m) 60' m) - 4' (1.2 m) o.c. max. 80' (24.4 m)* Maximum StackHeight Iffiffor Material on Trusses Material Height Gypsum Board 12" (305 mm) Plywood or OSB 16" (406 mm) Asphalt Shingles 2 bundles Concrete Block 8" (203 mm) Clay Tile 3-4 tiles high MANE./® Q TRUSSES HASTA Y SOBRE 60 PIES Para informacion sobre restncaon/ TCTLR Q Hold each truss in position with the erection equipment until top chord temporary lateral restraint arriostre/refuerzo para Armazones " O O Hastiales vea el resumen BCSI-B is installed and the truss is fastened to the bearing points. 10" or � (S) NEVER stack materials near a peak or at mid -span. Avoid lateral bending. Note: Ground bracing not shown for clarity. Evite la flexion lateral.Q Use proper rig- Use equipo apropiado Sostenga cada truss en position con equipo de grua hasta que la restriction lateral temporal de la Truss attachment NUNCA amontone los materiales cerca de un pico. ging and hoisting para levantar a cuerda superior este instalado y el truss esta asegurado en los soportes. Q Repeat diagonal braces for each set of 4 trusses. required at support s) (S) DO NOT overload small groups or single trusses. The contractor is responsible for equipment. improvisar. Repita los arrisci diagonales para cada grupo de 4 trusses. Section A -A NO sobrecargue pequen"os grupos o trusses individua/es. properly receiving, unloading and storing INSTALLATION OF SINGLE TRUSSES BY HAND 2) WEB MEMBER PLANE - PLANO DE LOS MIEMBROSSECUNDARIOS the trusses at the jobsite. Unload trusses to RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES Q Place loads over as many trusses as possible. smooth surface to prevent damage. POR LA MANO LATERAL RESTRAINT & DIAGONAL BRACING ARE Coloque las cargas sobre tantos trusses como sea El contratista tiene la responsabilidad de *.,,,, ,� , - ; % �; ; - _ , , ; \ , VERY IMPORTANT posible. recibir, descargar y a/macenar adecuadamente Q Trusses 20' f - Q Trusses 30' _ -' _ los trusses en la obra. Descar ue IDS trusses en Q Position loads over load bearing walls. 9 (6.1 m) or \ (9.1 m) or - iLA RESTRICCION LATERAL Y EL ARRIOSTRE DIAGONAL Coloque las cargas sobre /as Paredes soportantes. la tierra 6so para prevenir el dan"o. less, support less, support at SON MU IMPORTANTIES! Diagonal CLR splice reinforcement ALTERATIONS - ALTERACIONES near peak. quarter points. bracing Truss bracing not shown for ®Refer to BCSI-B5. Soporte Soporte de Truss 2x_ CLR *** o clarity. ..:,, • �;:�- , . .: _<� • pa:y; I ' ,,� w cerca at pico los cuartos •Vea e/ resumen BC51-85. *** „V T s Member - _ ^ Cos trusses de tramo los Trusses u to 30' Web members t Trusses up to 20' ). E P de 20 pies o (6.1 m) trusses de 30 (9.1 m a truss unless �w \•• � `,� ::lam �i ) � DO NOT cut, alter, o drill an structural member tl DO NOT store NO almacene menos. pies o menos. Trusses hasta 30 pies specifically permittedbythe truss design drawing. of � Trusses hasta 20 pies P P ' unbraced bundles verticalmente los - I NO torte, a/tere o perfore ningim miembro estructural de un truss, upright. trusses sueltos. \ A a menos que este especificamente permiddo en el dibujo del disen"o - - Q Trusses may be unloaded directly on the ground TEMPORARY RESTRAINT & BRACING Bottom del truss. at the time of delivery or stored temporarily in RESTRICCION Y ARRIOSTRE TEMPORAL chords Minimum Scab block contact with the ground after delivery. If trusses centered over splice. Attach ®Trusses that have been overloaded during construction or altered without the Truss Refer to BM-B2*** for more Man - are to be stored for more than one week, place Diagonal braces to CLR with minimum 8-16d ufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. blocking of sufficient height beneath the stack ReTop Chord Temporary � n; every 30 truss spaces (0.135x3.5') nails each side of trusses at 8' (2.4 m) to 10' (3 m) on -center information. Lateral Restraint 20' (6.1 m) max. of splice or as specified by the Trusses que se han sobrecargado durante la construction o han sido a/terados sin la autor- 10' (3 m) - 15' (4.6 m) max. Building Designer. zacidn revia del Fabricante de Trusses, ueden hater auto sin efecto /a arantia limitada del (° c) Vea e/ resumen BCSI-82*** para mas infor- (TCTLR) P P Y 9 •�: �&4min. Same spacing as bottom Note: Some chord and web members SECTION A -A Fabricante de Trusses. _ Los trusses ueden ser descar ados directamente . macidn. chord lateral restraint P g not shown for clarity. en e/ suelo en aquel momento de entrega c, a/macenados [empora/mente en contacto con el m s Q Locate ground braces for first truss directly 3) BOTTOM CHORD -CUERDA INFERIOR "'Contact the Component Manufacturer for more information or consult a Registered Design Professional for assistance. sue/o despues de entrega. Si los trusses estaran n line with all rows of top chord temporary Truss To view anon -printing PDF of this document, visit sbcInclustry.com/bI. ' guardados para mas de Una semana, ponga lateral restraint (see table in the next column). Lateral Restraints - 2x4x12' or Member NOTE: The truss manufacturer and truss designer rely on the presumption that the contractor and crane operator (if applicable) are bloqueando de altura suficiente detras de /a pila greater lapped over two trusses professionals with the capability to undertake the work they have agreed to do on any given project. If the contractor believes it needs DO NOT store on NO almacene en tierra 9 PP de los trusses a 8 hasta 10 pies en centro (o.c.). � Coloque /os arriostres de tierra para el primer =90° assistance in some aspect of the construction project, it should seek assistance from a competent party. The methods and procedures P ( ) or CLR splice reinforce - uneven ground. desigual. truss directamente en lines con cada una de p Note: Some chord outlined in this document are intended to ensure that the overall construction techniques employed will put the trusses into place SAFELY. Q For trusses stored for more than one week, cover ment. and web members These recommendations for handling, installing, restraining and bracing trusses are based upon the collective experience of leading las filas de restrict On lateral temporal de la personnel involved with truss design, manufacture and installation, but must, due to the nature of responsibilities involved, be presented bundles to protect from the environment. *' cuerda superior (vea la tabla en /a proxima Brace first truss Bottom not shown for only as a GUIDE for use by a qualified building designer or contractor. It is not intended that these recommendations be Interpreted as Para trusses uardados or mas de una semana, ` �E securely before chords clarity. superior to the building designer's design specilimbon for handling, installing, restraining and bracing trusses and it does not preclude the g P * w columna). erection of additional use of other equivalent methods for restraining/bracing and providing stability for the walls, columns, Floors, roofs and all the interrelated CUbrd Cos pdgUetes para proteged05 del amblente. structural building components as determined by the contractor. Thus, SBCA and TPI expressly disclaim any responsibility for damages GDO NOT walk on trusses. arising from the use, application, or reliance on the recommendations and information contained herein. Refer to BCSI*** for more detailed information _ !,> unbraced trusses. &� pertaining to handling and jobsite storage of Diagonal braces eve 10 trusses. NO camme en trusses g every SBC,� sueltos. truss spaces 20' (6.1 m) max. Vea e/ folleto BCSI*** para information mas deal- D Madison, 5 TRUSS PLATE INSTITUTE lada sabre e/ manejo y a/macenado de los, trusses 10' (3 m) - 15' (4.6 m) max. 630o enterprise Lane • Madison, wi 53719 218 N. Lee St., Ste. 101 • Alexandria, VA 22314 606/274-4849 • sbcindustry.com 703/683-1010 • tpinst.org en tired de trdbdj0. BIWARN11x17130318 I I , I • . I I , ; I I • I I • I ■ 1 I / I II MIA . • • , I • I , ■ . . ■ I I I / I I 1 '• 1 0 I ' I 1 - I I• I 0 • Building Materials and Construction Services 46491 Golf Center Parkway, Indio, CA 92203 Telephone: (760) 347-3332 Fax: (760) 347-0202 Legacy Homes / 3418 - A ,r-%r- M A U VY/ u� cjd ` F--' ppp BUILDING & SAFF- CTiom of� CONS By pal E 7 I ♦ L L 46-05-00 L r JA JB JC JD JD JD JD JD 1500# n O O 2300# O 0 F 3418 - A U H vmi� 0M AIM I® 1 L LL F o �o I~o 1-21 - 01 9 -08 61 TlK F.A.0 T1C T1D O O T11 3300# JA JC a OD C'7 Q - 1-B-26.2 (x02) 2-0 0 QB - H-26 (x01) OQ - L-26 (s07) 0- IM.26 (.10) _ M 1-0 0 1 1 -OS 360- 2A Srd Blks 610/702 @4/12 N16) A. 2-0 00 �1P r r� r nr r m U 0 0 ov: A \[ M .0M U 0 �� m z Joao BU LUNG r ' 20 00 00 -os-oo 13os-oo ss oa o0 A PRE Roof Layout ,. -, C, , xRL 'his is a truss placement diagram on y. 'hese trusses are designed as individual buildingWmponents to be incorporated into the building design at the specification of the building designer. See individual design sheets for ez be building designer is responsible_ fo ray and permanent bracing of the roof and floor system and for the overall structure. The design of the truss support structure including 1 f the building designer. For general°-ancancd—e regarding bracing, consult "Bracing of Wood Trusses" available from the Truss Plate Institute: 83 D'Onifrio Drive 7adison, WI 53179 -PION identified on the placement drawing. walls, and columns is the responsibility bog' MiTek' Re: 3418 A 3418-A MiTek USA, Inc. 7777 Greenback lane Suite 109 Citrus Heights, CA, 95610 Telephone 9161676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by BMC-Indio, CA. Pages or sheets covered by this seal: R41608413 thru R41608468 My license renewal date for the state of California is December 31, 2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. Q?,OFESS/pN CO�`��0� SOON 0 U C 074486 r- *\ EXR 12-31-15 J* 1\. Ong, Choo Soon The seal on these drawings indicate acceptant truss components shown. The suitability and responsibility of the building designer, per Al CITY OF LA QUINTA ro essional:enginedr ng respo dilly olely for the yL L 9 1 — �- o s component for any particular building is the TPI 1-µ s-. i..-� FOR 0'ONSp,-j1UC T 10N DATE — By Job Truse russ Type Qty 341&A IPly R41608413 3418 A CAA Diagonal Hip Girder 1 1 Job Reference (optional) BMC, Indio, CA- 92203 7,430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 132025 2014 Page 1 ID:ItpEP9WCJUDSASPi5gbl a2Ksev-3n5MSwuQNB?FJXD9Uw8Bg2oUONyEQyVRIYPFgOzZfhp -1-7-13 57-5 B-S5 11-3-0 1-7-13 57-5 2-1D-0 2=5-11 I Scale = 1232 Snedal 3xl0 = 2x4 II W = 6x8 = a 7 Special Special Special U4 = Special Special Special 3.3.6 57-5 f &SS 11-2-4 11�3-0 3.3.6 2-3,15 2-1M 24615 0.0.1 LOADING (psf) SPACING 24)-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Ina NO BCDL '10.0 Code IBC2009ITP12007 LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G CSI DEFL in (loc) I/defl Ud TC 0.36 Vert(LL) -0.14 10-11 >951 240 BC 0.85, Vert(TL) -0.21 10-11 >610 180 WB 0.54 Horz(TL) 0.05 8 n/a We (Matrix) REACTIONS (lb/size) 6=76/Mechanical, 2=709/D-7-6 (min. 0-141), 8=656/Mechanicel Max Holz 2=75(LC 3) Max Uplift6=13(LC 3), 2=26(LC 3) Max Grav 6=76(LC 1), 2=1395(LC 14), 8=1357(LC 13) PLATES GRIP MT20 220/195 Weight: 50 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 371-7 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation side. FORCES (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 23�3982/0, 3-4�3298/0, 45=1763/0 BOT CHORD 2-11=0/3822, 10-11 =013822, 9-10=013213, 8-9=0/1711 WEBS 4-10=01982, 4-9=1754/0, 5 9=0/1483, 5.8=2123/0, 3-11=131650, 3-10=861/3 NOTES 1) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=6.OpsF, h=12ft; Cat. 11; Exp C; enclosed; MWFRS Pow -rise); Lumber DOL=1.00 plate grip DOL=1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 6, 2. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcvrent with any other live loads. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 6 lb down and 31 lb up at 2-9-8, 6 lb down and 31 Ib up at 2-9-8, 38 lb down and 13 lb up at 5-7-7, 38 lb down and 13 lb up at 5-7-7, an 3d f13-1 down and-271b up at 8-", and 113 lb down and 27 lb up at 6-5-6 on top chord, and 249 lb down and 2 m up at 2-9-8, 24� 1b, 'own and 2 lb up at-2-918, 287 Ib down at 5-7-7, 267 lb down at 5-7-7, and 287 lb down at 8-5-6, and 287 lb down at B5-6 on bottom chA` therdedgn'/selectfon of t such connection device(s) is the responsibility of others. B V i V ( r�: 1 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (Q). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert 1-6=58, 2-7=20 r VI"7 CONS i RUC 1 I DATE d WARIM-t7erif d,,0 9araw wn and RW WIFE QN7ttlS AN IM LM W7WREFBtRa ACME 11it-Mn rec IJ23(1M4S9=LW Design vaffd for use only with Mnek connectors. Th'n design is based only upon parameters shown. and is far an Individual building component. AppricaloW of design parameter and proper incorporation of component is responsibility of building designer - not teas designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stabliffy during construction is the responsibi[W of the - .erector. Addiional permanent bracing of the overall structure is the resepcslbilfty of the building designer. For general guidance regardng - -- =.fa3tc sfion;'quaMy confrolsto`rage, deTrvery, erection cndbracmg, corsuH-. "11ti4f/sfpil_Quallly 6-i;9 Us4lig and 11CM8u0diep Cor iponent-- -. BY. oar 'PROFESS/ sopN� oty o Fti 2 c� 0 44860 m X P 2-31-15 FD C March 19,2014 C ihrinVl�etLL C:�Tin �rlo�`'�'"'%—• - - _ CIWs Heights, CA Job Tru Truss Type Ply 34111-A R41808413 341 s_A_ CJ1A Diagonal Hip Girder 111ty 1 1 Job Reference (optional) BMC, Indio, CA-92203 7.430 s Jul 25 2013 MITek Industries, Inc. Tue Mar 18 132026 2014 Page 2 ID:ItpEP9WCJUDSASPi5gb1 aaKsev3n5MSwuQNB?FJXD9Uw8Bg2oUDNyEQyVRIYPFgDzZfhp LOAD CASE(S) Standard Concentrated Loads (Ib) Vert:4=76(F=38, B=38) 10=34(F=17, B=17) 9=74(F=37, B=37) 5=225(F=113, B=l13) 12=62(F=31, B=31) 14=2(F=1, B=1) CITY OF LA BUILDING & SAFETY T. DEPT. PPRONVED FOR CONSTRUCTION DATE Ai'JABi W -Varifrdeslp pamnewn aaRM M-WOORMAW MIMMM PITUX99MNIZAMEMIT-7473 ML 1/2VAIIIIIAMMIM Design valid for use only with MTrek connectors. The design's based only upon parameters shown, and Is for an Individual bulld'u1g component. Applicability of design parameters and proper incorporation of compor e t Is responsibility of building designer- not tram designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability du sing construction's the nesporsibllifty of the - _ -erector. Additional permonent brocing of-th"v_Wd struature:is-the resparssmflTty oLtbe.buldingdesignar. For general guidance regarding_ Ffabricafiorrqualityaontro4�sforoge.=defnery; erecfiortand bracing. consuB-- ANSV..TPp-Q' *u Gibed¢-DS64S iir d4=-BuBdinp-Component: •-. Soletv Information avallable from Two Plate Irsfitute, 781 N. Lee Street. Suite 31Z Alexandria. VA 22314. Citrus Heights, CA, 95510 Job 27 Truss�Tnjss;Type Qty Ply 3418-A R41896414 3418 A CJ2A Diagonal Hip Girder 1 1 Job Reference (optional) P 1 BMC, Indio, CA - 92203 7,430 s Jul 25 2013 Mrrek industries, Inc. Tue Mar 1 B 1320 2014 age ID:ItpEP9WCJUDSASPi5gb1 cuzKsev-XzlkfGu28V75xhoL1 efNMFLfmlZ9P?aXC9oCTzZfho 3 9 - 1-7-13 3-1-9 2-5-14 Scale = 121.9 44 = Special Special special U4 = Special Special Special LOADING (psf) SPACING 2-M TCLL 20.0 Plates Increase 125 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Ina NO BCDL 10.0 Code IBC2009/rP12007 LUMBER TOP CHORD Zx4 OF No.1&Btr G BOT CHORD 2x4 DF No.1 &BtrG WEBS 2x4 DF Stud G CSI DEFL in (loc) Udefi Ud PLATES GRIP TC 0.35 Vert(LL) -0.1410-11 >950 240 MT20 220/195 BC 0.85 Vert( L) -0.21 10-11 >624 180 WB 0.53 Horz(TL) 0.05 8 n/a n/a (Matrix) Weight: 50111 FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 3-1-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 104)-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 6=76/Mechanical, 2=690/0-7-6 (min. 0-1-8), 8=549/Mechanical Max Harz 2=84(LC 3) Max Uplift6=11(LC 3), 2=12(LC 3) Max Grav 6=76(LC 1), 2=1386(LC 12), 8=1313(LC 11) FORCES (Ib) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3945/0, 3-4=3209/0, 4-5=1707/0 BOTCHORD 2-11=0r3785,10-11=0/3785,9-10=013127,8-9=0/1656 WEBS 3-11=12/650, 3-10=912/0, 4-10=0/997, 4-9=1722/0, 5-9=0/1472, 5.8=2053/0 NOTES 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; Cat. 11; Exp C; encased; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-" wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100� Ib,yplrft�ajotrit(s)°6; 2r 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid Lanels�andat al panel points along the Bottom Chord, nonconcurrent with any other live loads. r U T 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated Idad(s)1113 Ib down;and 30lb•up.at_&.5-P6 on top chord, and 249 lb down and 2 lb up at 2-93, 249 Ib down and 2 lb up at 24-8, 2¢97 Ila down iF V-7; 267 Ib'dowri af➢5 7 7, ancD EP- 287 Ib down at 8-5-6, and 287Ib down at 8-," on bottom chord. The design/selection such tonne_cfion defte(s) istheyy responsibility of others. + 2 �� 1m`tt t../ V D 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (� or back HBO R CONSTRUCTION 4RpFESS/pN�� p� S00IV O Fy C 074486rn LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 DATE ��_ BY cr Uniform Loads (calf) Vert 1-6=68, 2-7=20 Concentrated Loads (lb) gT�OF Vert 10=34(F=17, B=17) 9=74(F=37, 13=37) 5=113(F) 13=2(F=1, B=1) A it'ART�Ati-tTerif/desipa Saraa�mrs sad RfAtl egDiFS 9N RftSAI� BqO t1CAi t7I7RCRI�RAIYF P,�sE MiFT4T3 retc Jf2!(/�I889i8tFlfs£ �� Design valid for use only with Mirek connectors This design is based only upon parameters shown, and is for an individual bullring component. Applicability of design parameters and proper incorporation of component is responsibility of bu0dmg designer- not truss designer. Bracing shown ;{ is for lateral support of Individual web memrs beonly. Additional temporary bracing fo Insure stability during construction is the responsiblUty of the WOW .._ _e.ereetoriAd3iand.penn�ent:4racing-cf 1h s N^,M_a.6.ihe responsiblrtly o t}he_builri0g designee For general guidance regardng- n .-- fabrication quddy,=ntmL3iorege.-deWay erecfionvnd bracing. eormil-�MBF/rPri-�uaByLilfeikr,=D58-8iand BCS"uMng Coinponerd"� Sdety hrfwrnarion available from Tnna Plate Institute, 781 N. Lee Street. Suhe 31Z Alexandria. VA 22314. Citrus Heights, CA, 1-15 /* March 19,2014 Job Truss Truss Type Qty 3418-A IPly R41608415 3418 A CJSA Diagonal Hip Girder 1 1 Job Reference (optional) BMC, Indio, CA- 92203 7,430 s Jul 25 2013 Mrrek Industries, Inc. Tue Mar 18 13:2028 2014 Page 1 ID:ItpEP9WCJUDSASPi5gb1 aaKsev-?9DBtcvgvoFyZrNXbLBcvTugZAemurCkmsuLkvzZfhn 1-7-13 57-5 &SS 11-3-0 Scale - 122.6 4X6 _ 2x4 II 6x8 = 5X5 — 7 Special Special Special Special Special Special 4x4 = 2-10-0 2-&3 61.S Plate Offsets (X,[2:0-4-3,Edge]f9:D-3-9,0-Ml f10:0-3-9 D-3-01 LOADING (psf) SPACING 2-M CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 125 TC 0.35 Vert(LL) -0.14 10-11 >954 240 MT20 220/195 TCDL 14.0 Lumber Increase 125 BC 0.85 Vert(TL) -0.21 10-11 >614 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.53 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code IBC2009/TPl2007 (Matrix) Weight: 50 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3-1-9 oc purlins. BOT CHORD 2x4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during buss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 6=76/Mechanical, 2=705/0-7-6 (min. 0-1-8), 8=659/Mechanical Max Harz 2=84(LC 3) . Max Uplift6=11(LC 3), 2=18(1_C 3) Max Grav 6=76(LC 1), 2=1388(LC 12), 8=1363(LC 11) FORCES (lb) -Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3959/0, 34=3269/0, 4-5=1734/0 BOT CHORD 2-11=0/3800, 1D-11=0/3800, 9-10=013185, 8-9=0/1682 WEBS 4-10=0/983, 4-9=1753/0, 5-9=0/1481, 5-8=2105/0, 3-11=12/650, 3-10=-065/1 NOTES 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psF, BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other rive loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-B-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Refer to girder(s) for truss to truss connections. RGFESS/� 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstandin 100db.up ifL t joint(s)-662. 9) This truss has been designed for a moving concentrated load of 250.0Ib live located at all d Danis and�i all panel puints`alo g°the Sooty �(` Bottom Chord, nonconcurrent with any other live loads. 1 R { f , ` r 91--✓,� T h Q� Q �� 10) Hanger(s) or other connection devices) shall be provided sufficient to support concentra d load(s) 4.lb-down and 31 lbup of r2-9,B, 4r� 2 lb down and 31 lb up at 2-9-8, 38 lb down and 16 lb up at 5-7-7, 38 lb down and 16 lb ub at 5-7-7, and 11.3lb down and`30 Ri-up'aV DE 85-6, and 113 Ito down and 30 lb up at B-5-6 on top chord, and 2491b down and 2 lb uplat 2-9-8, 2�49 Ib;dowri and 2 lb;up at 2-,M � C 074486 267 lb down at 5-7-7, 267 lb down at 5-7-7, and 287 lb down at 8-", and 287 Ib d at &5-6 on bottom chord, the�,i design/selection of such connection devios(s) Is the responsibility of others. j z C.C�+ �,�f) i ' E 12-31-15 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front ( ) or back (B). v 11i� ©N LOAD CASE(S) Standard DATE ILP jV �P 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 ---- BY FQrc March 19,2014 QIIIII -"dnip paramm and AM WIFSOMMITAM MM INVEKIUMM AGE Nif-74nMR, I/n/211I88HWlI5E Design valid for use only with Mrrek connectors. This design is based only upon parameters shown, and is for an individual building component. Appricability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to irssure stabTriy during construction is the responsibi0'ity of the _ _ .. ._.erecfav2,ddd'�Inev�aaa�st bras'wa-af.ffis�verall-shucturais-the.msoorsibTdv,of-the.buildna desianer.Fa aenerol.auidance reaardno _. _.- fabricariorrqualNq�aoniral.-�stor'a®erdelrvery: erection and braeing�¢eredlk �-.4MS1/YlH•Qae01y6xNada DWU and SMI8Bvtding•Componentx•.... .,.,- Tsree Solely Infamalbn ava0able from Truss Plate Irstilute, 761 N. Lee Stn3et Suite 312 Alexandria. VA 27314. {777 Citrus Heights,611F lrts, CA, Job Truss Truss Type I]ty Ply 3ats-A R41608415 A 3418 CJ3A Diagonal Hip Girder 1 1 Job Reference (optional) aMC, Indio, CA- 922b3 7.430 s Jul 25 2013 Mr rek Industries, Ina Tue Mar IS 132028 2014 Page 2 ID:ItpEP9 WCJUDSASPi5gbl cuzKsev-79D6tcvgvoFyZrNXbLBcvTugZAemurCkmsuLkvzZfhn LOAD CASE(S) Standard Uniform Loads (ptf) Vert: 1-6=-66, 2-7=20 Concentrated Loads (Ib) Vert: 4=76(F=-38, B=-38) 10=34(F=17, 8=17) 9=74(F=-37, 6=37) 5=225(F=l13, B=113) 12=62(F=31, B=31) 14=2(F=1, B=1) CI T° OF L-A QUINTA QUILUNG & SAFETY DEPT. OVER FOR CONSTRUCTION DATE 0WARNM-Wn7rde aparawtrrsandRMA07FSON7MAli®7Rt2MRfff;FCREFBtMAGEMR-703mt.if29MA SHELM Design valid for use only with MfTek connectors. This design Is based only upon pc�arnetes shown. and is far an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of bulldmg designer- not has designer. Bracing shown is for lateral support of individual web members only. Additional temporary brocmg to insure stability during construction is the respormbl8rty of the w.=�.__,.,,,-,,.er�stac�9*J.�tioe`®ld;!emsa¢egibU.dclag,of-the.orem0,�tuchsP.is,Yhe Porsib0lhcn(ihehu0dng designer..k-geperal.guidonce.rega[din9 rt- � iabricatierti-atraliH confioL-sioaae deWerv. ereefto�and,braama coravk+�-AiJS+RPiT*@uaBNisdFedw D5B+69'a+sraLgul ance,r gardin Chr s Heigtds, CA, 95610 Job Truss Truss Type�Qty 341e-A R41608416 3416 A_ CM Diagonal Hip Girder 1 [ly 1 Job Reference (optional) aMG, Indio, CA - 62203 7.430 s Jul 25 2013 M7ek Industries, Inc. Tue Mar 18132028 2014 Pagel ID:ItpEP9WCJUDSASPi5gbl cuzKsev-79D6tcvgvoFyZrNXbLB.TuvAAnouxOlansuLkvzZfhn 5 2 2-571 2-&2 2 3xs II 2.83 12 9 6 10 5 B 3x4 = 7 Special 3.4 =4 2x4 11 Scale = 120.0 LOADING (psf) SPACING 2-M CSI DEFL in (loc) Wall Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.06 Vert(LL) -0.01 5-0 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.27 Vert(TL) -0.02 5-6 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.16 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IBC2009/TP12007 - (Matrix) Weight: 30 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&BtrG TOP CHORD Structural wood sheathing directly applied or 5-4-5 oc purtins. BOT CHORD 2x4 DF No.1 &BtrG BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G M7ek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS All bearings Mechanical. (lb) - Max Horz 7=30(LC 3) Max Uplift All uplift 100 Ito or less at joint(s) 3 Max Grav All reactions 250 lb or less at joint(s) 3 except 5=498(LC 10), 7=304(LC 7), 1 =403(LC 13) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2= 448/0 BOT CHORD 5-6=8/431 WEBS 2.5=545/11, 1-6=0/510, 2-0=-66/312 NOTES 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; 8CDL=6.Opsf, h=25ft; Cat 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other rive loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide metal plate or equivalent at bearing(s) 1, 3 to support reaction shown. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at.joint(s) 3. 8) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Gap between inside of top chord bearing and first diagonal orvertical web shall not exceed 0.500in. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concen r ted load(s) J.13,Ib down and 30 lb up at, 2-6-11 on top chord, and 287 lb down at 2-6-11 on bottom chord. The design/selection, of sum 6onnecbon device(sj is;ttie 9 U ! N T responsibility of others. y <n 11) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) oB404Wj I C'-',� ��c ET T�/ v CP LOAD CASE(S) Standard 0�. `,;. �f`1 l�4j% 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 A �1 J Uniform Loads (plf) FOR CONSTRUCTION Vert: 13=-68, 4-8=20 Concentrated Loads (lb) Vert 2=113(B) 6=37(3) DATE BY - A YARN MS -tredf fdesip paraareats and READ AD7ES Off MISAW IfA'l LM Ifi7Rf REFERRU AGE IW-7473 ree;12!(12074 S9W11M Design valid for use only with Mlrek connectors. This design is based only upon parareters shown, and is for an Individual bunting component. Applicability of design parameters and proper incorporation of component is responsibility of bullding designer- not buss designer. Bracing shown is for lateral support of incrwidual web members only, -Additional temporary bracing to Insure stability during construction Is the responsibfliity of the from oQROFESS/pN �oQ S00/� c) C 074486 c M 12-31-15 srgT t ��P FOFC 0 March 19,2014 MF MTek' _ Y7rrGieer�dCCen�°sOAe�`��-=-=.-=.- Chr s Herds, CA, 95610 {�:R Job Truss niss Type Qty 341 B-A [ly R41608417 3418_A CJ7A Diagonal Hip Girder 4 1 Job Reference (optional) SMc, Indio, CA - 92203 7.430 s Jul 252013 Mrrek Industries, Inc. Tue Mar 18 132029 2014 Page 1 ID:ItpEP9WCJUDSASPi5gbl cuzKsev-TMnU4ywlg6NpB,yk93irSgQ?sa3FdKxt?WevGLzZfhm -1-7-13 3-1-13 6-3-10 1-7.13 3-1-13 3-1-13 Special Special Scale = 1:45.7 Special Speogl6 r.—,- sn a B r 6 2x4 II 8xB = 3x4 = Special Special Special Spada] Plate Offsets O(N j7:039,0 3-0] LOADING (psf) SPACING 24)-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) -0.04 6-7 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.51 Vert(TL) -0.05 6-7 >999 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.43 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Weight: 50 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 64-0 oc puffins, except BOT CHORD 2x4 DF No. 1&Btr G end verticals. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer installation uide. REACTIONS (lb/size) 8=369/0-7-6 (min. 0-1-8), 4=152/Mechanical, 6=165/Mechanical Max Horz 8=149(LC 5) Max Uplift8�317(LC 3), 4=25(LC 3), 6=489(LC 5) Max Grav8=774(LC 10), 4=152(LC 1), 6=1042(LC 9) FORCES (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=613/304, 2-3=286/168 BOT CHORD 6-7=181/267 WEBS 2-7=237/524, 3-7=-070/513, 3-0=566/384 NOTES 1) Wind: ASCE 7-05; 85mph; TCDL=B.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capablee of 1VItKstanding100'[b'upiift atjbitlt(o 4--6xmpt•("=1b9 - 6=489. OFESSI , N pI 7) This truss has been designed for a moving Concentrated load of 250.Olb live located of thth OQK SOO all -m�id panels and=at all panellpoints aloe Bottom Chord, nonconcurrentwithany other live loads. C� �� 2 BU�I t/� �b iF�y p 8) Hanger(s) or other connection devices) Shall be provided sufficient to supl'ort concennted load(s) 4'Ib do and•56 Ib fir 9T; 4 �� O CO �C ' uP V� lb down and 41 lb up at 2-9-8, and 43 lb down and 16 lb up at 5-7-7, and (¢5 lb down afid 13'lb,rip at' 5-2,7 omtop chord, and 250 lb C� Tt1 down and 259 Ito up at 2-9.8, 251 lb down and 234 lb up at 2-9-8, and 27 ib down aA� 120 Ib up at1N5-7 7 and;270Jb.down and 128 lb LU C 074486 M up at 5-7-7 on bottom chord. The design/selection of such connection delice(s) is reresponsibilityiof others UCT� O t 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as Prot toy bk` (� v `� r r t V t V 12-31-15 * LOAD CASE(S) Standard 1) Regular. Lumber increase=1.25, Plate Increase=1.25 DATE BY Uniform Loads (plf) FOF C Vert; 1-2=-68, 2 4- 8, 5-6=20 March 19,2014 d WARAM -Nerif nhuip pars mmin; and READ AD7FS ONTNLS AN fN2LM AfI7R RERWFNU AW Off-i4T3 ree 1/29/mAl agwoz Design valid for use only with MTek connectors. This design Is based only upon parameters shown. and Is for an individual bufldmg component. Applicability of design parameters and proper incorporation of component is responsibility of building designer not true designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during constn=fion Is the responsfbl0' of the ■.; � F :..•.. ..�., erector-AcidiiAnal.permanent.bracingof.theovera0.structwe is the ..nesporuibAHy. otIbeby0ding,designec Far generglgyidanaexegardnp .r: _.�,�.,,•, �,,,_�- _.�.LYII.I�h : ._ -.—....-.fabrieafionrefoolity_control, storege deWery.'erectionand lxacing:consult AA�darDS8.89� nd-KM.4uHcDng-Componenf Sareiy Irsformallon ava11able- from Truss Plate Institute, 781 N. Lee Street, Suite 312 Alexandria. VA 22314. Citns I RLa s weeaaaAtm dedwta m`om loose ve IA hwtl� Heights, CA, 95810 Job TrussType ty Ply 341&A R416D8417 3418 A_ Piss 7A Diagonal Hip Girder 4 1 - Job Reference (optional) BMC, Indio, CA- 922D3 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 9=97(F=41, B=56) 10=78(F=-43, B=35) 12=1(F=1, B=0) 14=41(F=21, B=20) 7.430 a Jul 25 2013 Wait Industries, Inc. Tue Mar 18 13:202D 2014 Page 2 ID:ItpEP9WCJUDSASPi5gb1 aaKsev-TMnU4ywlg6NpByk93irSgp?sa3FdWd?WevGLzZfhm CITY OF LA QUINTA BU'-' DJ'NC & SAFETY DEPT. APPR-0 FG±q Co)VrN— V T,off DATE BY AllAMAM-"desipparamm-rsand RIM R07E5DMMITAA®fPX]M &0lTMfR cfJ' RJM AAM MIT-7413 ML 1129IM4 ARMUE �� Design valid for use only with MRek conmctm This design a based only upon parameters shown, and is far an'nsdwtdual building component. Applicability of design parameters and proper Incorporation of component isresponsibW of building designer- not truss designer. Bracing shown is for lateral support of indwidual web members only. Additional temporary bracing to Insure stability during construction is the respormbililty of the -.:-.. .• --�-feareb"±ricnatr-oAryd•qdduiaa afdGy�LcR' oenniaroaLosetnorta bgraeci; tnlegrrvocf.ryth-eeorevcettigonli tu[?c'¢'v-stgb�e ermensRsuANn�51t2 of uelRf'rifadar859�4andf.®uREing-Gompon.e. rd.,..,--.- �Y..s-Th�arding -anfa-1RQ9Lde1�-.--.--. . "•:"-`"'""""' - - - .--_ - - 5alaly InfonnaBon available from Tnra Flute Institute. 781 N. L.ee Street, Suite 317. Alexandria, VA 22314. reantie`6c Lgne',`80ire'1'09""'°"9i - "` �itasdstrk ,.4he design sstihsrs aseltsosPLedesdve 06/11311=2 bVALSC Citrus Heights, CA, 95810 Job Truss Truss Type Qty 3416 A [ly R41606418 3416 A CJBA Diagonal Hip Girder 2 1 Job Reference (optional) BMC, Indio, CA- 92203 7.430 5 Jul 252013 MTek Industries, Inc. Tue Mar 181320:30 2014 Page 1 ID:ItpEP9WCJUDSASPiSgbla¢Ksev-yYKtIHxxRQVgo8XwjmD4 uzAS_KCMIi0DANSpoz7fil -1-7-13 3-1-11 S7�i 8-5-2 11-3-0 1�3—T 3r1-11 2-511 2-9-12 2-9-14 N Scale = 122.4 4x6 2x4 If axa = am = 8 7 Special Special Special 3x4 = Special Special Special LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-M Plates Increase 125 Lumber Increase 1.25 Rep Stress Ina NO Code IBC2009frP12007 CSI TC 0.35 BC 0.05 WB 0.53 (Matrix) DEFL in (loc) Vdefl Ud Vert(LL) -0.14 10-11 >952 240 Vert(TL) -0.21 10-11 >623 180 Horz(rL) 0.05 8 n/a n/a PLATES GRIP MT20 220/195 Weight: 50 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-1-8 oc purlins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 1 D-0-O oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation ouide. REACTIONS (lb/size) 6=76/Mechanicel, 2=691/0-7-6 (min. D-1-8), 8=551/Mechanical Max Horz 2=84(LC 3) Max Uplift 6=1 1 (LC 3), 2=12(LC 3) Max Grav 6=76(LC 1), 2=1388(LC 12), 8=1314(LC 11) FORCES (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=3951/0, 3.4=3217/0, 4-5=1715/0 BOT CHORD 2-11=0/3792, 10-11=0/3792, 9-10--0/3135, 8-9=0/1663 WEBS 3-11=12/650, 3-10=911/0, 4-10=01998, 4-9=1722/0, 5-9=0/1475, 5-8=2060/0 NOTES 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 34-0 tall by 143-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 6, 2. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. �pFESS/� QQ Np, cjOO/`( c 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 113 tb do and 30 �b7up'At ISU on top chord, and 249 Ito down and 2 lb up at 2-9-8, 249 lb down and 2 Ib ug at=2-9z8 26ti"Ib down -at 5-7-7i 267 Ib down ;55-� -a, d �� O p 286 lb down at 8-5-6, and 287 lb down at B 5 6 on bottom chord. The deji n/selection rsu connection devices aIs� the rr]] responsibility of others. g �, i `` c h`( i> `� �IE � - 2 C V � TZTT I 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as yfront (F) or bdck-j''B��s)3c SAF C7U t LU C 074486 m LOAD CASE(S) Standard �� P V-j� `6 E1D EX 12-31-15 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 r,�p�l�S-�e�U Uniform Loads (pit) FOR CjUI� Vert 1-6=-08, 2-7=20 FOR sT \Q Concentrated Loads (lb) gTF�F CA Vert 10=35(F=17, B=18) 9=75(F=37, B=38) 5=113(F) 13=2(F= B=1) BY DATE — --'�— March 19,2014 0 WAN/ M -VerHrde- i mn; and Rft MIFS Off DO AAA fN2tlEFfs MI7W9FW73tFNX PASS Ki-I4n ter, I/B/MdR9W1 E Design valid for use only with MUek connectors. This design's based only upon parameters s he w and is for an Individual bWdnrg component. Et• APplicabUdy of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary Macing to insure stability during construction's the respondinillity of the -.ddi .._erectm-Adonal.permaoent-bracing of the overallahucture'a,the.resAonstAlty_otthebtAdlnaAP;igper,.F.cx.gen l guidanceregardng ---fabricatiorr,�quardycontrol; sforage;•derwery; eracfion�and�lxacingrcmaul}--:AN6rHPl3,QueMy�CMdia:ASB-89+ani�B6tA8uBdingGomponcrt'� -�-�-..�- M �v "777TGieBhbBckL%tiV; Sally hda mmlon avollable from Truss Plate Institute, 781 N. Lee Street, Suite 312 Alexandria, VA 22314. PLsefSMhaneser# _,w,�A d--h—ra�.,t►mrq.. _ -a... MrAI MIX I.A&Ce SL'7te fi09 clew Heights. CA, 95610 ti Job Truss Truss Type Qty Ply 341e A R41808419 3418-At Dal FLAT 2 1 Job Reference (optional) Bmu' IriOro, GA- 92203 1,43u 5 Ju120 2 13 MI I ex rnOUSUM, inc. 7ue Mar 1613:20:322014 Pagel ID:ItpEP9WCJUDSASPi5gbl a¢KseV-uxSdiryBz1102ShJgBFY3J20m9jgb9JhUsZtgzZfhj 3b-12 6315 10.1-2 137-14 3.6.12 333 333 38.12 Special Special Special Special 4x8 = Special Special 3x4 = Special Special 6x10 MT20H = 1 34 35 36 2 37 3 38 39 40 41 4 31 16 42 15 43 14 44 13 45 12 11 46 10 9 47 8 48 7 49 6 50 5 4x4 it 3x4 II 3x4 = 3x4 = Plate Offsets fX.Y1: 14:0-3-8.0-1-1 LOADING (psf) SPACING 1-M CSI DEFL in (loc) Vdefl Ud TCLL 20.0 Plates Increase 1.25 TC 036 Vert(LL) n/a - n/a 999 TCDL 14.0 Lumber Increase 1.25 BC 0.21 Vert( L) n/a - n/a 999 BCLL 0.0 ` Rep Stress Ina YES WB 0.79 Horz(TL) 0.01 8 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD WEBS 2x4 DF Stud G *Except* JOINTS 4-5: 2x4 DF No. t&Btr G OTHERS 2x4 DF Stud G REACTIONS All bearings 13-7-14. (lb) - Max Horz 16-65(LC 3) Max Uplift All uplift 100 lb or less at joints) 13, 8, 7, 9, 15, 14, 11, 10 except 16=467(LC 9), 5=-472(LC 12), 6=210(LC 7) Max Grav All reactions 250 lb or less at joints) 6,15 except 16=660(LC 8), 5=855(LC 7), 13=806(LC 8), 8=800(LC 7), 7=287(LC 37), 9=263(LC 35), 14=272(LC 30), 11=349(LC 33), 12=418(LC 21), 10=261(LC 23) FORCES (lb) -Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-16=564/446, 1-2=295/337, 2-3=-429/461, 3.4=-417/430, 4-5=-669/457 BOT CHORD 14-15=319/328, 13-14=417/421, 12-13=313/660, 11-12=119/466, 10-11=85/432, 9-10=150/498, 8-9=-345/673, 7-8=-382/480, 6-7=284/391 WEBS 1-13=-662/528, 1331=1336/625, 31-32=1233/624, 3-32=1414/638, 3-8=1311/661, 4-8=751/544, 2-31=-433/0, 12-31=339/3 Scale = 1:31.2 0 d PLATES_ GRIP MT20 220/195 MT20H 165/146 Weight: 135 lb FT = 20% 2-" oc purtins (6-0-0 max.): 1-4, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Brace at A(s): 1, 4, 31 NOTES 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal_t p.the,face), se Standard Indstry� � �� Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI il. G i y 01 [A 0 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. BUILDING c5 SAFETY DEPT 5) All plates are 2x4 MT20 unless otherwise Indicated. _ _ 6) Gable requires continuous bottom chord bearing. 8 7) Gable studs spaced at 1-4-0 oc. I 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with arpy other livel ids CO N S US U CTI O N 9)' This truss has been designed for a five load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tail by 14)-0 wide will fit between the bottom chord and any other members. 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Provide mechanical Connection (by others) of truss to bearing plate capable of withstan iry`)1Offb upliRatjoinf(s)_1.3r8�'11�9�15 1a 11. 10 except Qt=lb) 16=467, 5=472, 6=210. 12) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, noneoncunent with any other live loads. 13) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag ??,OFESS/ONE\ SOON F �pO py ti C 074486 c M 12-31-15 �FOFC Q March 19.2014 m chord from 0-0-0 to 13-7-14 for 109.8 bit. 0 MARtd M-Wrifirdesip paraaietm and RAC WIF501f WISAID TA LM 19TEXRFFERFMf AGE Wr-7473 ML 1129IMSBODELM �� Design valid for Lee only with Mnnec ek connectors. This design is only based upon parameters shown, and is for an Individual building component. Appriaobilly of design parameters and proper incorporation of component is responsib0lfy of building designer - not truss designer. Bracing shown 6 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the 7-z;=ereUor—Add5foo1pemanent-brodrgof-the over4allstricture-6.the.epomlbil*of thebuIl!ing.designer_argeneral guidance --regarding tobrk= on-quardy-ctro storage,:deWery..etionand,brdcin , .,7777�Grtefilre,�dc . Carfe;°S0te 1'0 9" a -"—." .ls ��ea t16/CIJffi13 bVALSC I' , 7 �,t, 312. Alexandria Cltns Heights, CA, 95810 i5C Job Truss Truss Type Ply 3410-A �Qty R41608418 3418_A D01 FIAT 2 1 Job Reference (optional) BMC, India, CA-92203 7.430 s Jul 25 2013 MTek Industries, Inc. Tue Mar 18 1320:32 2014 Page 2 ID:f1pEP9WCJUDSASPi5gbla¢Ksev-uxSdizyBz1102ShJgBFY3J2OmgjgbgJhUsZt<g Zfhj NOTES 14) Graphical purfin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 152 lb down and 23 lb up at 1-9-15, 214 lb down at 3-9-15, 235 lb down at 4315, 235 Ito down at 6-3-15, 235 lb down at 7-3-15, 235 lb down at 9-3-15, and 214 lb down at 9-9-15, and 152 lb down and 23 lb up at 11-9-15 on top chord. The design/selection of such connection devioe(s) is the responsibility of others. 16) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1.4=-34, 5-16=10 Concentrated Loads (lb) Vert: 34=152(F) 35=214(F) 36=235(F) 37=235(F) 38=235(F) 39=235(1=) 40=214(F) 41=-152(F) CITY 04 LAQl. INTA BUILDING & SAF=ETY DEPT. AF- rFl.OVED FOR CONSTRUCTION DATE BY AH'AWM-YeilirdulpFarawett-rsand FLU ADIFSONMIS AMIP%ZIMAfRFYARTIMU WE WT- 7473 M L 11291M4 BRIMUE Design valid for use only with Mnek connectors. This design is based only upon parameters shown, and is for an individual building component. IF of design parameters and proper Incorporation of component a responsibility of bullying designer- 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:-Addtfonelpermanenttmcing-of4he-aveinu,struntureisthe-mponsibllity�fdhebLadng•designer.Forgenerel.guidanc mgardng- fabricatlomqudityaontie6 storage, delivery; -erection ond,Mocmg>co II, - arm"WI-Sullding Compon erd .- -. -.,-- -_ �.-` u o----..x•� ^ �Aw , ""7777 Greetiba'Ck'CIinE"50aa'++sa . N. Lee Street, Suite 31 KAle-xandria, VA 22314. CIWs Heights, C ,. rM nTM y A, 95610 Job Truss Truss Type ty Ply -AR4163418 lJoblaReferenoe, A_ Gr2 Monophch 1 2 o ional BMC, Indio, CA - 92203 7,430 s Jul 25 2013 Mrrek Industries, Inc Tue Mar 18 1320:33 2014 Page 1 ID:ItpEP9WCJUDSASPiSgbl cuzKsev-M70?wJzpkLtFfcGVOumncWbiaBRUZ9eTv8c6P6z7fhi i 3-0-0 61-0 &0.0 2A 11 Scale c 1:18.9 4x4 = Special 4x6 = i 0.a-0 3-0.0 6.1-0 i a" , 0-8-0 2.4-0 3.1-0 1-11-0 Plate Offsets (X,Y): IB:D-39,0-5-01 LOADING (psf) SPACING 2-1-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 027 Vert(LL) -0.03 6-7 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.50 Vert(TL) -0.07 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.32 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 84 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 DF No.2 G end verticals. WEBS 2x4 DF Stud G 'Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-6: 20 DF No.1 &Btr G REACTIONS (lb/size) 5=1962/Mechanical, 1=1019/0-5-8 (min.0-1-8) Max Horz 1=81[LC 4) Max Gravy=2844(LC 13), 1=1514(LC 10) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 3608/0, 2-3=2549/0 BOT CHORD 1-7=0/3398, 6-7=0/3398, 5-6=0/2416 WEBS 3-0=0/3390, 35=3612/0, 2-7=0/666, 2-0=1100/0 NOTES 1) 2-ply truss to be connected together with 10d (0.131'x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 2 rows staggered at D-3-0 oc, Except member 53 2x4 -1 row at 0-9-0 oc, member 7-2 2x4 - 1 row at 0-9-0 oc, member 2-6 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except R 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 otfierwrsee'indicated: .,. 3) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.OpsF, h=25ft; Cat. II; Exp C; endowed; MWFRS-(low-ri�se)`;.canWever left4 d right--_, exposed; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00y U V Y r � d F A Q 9 1 I N 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wi ph a �dther live, loads. �*E J A- 5) *This truss has been designed for a rive load of 20.Opsf on the bottom chord in all areas wh`aN �•r"ectangle:3Cr0 tall liy�t' M wide i fd between the bottom chord and any other members. �a r TdDEPT. 6) A plate rating reduction of 20% has been applied for the green lumber members. J , � �-�.;� 7) Refer to girders) for truss to truss connections. �p 8) This truss has been designed for a moving concentrated load of 250.OIb rive local at all mid panels and at all;parrel poremalong� Bottom Chord, nonconcufrent with any other live loads. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 321 lb down at 2-0-12, and 369 lb down at 44)-12, and 2788 Ib down at 6-1-8 on bottom chord. The design/selectio ofst�Lconnectil)n device(s) is the responsibility of others. ----- BY LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1 -4=71, 15=21 QROFESSI S00/y o2 c 2 LU C 074486 rn * 12-31-15 sTgrFOF L1F0��\P March 19,2014 A WAFAM -Yeri7Tdesgra param ten and RFAC NWFS off iW5AM fNt20f EV N=REFFRFN Z PAGE N3r-1413 re 11291MASHWIlM Design valid for use only with Mrrek connectors. This design is based only upon parameters shown, and Is for an'ordinidual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is far lateral support of individual web members only. Adddional temporary bracing to ins stabrTity during construction Is the resporsibUy of the A. ..,.-erector.A.ddtlioaa,p imLnent.b e.-deDof-the o coon and bre ing;,.onsul3S$-ANSfdb? ny-C4 dam°"9-and BCSi4uDdng Gomm nem...- ' --fiabrieafiortquafd�conlroLstoa�ge:<ieWery erection and brocing�comelF-�-RN51fTAR�Qua81y-6rflmlvr�B69.:8R�and $f31�Bu0ding�.C-omponeM -. -� _---••—.. .��-��ieen-6a�Len"€,"Sd0e 1Dff'"'."._. - -` Safety Infonnallon available from Truss Plate ImtihAe, 781 N. Lee Street, Suite 31 Z Alexandria. VA 22314. Citrus Heights, CA, 95610 M3mn0>3s�t;�bae�erk mod. dsedriQnl�tr3 meelealne tql' Job Truss Truss Type Qty 3416-A 1ply R41608420 3418_A_ G_2 Monopkch 1 2 Job Reference (optional) BMC, Indio, CA- 92203 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 6=1899 fl 9=148 (l 10=236(F) 7.430 s Jul 25 2013 Welt Industries, Inc. Tue Mar 181320:33 2014 Page 2 ID:ItpEP9WCJUDSASPi5gb1 azYsev-M70?wJzpkLtFfcGVOumncWbiaBRUZ9eTv8c6P62Zfhi CITY OF LA BUILDING & SAFETY DnEpTT. APP }COVED FOR CONSTRUCTION DATE BY AL -VeriffifesfpParaMM-esandRMf IESONROAM[NafMMMi MUM-MnMLJ1n1M4a9WLSE Design valid for use only with Mffek conneetors. No design is based only upon parameters shown and Is for an individual bulling component. Appficabinty of design parameters and proper incorporation of component Is responsibility of building designer- not tnra designer. Bracing shown 6 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction's the resporubilfity of the •r _.«<erector,.Adc ioml.p--rrx=wn bracing ot-the•overaLLsfrucfura,islheresspfaafac se• +• �+_ma, r..Focgene®L®uldence regardn0,.,,,,„., m labHcatiort ea .+-..__ ._.. _a_e. _.._... -_--' - '_� q ntycrontrcl:•storage; dafrvery; ereationandbracing;�ceexuB�+-V1TFSy#Ii=Qa�+6s8eda; 05B-aR�and-8E6F°bu8mng6omponerd- �-- ••� SaInformation avonable from Truss Plate Institute, 781 N. Lee Street. Suite 31Z Alexandria, VA 22314. ;7777"�ie�n5ark ram,56` "109 tety IF3wa&..Ph.E5F1hffMber1. tM eleeMssysLsws umaiusm... =!lis..Mlts46,.►t [a` Citrus Heights, CA, 95810 Truss Truss Type Qty Ply 3a18-A jJob R4180D421 341 a_A_ TtA Half Hip Giber 1 Job Reference o tional om�., maro, wa- accuo r.ceu s �w co <vis mnaR mousmes, mc. i ue man o ialu:m zuic rage i ID:ItpEP9WCJUDSASPi5gbl aaKsev-EuFWmhOKoZNhBDZGdk4mMIMBpidVwZ2gmaKZuz7fhe 4$11 10-0.10 t5-4-9 2a8-B 2s-D-B 2s-7-7 3a-DA Bs2-8 4b11 54-0 5-3-14 s4-0 54.0 3.6-15 4s1 12-0� Scale = 1:60.7 Special Special Special Special Special Special Special 4x4 = Special U4 = Special 3x4 = Special Special 5x6 = Special US = Special Special 4x6 = 4.0D 12 t6 30 15 31 32 33 14 34 3536 37 13 38 39 40 12 41 42 43 1144 45 10 46 3x4 2.4 II 6.8 = Special 7x10 = Special 4,6 = Special 4x4 = Special Special 7x10 = Special 3x4 = 3x4 Special Special Special Special Special Special Special Special LOADING (psf) SPACING 240-0 CSI DEFL in (lac) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 125 TC 0.43 Vert(LL) -0.09 10-11 >999 240 MT20 220/195 TCDL 10.0 Lumber increase 1.25 BC 0.93 Vert(fL) -0.17 10-11 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.52 Horz(TL) 0.02 8 n/a n/a BCDL 10.0 Code IBC2009ITP12007 (Matrix) Weight: 358lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.t&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 DF No.2 G end verticals, and 240-0 oc puffins (64-0 max.): 1-6. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 104-0 oc bracing, Except 64)-0 oc bracing: 12-13,11-12. REACTIONS (lb/size) 16=1643/0-5-8 (min. 0-1-8), 12=4572/0-5-8 (min. 0-33), 8=824/0-5-8 (min. 0-1-8) Max Horz 16=75(LC 6) Max Uplift t6=21(LC 3) Max Grav 16=2101(LC 18), 12=6034(LC 22), 8=1131(LC 25) FORCES (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1 6=1 992/16, 1-2=1499/0, 2-3=3234/31, 34=1448/93, 4-5=0/3892, 5-6=132710, 6-7=3003/0, 7-8=2991/0 BOTCHORD 14-15=29/2482, 13-14=92/2475, 12-13=1238/0, 11-12=1266/0, 1 D-1 1 =0/1 813, 8-10=0/2807 WEBS 1-15=02344, 2-15=1462/121, 2-14=0/1027, 3-14=0/1064, 3-13=1582/65, 4-13=0/3380, 4-12=-3863/37, 5-12=3789/0,5-11=0/3286,6-11=957135,6-10=0/1651 NOTES 1) 2-ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords'connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as'front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise i idicated. 3) Unbalanced roof live loads have been considered for this design. �-� 4) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL�.Opsf; h=13ft; Cat. 11; Exp C; enclosed; MWFRS 0I ns€); !Number DOL 1.00 plate i PROFESS/p gripDOL=1.00 f Ui 1f�i�i(`�� S�ON��F 5) Provide adequate drainage to prevent water ponding. BUILDING (OX-,`y�-,C��-ETY ©--�� 0� 0 � 6) This truss has been designed fora 10.0 cast bottom chord live load nonconwrtent with any othr r rive loads 4' ro 4 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle=3=6 0 tail -by I-M wide mill �il�, V G� 2 fit between the bottom chord and any other members. FAR � CONSTRUCTION ` t, Z'' iIVs-A C 074486 m 8) A plate rating reduction of 20% has been applied for the green lumber members. O V v R U CTI O I 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 16. * 12-31-15 10) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. n� 11) Graphical puffin representation does not depict the size or the orientation of the puffin along & and/or -bottom -chord._ BY TFOF C O� March 19,2014 A MWM-Veraiydestila SaJ=Mrs aW RW A07FS'W WITAN IN12flGF&!fs"TWR9TAnVM WW IM-7433lee J129/M4A9W9E __• Design varid for use only with Mnek connectors This design is based only upon parameters shown. and is for an individual building component. Applicability of design parameters and proper incorporation of component is respon lbrity of buildng designer- not truss designer. Bracing shown B for lateral support of lndwidual web members only. Additional temporay bracing to Insure stability during consfrucrion is the responsibility of the r2�._9 fl9rlpl 7nan,:.n_b19.4ing,9lmg.pY t is x,_o lag desi9 wr general { �.-.. ,.� s _^,^..•' ..re regarding .gLAdpnpP. _g. g.,..... -f.&i6 tiorc-quaritysrontroL-storage, deWery;,erection-ancFbr6ei :Gen9uW - - uaBlyCRerf�L58.69asrd$QSI BaOding Component --v Sorely trrtorm=n available from Truss Plate inslfhrte, 781 N. Lee Sheet, Suite 31 Z Alexandria, VA 22314. - . w 110k•- � +Gtee'nbad: t�1R'SBil� lbt+' N*+ alg+seISMknriberls sextlSesi the detfenseEss �1&a @f r9s 6GQ4fffis.abvAfSr C1trus Heights, CA. 9581 D Job Truss Truss.Type Qty y 341&A R41508421 3418 A T1A Half Hip Gilder 1 2 Job Reference (optional) BMC, Indio, CA- 92203 NOTES 7,430 S JdI 25 2013 M7ek Industrials, [no. Tue Mar 18 13:20:37 2014 Page 2 ID:ItpEP9WCJUDSASPi5gbl mmKsev-EuFWmhOKoZNh8DZGdlajmMIM8pidVwZ2gmaKZuz7Jhe 12) Hanger(s) or other connection devioe(s) shall be provided sufficient to support concentrated load(s) 145 Ib down and 35 lb up at 1-1-4, 145 lb down and 35 lb up at 3-1-4, 145 lb down and 35 lb up at 5-1-4, 145 lb down and 35 lb up at 7-1-4, 145 lb down and 35 lb up at 9-1-4. 145 lb down and 35 lb up at 10-6-8, 145 lb down and 35 lb up at 11-11-12, 145 lb down and 35 lb up at 13-11-12, 145 lb down and 35 lb up at 15-11-12, 145 lb down and 35 lb up at 17-11-12, 143 lb down and 35 lb up at 19-11-12, 143 lb down and 35 lb up at 21-11-12, and 143 lb down and 35 lb up at 23-11-12, and 159lb down and 46 lb up at 26.0.8 on top chord, and 324 lb down at 1-1-4, 324 lb down at 3-1-4, 324 lb down at 5-1-4, 324 lb down at 7-1-4, 324 lb down at 9-1-4, 324 lb down at 10-6-8, 324 lb down at 11-11-12, 324 lb down at 13-11-12, 324 lb down at 15-11-12, 324 lb down at 17-11-12, 295 lb down at 19-11-12. 295 lb down at 21-11-12, and 295 lb down at 23-11-12, and 1631 lb down at 25-11-12 on bottom chord. The design/selection of such Connection devices) is the responsibility of others. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-6= 60, 6-9=-60, 12-16= 50(F=30), 8-12=20 Concentrated Loads (lb) Vert: 6=159(1]1) 14=83(B) 12=-83(B) 17=145(13) 18=145(8) 19=145(B) 20=145(8) 21=145(B) 22=145(B) 23=145(B) 24=145(B) 25=145(B) 26=145(B) 27=143(B) 28=143(B) 29=-143(B) 30=-83(B) 31=83(B) 33=-83(B) 34=-83(B) 36=-83(B) 37=83(B) 38=83(B) 40=-83(B) 41=54(B) 43=54(B) 44=54(B) 45=690(B) 1T' OF I, QUINTA BUILDING & SAFETY DEPT. �a(ELE) FOR CONSTRUCT ION DATE BY_ III, yfABMM-Ver9rdestga paraare" and FM AMS'JI MS AM tTYCZWO MI7FKRFFESF74M ACE NR-7473 2c #29IM489MLM Design vard for use only with Mnek connectors. This design Is based only upon parameters shown, and Is for an individual bu0dng component. Applicability of design parameters and proper Incorporation of component is responsmlhy of building designer - not truss designer. Bracing shown is for iaterd support of IrKMduai web members only. Additional temporary bracing to insure stability during comtvcHon is the resporssiWity of the I — "'779 G-rL'ehhedt Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 3416 A R416Dfl422 3418_k T18 Half Hip 1 1 Job Reference (optional) aMl., IWIO, UH-tlLLY3 - IA Y CS, IOG. IYC N18r la l3:LU:364.14 rage) ID:ItpEP9WCJUDSASPi5gb1 cLmKsev�4piaD1 yYtVYmNSSBSMyJaISKC2nEJOC3QJt5KzZfhd 4-9.5 13-8-12 1r 8.3-4 ( 24-D-B 27-11-5 3d-0-8 252-8 4-9-5 &11-7 4�i9 S9� 3-1 D-13 6-1-3 1-2-0 Scale = 1.V-4 3x4 = 2 6x8 = 4x4 = 4x4 = 4.00112 3 4 5 13 14 12 15 11 16 10 17 9 1g 4x4 T2= 6x10 M0H = 7x10 = 5x8 = 2x4 11 6x6 = i 9-3-0 18.3.4 I 24-0-8 27-11-5 + 34-M 9-3-0 9-004 5.9.4 3-10.13 6-1-3 x r1� r�•nbrt n_a�t r12•fir!-.rt autt LOADING (psf) SPACING 24)-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Ina YES BCDL 15.0 Code IBC2D09/TP12007 LUMBER TOP CHORD 2x4 OF No.t&Btr G BOT CHORD 2x4 DF No.t&BtrG WEBS 2x4 DF Stud G *Except* 1-13: 2x4 OF No.1 &Btr G CSt DEFL in (loc) I/deft Ud PLATES GRIP TC 0.66 Vert(LL) -0.3411-12 >638 240 MT20 220/195 BC 0.87 Vert(TL) -0.6112-13 >360 180 MT20H 165/146 WB 0.83 Horc(TL) 0.03 7 n/a n/a (Matrix) Weight: 155 lb FT = 20% BRACING TOP CHORD BOT CHORD REACTIONS (lb/size) 13=721/0-5-8 (min. 0-1-8), 11=2017/0-5-0 (min. 0-2-2), 7=659/0-5-8 (min. 0-1-8) Max Horz 13=90(LC 7) Max Uplift 13=6(LC 4), 7�39(LC 7) Max Grav 13=748(LC 10), 11=2017(LC 1), 7=659(LC 1) FORCES (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23=820/29, 3.4=0/863, 45=-W3/71, 5-6=-418/61, 6-7=991/34 BOT CHORD 12-13=0/824, 11-12=18/423, lD-11=863178, 9-10=0/878, 7-9=0/878 WEBS 2-13=935/152, 2-12=50/254, 3-12=0/660, 3-11=1432/109, 4-11=948/95, 4-10=4711326, 6-10=714/11, 6-9=0/412 Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals, and 240-0 oc puffins (641-0 max.): 1-5. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL--6.0psf; BCDL=6.Opsf; h=13ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord rive load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where 21,rectangle=3.6-0=talFby 1wi a II Rpf ESS/p fit between the bottom chord and any other members. { h p /e �' �A �,OQ S00 7) A plate rating reduction of 20% has been applied for the green lumber members. & 1 1, r i OO N O 8) Provide mechanical connection (by others) of truss to bearing plate capable of wi • standing 10011[J upliftat joints) t 3r.71'� �� D EPT. 2C 9) This truss has been designed for a moving concentrated load of 250.0Ib five locatrd a(aJl�rimip;panels and at=all panel°points a ong the V� 'ZC m Bottom Chord, nonconcurrent with any other live loads. f �- Y ". {� 10) Graphical puffin representation does not depict the size or the orientation of the din along �he`op-and/or bottom cilord. C 074486 rn LOAD CASE(S) Standard FOR CONSTRUCTION * 12-31-15 DATE ---- BY sTq . OFC March 19,2014 AMAHff17A6-tr elasoparasrerenand UMMTUoffWSANMtMEDN%7EK8£•MU71fACE Nit-M13ref.112V20J4A9W1W Design valid for use only with Mgek connectors. This design is based only upon parameters shown, and is for an individual building component. ApplicabiRfy, of design parameters and proper incorporation of component is responsloUrily, of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the respondbiPry of the j� as..1DG$d.4fifiona6peDr{anenfhma-G19,9f.�te.Ov�,•,n a., t, R_.tesponabiff}.^r6 f�he �b�,l,.dn9-.Jfa18�5:torge^eScf,9uidaneP regcnding-16_.,. _s9!`00T,m- ..,.� •--.� fabrlcafioit-geafiy contrdistorage-delivery-ereciio ndtxaecsg. consort-' @uaBly'WBerI 058$9.ans48Ci1 Bnil�np 6ompafenf .=R. --.._ T777>;"en�'e3c'Citne; 5tiite TOg"'• - Sally Information wadable from Truss Rate Institute. 781 N. Lee Street. Suite 31Z Alexandria, VA 22314. Citrus Heights, CA, 9561D iNi>arbC•eesiptns6ses WAUX Job Truss ruse Type Ply 3418-A jQty Ixals9saz3 3418 A_ T1C Half Hip 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.43a s Jul 25 2013 Mrrek Industries, Inc. Tue Mar 1813:20:39 2014 Page 1 ID:ItpEP9WCJUDSASPi5gbl cuzKsev-BHNGBM2aJBeONXjfk9tBsnrdycSrzofL143RdmzZfhc 2-10.7 9.0.11 1s2-15 27-7-2 34-o-e asz�� 2�U-7 rr24 6.24 6.9-9 S610 B-s6 1-21' Plate LOADING (psf) SPACING 2-M TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Ina YES BCDL 15.0 Code IBC2009/TPI2007 LUMBER TOP CHORD 2x4 DF No.1&BtrG BOT CHORD 2x4 DF No.1&BtrG WEBS 2x4 OF Stud G Scale = 160.7 CSI DEFL in (loc) I/deft Ud PLATES GRIP TC 0.66 Vert(LL) -0.12 7-9 >999 240 MT20 220/195 BC 0.63 Vert(M) -0.26 7-9 >711 180 WB 0.67 Horc(TL) 0.03 7 n/a n/a (Matrix) Weight: 163 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 640-0 oc pudins, except end verticals, and 2-M oc puriins (6-0-0 max.): 1-5. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 15=683/0-5-8 (min. 0-1-8), 11=2098/0-5-8 (min. 0-24), 7=616/0-5-8 (min. 0-1-8) Max Horz 15=105(LC 7) Max Uplift 15=11(LC 4), 7=43(LC 7) Max Grav 15=732(LC 10). 11=2098(LC 1), 7=616(LC 1) FORCES (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23=-054/41, 3-4=-443/60, 4-5=0/981, 8-7=830/30 BOT CHORD 14-15=0/445, 13-14=01715, 11-13=264/64, 9-10=01726, 7-9=0/726 WEBS 2-15=749/98, 2-14=0/411, 3-13=503/51, 4-13=0/739, 4-11=1306/96, 5-11=1243/58, 5-10=0/563, 6-10=900/22, 6-9=0/449 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.Opst BCDL=6.Opsf; h=14ft; Cat 11; Exp C; enclosed; MWFRS (low-rise) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcorrent with any other live loads. 5)' This truss has been designed for a rive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 14)-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. /w a-7- �.. 7) Provide mechanical connection (by others) of truss to bearing plate capable of with n g 100 Ib�}�pliftat�j6In. 4) 1.5�7. QUINTA 8) This truss has been designed for a moving concentrated load of 250.01b live locate at U mid, a�eVls and,at all panel points•alor�g the — Bottom Chord, nonconcurrent with any other live loads. i D L j�Li i 3 C�t bAr- t l T IU E PT. 9) Graphical purlin representation does not depict the size or the orientation of the purl along the tto�p and/otr�.�bottiom chord:�% LOAD CASE(S) Standard !"' , `- 1 R O V E D FOR CONSTRUCTION DATE BY. AWAA111M-Ke dEsfgaparaaremrsand UACPATESOff NIrSANI'MIZaWTWRRMMFAWNff-T4T3mt. 1/t.tbt]1d89MM Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and B for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of bugd'ng designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction a the responsibillity of the '^•"�� "Y - .. " electdr..-Adtfriional permariant bracing -cif the•overoflshuchae is the-responsiblIfly of4h�bu3dng_design Fcrgenerd guidanc:e-regooding e - � - .�-.... --..-.>fabricatio"udity coMml.-storvae; delivery, ereetionand BuIldMco•Gomoonent--:- � -,-- N. /QttOFESS10�,� i� cj'o SOON 0. CO i LU C 074486 c m * 12-31-15 c9>9T I R��P FOFC 0 March 19,2014 T/TIT`FBefi3i89c'LSriE"^BIIB'1O8"'�"'--'Cie Clbus Heights, CA, 95610 Job Truss russ Type Qty Ply 341 b-A R4160tK24 3418 A T1D Hip 1 1 Job Reference (optional) aMl., Illal[I, l.A - tlLLUS L9JU s JYI <a LYl s MI ex Ir1aO5IIle5, mC. ue Mar 1 a 1 ]:LU:4U 2U14 rage 1 ID:ItpEP9WCJUDSASPi5gb1 cuzKsev-fTxe012C4UmF?hlrltOQO?Ns60k5iDpV Wko_9CzZthb -0.8 S�i12 7�-6 5�14 6.6.1D 7-3-6 1-2-0 Scale = 1:62.9 4.00 f12 13 i ,., 10 3x6 3x4 = 3x4 = 5a = 3x4 = 6x6 = Plate Offsets MY):I2:0-2-4,0-0-121,f3:D4-0,0-3-01,j7:04-1,0-1-81,f9:0-0-0,0-3-4),(11:0.4-0,0-3-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.29 7-9 >653 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.88 Vert(TL) -0.63 7-9 >298 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.81 Horz(TL) 0.01 7 n/a n/a BCDL 15.0 Code IBC2009PrP12007 (Matrix) Weight: 166Ito FT=20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No. 1&Btr G end verticals, and 24-0 oc pudins (64)-0 max.): 2-5. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 10=2180/05.8 (min. 0-2-5), 13=650/0-5-0 (min. 0-1-8), 7=608/D-5-8 (min. D-1-0) Max Horz 13=118(LC 7) Max Uplift 1 3=1 5(LC 4), 7=-43(LC 7) Max Grav 10=2180(LC 1), 13=714(LC 10), 7=608(LC 1) FORCES (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-0=341/20, 3-4=-459/49, 45=0/882, 5-6=468/62, 6-7=-698/57 BOT CHORD 11-12=0/606, 9-10-• 473/69, 7-9=0/597 WEBS 2-12=0/588, 3-12=-415/103, 3-11=315/56, 4-11=0/639, 4-10=1226/81, 5-10=1076/80, 5-9=0/1076, 6-9=498/110, 2-13=773/66 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.0psI; BCDL=6.0psf; h=14ft; Cat II; Exp C; enclosed; MWFRS (low-rise) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-" wide will fit between the bottom chord and any other members, with BCDL = 15.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withadanging i1 OD•Ib uplift at joint(s) 13, 7.,� F I. w k NI ��8) This truss has been designed for a moving concentrated load of 250.01b live located at $11 miid panels end at all panel-points`;alongthe Bottom Chord, nonconcurrent with any other live loads. N D R r, I i^r r + r d a r� r r 9) Graphical purtin representation does not depict the size or the orientation of the puriin alongtthe.top arid/or.bottom_chordC Y DEPT. LOAD CASE(S) Standard �� RV E D FOR CONSTRUCTION DATE By QROFESS/ON SOON o�F� L C 074486 *� E_12--31-15 �* �OF L1F�� March 19,2014 Ai!'ARt E-trea&soFaram"andAWM7FSOffW5AWfM2WWV0111 KRFFER94MAAGfNt=7473MLif29%2Qt4&Rff1SE Design valid for use only with M?ek connectors. This design is based only upon parameters shown, and is for an indMdual building component. - Applicability of design parameters and proper incorporation of component is responsibility of buRdiing designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to In u stability during construction is the resporssibiPrty of the ._rw.s erector dal l•gs;.z�orsesthbrracicgrtf theovenslbstruat�a ire; �,,.--ibAlty�E.}tre htr�alag,designer: P�rgenera}1.p�6�prr—a.. aidng. f,_ _•+,F:a cafron;�ua rty g_idervery:erecfiarrand•braeimg;eorealh�>ai1NS1id9I1^@eaRN�Csaeda:�85B=BRand�E6fBnBrflno•Gomoonesst-. _ • N. Lee Street, Suite 31 Z Alexandria, VA 22314. I Cltrus Haigtsls, CA, �smndes alf�.ezivr. [iKfII#.t^.l�f iFhr.L�9[ Job Truss Truss Type QtyjP1Y 3416-A R41608425 341E A_ T1E Hip 1 1 Job Reference (optional) tsmu' Inaw, GA. 972u3 �+ 6-s-s 3-0-8 3i}0 4.00 F12 3x4 1 3' 14 12 15 16 17 i 11 2x4 11 WO= US — 1.430 s JUI 27 ZU13 MI i eK inaustnes,Ina. i ue mar 1 B 13213:412oia Pagel ID:ItpEP9WCJUDSASPi5gbl cuzKsev-7fV1 b23grou6dgtl savfxcwjQ5oRfDeIOYX fzZfha I8-0-B I 26-2-5 34-0.8 a^ 39-0 B•1-13 7-10.3 1-2-0 Scale = 1:61.4 4x12 MT20H = 3x4 = 4 5 7x10 C 6 R 7 8 "' 18 19 20 10 21 9 22 4x4 = o 3x10 = 5x8 = ' 34)-8 17-6-0 r 7$-0 Plate Offsets (X Y): J5:0-6-0,0-1-12l,19:0-4-0,0-3-41, [11:0--QO-3-0] 0-2212 7-11-1 7-10- ' LOADING (psf) SPACING 24)-0 CSI DEFL in (loc) Udefi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) -0.25 9-10 >740 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.79 Vert(TL) -0.48 7-9 >389 180 MT20H 165/146 BCLL 0.0 ' Rep Stress Ina YES WB 0.86 Horz(rL) 0.02 7 n/a n/a BCDL 15.0 Code IBC2009/TP12007 (Matrix) Weight: 172lb FT=20% LUMBER BRACING TOP CHORD 2x4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except BOT CHORD 2x4 OF No.1 &Btr G end verticals, and 2-0-0 oc pudins (64)-0 max.): 2-5. WEBS 2x4 OF Stud G BOT CHORD Rigid ceiling directly applied or 64-0 oc bracing. WEBS 1 Row at midpt 6-10 MTa'recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 10=2259/0-5-8 (min. 0-2-7), 13=699/0-5-8 (min. 0-1-8), 7=5B4/0-5-8 (min. 0-1-0) Max Horz 13=124(LC 7) Max Uplift13=16(LC 4), 7=-44(LC 7) Max Grav 10=2259(LC 1), 13=773(LC 10), 7=586(LC 11) FORCES Qb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-410/33, 23=-067/38, 3-4=-473/60, 4-5=0/755, 5-6=0/889, 6-7=624/41, 1-13=785/47 BOT CHORD 11-12=0/587, 9-10=0/510, 7-9=0/520 WEBS 3-12=374/90, 3-11=291/52, 4-11=0/685, 4-10=1138/50, 5-10=-650/76, 6-1 0=1 347/65, 6-9=D/506, 1-12=19/671 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=6.0psf; h=15ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20been plates unless otherwise indicated. A 6 T-1..0 r3 1 Q U I N TA 5) This truss has been designed fora 10.0 psf bottom chord live load noncon�lrrre t-iwith any other --five to 6) *This truss has been designed fora live load of 20.Opsf on the bottom chord I alfare s where; a`rectangle 3-"-talbby 1-0•wi -0de will fit between the bottom chord and any other members, with BCDL = 15.OpsJfJ.' r r ` 1 1 7) A plate rating reduction of 20% has been applied for the green lumber merfibers. �- y q M "' 8) Provide mechanical connection (by others) of truss to bearing plate capabl of withstaldin�gl 1 DOjlb uplift„atjoi t(s) 13�7.LD 9) This truss has been designed for a moving concentrated load of 250.0Ib li located a1� m�d 1pJa ;jandd at 11 pangf-5)ii) along the Bottom Chord, nonconcurrent with any other live loads. I V 10) Graphical purtin representation does not depict the size or the orientation of the pur in along the top and/or bottom chord. LOAD CASE(S) Standard DATE BY_ ALYrAA1�14G-verr7r3est�parsandREALt97FSONiItLSAll®iJ%2t�RiA¢7Rt a NtG7473reeSfZ4f20ia8841Rf71� Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an Individual bullring component. Applicability of design parameters and proper incorporation of component is responsiblllly of bu0dmg designer- not truce designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resporsibfllity of the ,� ... ...,,essclec,Adid+fioa;�Lpermrs-er4�racirlgo6fhe,Pyersll;ihucture,kAberespoRs�a01#-atihebullsLpB-de5@71�.Fa4gP.neebl9uidonc�. regard109, ,..�..: - ._ fabricaficn qg lity-contmlrstorage; defvery,erection and bracing,•consuN��IMMQuaWGdteda-DW89+dnd:*GSI SulMinp.Eomponent._.- Sdf* Information avol able from Truss Plate Institute. 781 N. Lee Street, Suite 312 Alexandria. VA 22314. Q?,OFESS/Ob S00/� o�Fy L C 074486 c rn * , 12-31-15 gTFOF C March 19,2014 777T>;�Frba'�c Liiire,`Slllfe`t04".•' . - Citrus HeigI s, CA 9561, .: v-... Job Truss Truss Type Qty Ply 3418-A R4160ti428 3418 A_ TIF Hip 1 1 Job Reference (optional) twu . . InOw, cA - 9ZZ03 I.4 a dui . 4U MI 1 ex IMUWlea, inc. 1 ue Mar 13 132u:a1 ZU14 rage 1 ID:ItpEP9WCJUDSASPi5gblc zKsev-bs3Pp04Sc60zE_SEQHRuTQTABpReACHn 2H5E5zZfhZ r 5-0-8 7.r-9 1s-0-9 22-5-4 27-7-7_ 34-0-6 1-2-0 5-0-8 241 8-7-15 64-12 52-3 6.5-1 a5.2' i Scale = 1:61.4 4.00 F12 4x4 = i 6x10 MT20H = 3A = 2 3 i 4 4x4 54 5 13 17 12 18 19 24 11 21 22 23 10 24 9 2A 11 7xl0 = i i 3A = 6x8 = 3x4 = i i 9-0-0 t i i 2-10.10 i i i it-" 18-3-4 26-0-8 ' z-10-10 as-1a � s�1a Plate Offsets (X,Y): 14:0-5-4,Edgel, (5:0�3�Qml, (7b-3-0,Edge), (10:0-4 QO-3-4j LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud TCLL 20.0 Plates Increase 1.25 TC 0.54 Vert(LL) -0.27 11-12 >810 240 TCDL 14.0 Lumber Increase 1.25 BC 0.81 Vert(TL) -0.56 11-12 >387 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.49 Horz(fL) 0.01 7 n/a n/a BCDL 15.0 Code IBC2009rrPI2007 (Matrix-M) LUMBER BRACING 2A 6 25 a Us = PLATES GRIP MT20 220/195 MT20H 165/146 Weight: 174 lb FT = 20% TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 54-8 oc puffins, except BOT CHORD 2x4 DF No.1&Btr G end verticals, and 2-0-0 oc purlins (6.0-0 max.): 2-4. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 640-0 oc bracing. WEBS 1 Row at midpl 4-10 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 13=771/0-5-8 (min. 0-1-8), 10=2185/0-5-8 (min. D-2-5), 7=649/0-5-8 (min. 0-1-8) Max Horz 13=1311(LC 7) Max Uplift 13=13(LC 4), 7=-02(LC 7) Max Grav 13=832(LC 10), 10=2185(LC 1), 7=650(LC 11) FORCES (lb) - Max Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-467/34, 2-3=393/49, 3-4=430/67, 4-5=01773, 5-0=-539/46, 6-7=1414/58, 1-13=874/35 BOT CHORD 11-12=0/601, 7-9=0/1513 WEBS 3-12=358/93, 3-11=354/63, 4-11=01773, 4-1 0=1 483r76, 5-10=-807/83, 5-9=0/836, 6-9�391/92, 1-12=0/690 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=6.OpsF, h=16ft; Call. 11; Exp C; enclosed; MWFRS (low-rise) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) The Fabrication Tolerance at joint 4 = 8% 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcu L,wlth_ary oNter live,loads, — 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord Ii all areas-w1h a rectangle 61U talbby 11 Q0 wlde'WIII fit between the bottom chord and any other members, with BCDL = 15.Opsf. V 1 1 � 'Or M i � � A 8) A plate rating reduction of 20% has been applied for the green lumber members. �, r r r r , � 11- Q r, " � r— t �� 9) Provide mechanical connection (by others) of truss to bearing plate capable of with;�l'_rding.51.00;1b,upldtdat /omt(sp 13; u i DEPT. 10) This buss has been designed for a moving concentrated load of 250.01b live located at all mid panels and. at all panel points -along the Bottom Chord, nonooncurrent with any other live loads. A -+ _ W 11) Graphical purlin representation does not depict the size or the orientation of a purlin along the top and/or.bottom chord LOAD CASE(S) Standard r f-Uf; 11upczi 9 r- chord ION DATE BY d WARAM -trerf ife9p Famwtm and READ WIFS 01y IM Ad& rr1�tR F& iMI7F1f RFFFRFRCF AMuE MiF7473 ree 1fZ�1201d 88 r6i Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and 6 for an individual buadirg component. Applicability of design parameters and proper incorporation of component is responsibOtfy of buldmg designer- riot buss designee Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resporaibillity of the - �n®IpfsmnanenTbrodng�f-:Ire=overallslruchaz,irNnarosporsibifihy�oftkneitovildog�a„igneFha genar�fyuidanae;regardrlg..,,,� .,,, - -.�fobftcrhom-gwolBy-control, storagerdelNeN: erectionvndbraclna consult:.-.AMHFASI7�QsaBMGdteslo DSY.84:ersd 86S1e8ui1dina Gomoonent� - .._-. N. Lee OQROFESS/p�y9 SOON �� CO i C 074486y� E 1 15 �* FpF� O March 19,2014 WF 7717�reesibe"i9i13'6;'SLNe"109"-'-->,•..",y n"••"°",.' citrus Heights, CA, 95610 _ - Job Truss Truss Type ty �lJob Itatsosaz7 3418_A T1G Hip 1rence o tional BMC, Indio, CA- 92203 7.430 s Jul 25 2013 Mrrek Industries, Inc. Tue Mar 18 13:20:43 2014 Page 1 ID:ItpEP9WCJUDSASPi5gb1 mmKsev-32dnOk54NP8gsBOQz?y7Od7E1 DmFvYFxDi1 emXzZfhY 7-0.8 14-M I 20-4-3 26.2-4 f 34-M 052-8, 5x 1161.7 cu�-o t Z- 34-0-a 7-0-8 7-M 6-3-71 ri-1mi i n� LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.98 TCDL 14.0 Lumber Increase 1.25 BC 0.85 BCLL 0.0 ' Rep Stress Ina NO WB 0.96 BCDL 10.0 Code IBC2009/TPI2007 (Matrix-M) LUMBER TOP CHORD 2x4 OF No.t&Btr G BOT CHORD 2x4 DF No.1&BtrG WEBS 2x4 OF Stud G DEFL in (loc) I/defl Ud PLATES GRIP VeR(LL) -0.2010-11 >999 240 MT20 220/195 Vert(TL) -0.53 8-9 >769 180 HOrz(TL) 0.13 6 n/a n/a BRACING TOP CHORD BOT CHORD REACTIONS (lb/size) 12=1560/0S-8 (min. 0-1-11), 6=1620/0-5-8 (min. D-1-12) Max Horz 12=137(LC 7) Max UpliR6=10(LC 5) FORCES (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1509/94, 2-0=1957/138, 3-4=2123/126, 4-5=2931/122, 5-6=3662/112, 1-12=1498/98 BOT CHORD 10-11=0/1372, 9-10=0/2705, 8-9=3113399, 6-8=31/3399 WEBS 2-11=597/121, 2-10=39/863, 3-lO=O 279, 4-10=929/63, 4-9=0/535, 5-9=753/50, 5-8=0/361, 1-11=54/1561 Weight: 172 lb FT = 20% Structural wood sheathing directly applied or 3-0-13 oc purfins, except end verticals, and 24)-0 oc puriins (4-6-1 max.): 2-3. Rigid ceiling directly applied or 104)-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=6.Opsf; h=16ft; Cat II; Exp C; enclosed; MWFRS (low-rise) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-M tall by 1-0-0 wide will fd between the bottom chord and any other members, with BCDL = 10.0psf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable -of withstanding 100-lb--uplitt,at4oint(s).8 8) This truss has been designed for a moving concentrated load of 250. b Iivg,g locatedza ll mid:pane s and atall,pane points:alo g e Bottom Chord, nonconcurrent with any other live loads. V �, -� U r p 9) Graphical puffin representation does not depict the size or the orient) on gfsthe, pudin.along the top ,and/or bottom chord. LOAD CASE(S) Standard ULUINU & SAFE I Y DEPT. FOR CONSTRUCTION DATE BY AWARNZ -fkrrif'desfpparamIprsand AMADTFSWNUANfAK IZRKrMf9MRMAASEMR-7473recS/Z9f2 dA9::=9E Design valid for use only with Wrek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper incorporation of component -is responsibility of building designer- not tnm 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 -erepf�,.,®dditional-perspgoerll�k, rgcing,aE.the overa➢.ahuctyF.Ris-the.respptsi)Zpitypjttigquil�Sng-d@ri00nr.�p_r ge��l4gVfdaGtCe..re®a[dng.r+...-w� - - Y•^��fabrieafioet-qualHy contwlrsfaage;de➢very; erecfionvnd�racing; oonsulf=. uAN51{iRn6ual8yGr8eelartD56�g9snd.Bt31ae0dinpEompanerd � - : - Safety Wormrdlon available from Truss Plate Institute, 781 N. tee Sheet, Suite 312. Alexandria VA 22314. QROFESS/ONE S00/� o2�cy c LU C 074486 G)m * . 12-31-15 is, �Q gTEOF C March 19,2014 771Y'G"reen3&di lS"8€'�uitA`I71��-'.' . `.••�, , , ..,.. yw. �••� Carus Heights, CA, 95610 Job Truss Truss Type Qty Ply 341e A R41608428 3418_A, T1H Hip 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.430 s Jul 25 2013 MTek Industries, Inc. Tue Mar 16 1320,44 2014 Page 1 ID:ItpEP9WCJUDSASPi5gb1cuzKsev-XEB9E46jBjGhUlbcXi Wr1T/dBTe474RMmCl_zZM 12 4-0.0 4-:1 3-0-0 8-310 510.1 7-145 1-2-0 i i Scale: 3/16=1' 6x10 N 12 ._ .. — i — — - -- 9 — 6 4x6 MT20H I I 4x6 = i 5x8 Sx8 — 14 I I 4x6 i r 9-0-8 7-0-0 141-0 2D4-2 26-2-3 34.0.8 '�2- 3_sr-c Plate Offsets MY): [1:Edge,0-1-01, [2:OS4,Edgel,[4:0-0-0,0-3-01, [6:0-2-5,Edgel, [9:0-4-0,0-3-01, [10:0-4-0,0-3-01, [12:Edge,0-0-01 LOADING (pst) SPACING 2-0-0 CSI DEFL in (loc) Udeft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.76 Vert(LL) -0.19 10-11 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -0.52 8-9 >775 180 MT20H 185/146 BCLL 0.0 Rep Stress Incr NO WB 0.60 Horz(TL) 0.13 6 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix-M) Weight: 175 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.t&BtrG TOP CHORD Structural wood sheathing directly applied or34-5 oc puriins, except BOT CHORD 2x4 DF No.1&BtrG end verticals, and 2-0-0 oc purlins (4-1-15 max.): 2-3. WEBS 2x4 DF Stud G -Except- BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-12: 2x4 DF No.1&Btr G WEBS 1 Row at midpt 4-10 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installationguide. REACTIONS (lb/size) 12=1563/0-5-8 (min. 0-1-11), 6=1627/0-5-8 (min. 0-1-12) Max Horz 12=144(LC 7) Max Uplift 6=1 O(LC 5) FORCES (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1468/85, 2-3=1836/145, 3-4=2101/118, 4-5=2968/122, 5.6=3671/106, 1-12=1497/92 BOT CHORD 10-11=011460, 9-10=012742, 8-9=24/3406, 6-8=24/3406 WEBS 1-11=11/1424, 4-10=1036/93, 4-9=0/528, 5-9=715/42, 5-8=0/362, 2-11=572/103, 2-10=34/818, 3-10=01338 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=6.Opsf; h=17ft; Cat II; Exp C; enclosed; MWFRS (low-rise) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other rive loads. 6) • This truss has been designed for a rive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-" wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6. 9) This truss has been designed for a moving concentrated load of 250.01b lrQ at E-11 T ane s an a a pane po al _ eBottom Chord, nonconcunent with any other live loads.�TV IQF I A,nt I�N A10) Graphical purlin representation does not depict the size or the orientatiopudin along the top and/or bottom dK6 LOAD CASE(S) Standard ILWARlpM-Yea7rdesipparaw waand READAVIE5ONWIT AM=MRA Design valid for use only with M1ek eonnectom This design is based oniy upon Applicoblydy of design parameters and proper incorporation of component is is for lateral support of individual web members only. Adddional tempormy an N. BUILDING & SAFETY DEPT APPVE® FOR CONSTRUCTION neters shown and is for on individual buld'mg component. mbRrty of bolding designer- not truss designer. Bracing shown to Insure stability dudng construction is the respordbIDhy of the QROFESS/pN Sooty o�F� LU C 074486 G)m * P 2-31-15 gTFOF C March 19,2014 Mff0-1c 7777Greiidbei3tT i' 1up1D9=--: .. Chnrs Heights, CA, 95810 Job Truss Truss Type �QV [ly 13410-A R4160tMZB 3418_A_ T11 Hip Girder 1 1 Job Reference (optional) BMC, Indio, CA- 92203 7.430 a Jul 25 2013 MITek Industries, Inc. Tue Mar 16 1320:46 2014 Page 1 ID:ItpEPgWCJUDSASPi5gb1 cuzKsev-Udlwfm7zgKWPjci7r7VgeGdpyRoW6xeNvfFlNszZfhV 1:84.5 1 1° 346 Plate Offsets MY): f3:0-4-0 0-3-B1 t4:0-4-0 0-1-121 f5:0-",0-1-11 18:0.4-0 03-41, 113:0-4-0,0-3-81, 114:U-4-a,u;t-ul, 11ti:U-a-u,U-I--sl LOADING (psf) SPACING 24)-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.74 Vert(LL) -0.25 12-13 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.82 Vert(rL) -0.58 12-13 >694 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.79 Horc(rL) 0.14 10 n/a n/a BCDL 10.0 Code IBC2009rrP12007 (Matrix-M) Weight: 228lb FT=20% LUMBER BRACING TOP CHORD 2x4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc purlins, except BOT CHORD 2x4 DF No.t&BtrG 2-0-0 oc pudins (10-" max.): 5-6. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 4S7 oc bracing. WEBS 1 Row at midpt 3-16, 4-15, 8-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 1=179/0-5-8 (min. 0-1-8), 16=2744/03-8 (min. 03-4), 10=1414/0-5-8 (min. 0-2-0) Max Horz 1=82(LC 19) Max Uplift 1=803(LC 27), 16=228(LC 13), 10=-486(LC 15) Max Grav 1=1072(LC 28), 16=3052(LC 10), 10=1877(LC 10) FORCES (lb) -Max CompJMax Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=2348/2898, 2-3=1818/3135, 3-4=1682/1131, 4-5=229/387, 5-0=103/311, 6-7=198/355, 7-8=1845/445, 8-9�3212/899, 9-10=4438/1307 BOT CHORD 1-17=1639/1762, 16-17=1617/1113, 15-16=2156/1045, 14-15=125512031, 13-14=1287/3483, 12-13=1260/4198, 10-12=1260/4198 WEBS 2-17=0f388, 2-16=937/56, 3-16=2607/289, 3-15=2392373, 4-15--1234/229, 8-14=1061/86, 8-13=0/533, 9-13=-842/68, 9-12=0/363, 4-7=1779/386, 4-14=108/1128 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=6.Opsf; h=1711t; Cat. II; Exp C; enclosed; MWFRS (low-rise) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord rive load noncencurrent with any other live loads. 5) ' This truss has been designed for a rive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 14)-C wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber memberss. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 DO Ib-uplftat joints) excep Ot.--111b) 1.=8y03 16=228, 10=486. GI C `i Gil-- �- U I i 6'�i i/ 8) This truss has been designed for a moving concentrated load of 250.Olb rive located at all mid panels and at all panel _poin arloong l�ye Bottom Chord, nonconcurrent with any other live loads. B U I LD I fNI G & SAFETY �Y L E PI 9) This truss has been designed for a total drag load of 3300 lb. Lumber DOL=(1:33) Plate grip DOL=(1.33) Connect -truss to resist drag loads along bottom chord from O-D-0 to 44)-0 for 825.0 pff. )'V � U 10) Graphical purfin representation does not depict the size or the orientation of I t)he pudin along a top and/or'bottom chord;' 1-0k UL)1VJ kiUL 'ION LOAD CASE(S) Standard Q(tpFESS/pN SOON o� c 2 i w C 074486 rn *� J'12-3 1-15 �* \� March 19,2014 AMLVM -veaifdesopaf =Wnand RMAD7F5ONWUANfilit= F&OVEK 4E- Design vard for use only with Mtrek connectors. This design is based only upon parameters shown, and is for an Individual bu7dng component. - APpOeabi7dy of design parameters and proper incorporation of component is responsibility of building designer- not teas designer. Bracing shown Is fox lateral support of Individual web members only. Additional temporary bracing to 6rsure stability during oorutrucfion Is the respombillity of the T_ s -'—et eta;! hdffitianafpennanent-bm--qmg•of lhroverall shuR*resis�!:x nesporubA'"f&t bwkRrig.deslgraeS:FoFgener quicance regarding__ �(�.�,..,�,,,-,,,,�_..- ,,,,_•„,,,, _ .-dabdcafiom-qual4oalrolsstorage;-derwery;erection.andbrocing;coasua�..iMI/TREYHuaBhr-C4PeAen9SBB9;wm"Hi#Sull�np�Eomponenl _T .,..-..... - e `e Safety Intwma6on available from Thus Plate Institute. 781 N. Lee Street. Suhe 312. Alexandria, VA 22314. 7777 AJ Shcf h nE, ram w.,..�.s•...,,.->'a.,w .a..e-..c�.,..,.....a.�..w.- - evr•mvnwss ra,...suaen Heights, CA, 95610 Job Truss TrussType Qty Ply 341 IIA R41609430 3416 A T1J COMMON 2 1 Job Reference optional) 13MC, Info, CA- 9Z203 rvwu s u....... . <o a ioQmr i arc rnousmes, mc. ue reo io:M1 ID:ItpEP9WCJUDSASPi5gb1cuzKsevvNmYYljhj50bcurerpeR2ZMT 19.1-0 6-4-12 7-1D-0 2-2-12 5-0.0 4+0 4�11 59.12 0.1. 3 7-10-5 -2-0 a7 a Scale = t:fit.a 4.00 12 5x6 = 5 5x8 Zr u t9 �0 18 16 4x4 4.1 = ,� .... 13 V,. 12 4x6 2x4 11 7x10 = 6x12 = 4x4 = 4x4 = 5x8 = 5x6 = 46 = Plate Offsets (X,Y): f3:0-3-0,0-3-0] f8:D 4-0,03-41, f10:0-2-9 Edge] (12:0-3-0,0-3-41, f17:0-5-9,0-3-4] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 1.00 Vert(LL) , -0.39 16-18 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.84 Vert(TL) -0.81 13.16 >491 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.84 Horz(TL) 0.08 10 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix-M) Weight: 234 Ito FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF No.1 &Btr G *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 14-15: 2x6 DF No.2 G WEBS 1 Row at midpt 6-16, 4-18 WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 10=1522/05-8 (min. 0.1-10), 18=3018/03-8 (min. 03-4), 1=141/0-5-8 (min. D-1-8) Max Horz 1=91(LC 6) Max Uplift 1=76(LC 8) Max Grav 10=1522(LC 1). 18=3018(LC 1), 1=330(LC 17) FORCES (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1150865, 23=0/1521, 3-4=0/1528, 45=1079/0, 5-6=1132/0, 6-7=1507/0, 7-8=2629/0, 8-9=2626/0, 9-10=3321/0 BOT CHORD 1-19=786/1304, 18-19=786/14, 13-16=0/1684, 12-13=0/3074, 1D-12=0/3074 WEBS 2-19=0/382, 2-18=-854f7, 3-18=-336/60, 4-16=0/1222, 6-16=128510, 5-16=01601, 7-13=0/1318, 8-13=-485/44, 9-13=700/44, 9-12=0/351, 4-18=2642/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 3) 180.0Ib AC unit load placed on the bottom chord, 29-0-0 from left end, supported at two points, 5-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.8-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) 1. 8) This truss has been designed for a moving concentrated load of 250.01b live lo&Fe_d_a all mid panel's—arid'at aW-panel°points-akmg-the-- Bottom Chord, nonconcurrent with any other live loads. CITY OF €' t AL -PA Q U I y )Tp LOADCASE(S) Standard BUILDING & SAFETY [KEPT. QED FOR CONSTRUCTION DATE By AMWE-VerfffdsigaWmertnand REMWiFSWRIWRE)fRS20P;Off1EK9FMlZffAAuEigt-T4T3rec 20IA Design varid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an indrOdual building component. Applicability of design parameters and proper incorporation of component is responsibillly of building designer- not truss designer. Bracing shown Is for lateral support of Irsdwidual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the ., e„erecfot�-Addtionalpertnaneni broeing.ofthe,ov�+dyshucttve is.fhe.sg�psKufb fjhghygQyyy �jgn ggprjal- uidance :re8aniing iabricafion;•quaNMcontrsst-staaae;•derrverv; erectiomendbracina,eowxll-+•AMShRPR-qua®s6rResle:•958-89ssnN4CaH•Suae6naComoonxnf-= ,-.- . -,- 9R0FES,1',j COSO.ON O,y��G, L C 074486 c * EX 12-31-15 s�9TE0F r. ��\P March 19,2014 Citrus Heights, CA, 95610 Job Truss ruse Type Ply 34111-A ' R41809431 3416_A TlK COMMON 3 1 Job Reference (optional) ore m eeeua I— s dud'. ud'. <V MI r(:[ IIIDYSNeS, InC I ue Mar 16 1j2U:4a ZU14 Y'age l ID:ItpEP9WCJUDSASPi5gbla¢Ksev-uC_2Hn9rzFu a3UeKF3XFuFGBepgJGbpbdUz Bz2rnS 29-1.8 tl. 8+12 t0-74 5-0-0 4.4.0 4-0-17 51117-t05 -2-0 0-7-8 Scale = 1:83.0 4.00 12 5x6 = -- 111 -- Its -- -- - 416 = 2x4 II 7x10 = 6 5x8 1 r — -- -- -' '- -- 14 -- 7x10 = 4x4 = 4x4 = 5xa = 4x4 = 4x4 = d d 13 5X = 4x6 = I-- 7-10-3 13.9.12 r 23-6-0 33-2-3 39� t-11 _I 47-0-0 Plate Offsets (X,Y): f4:0-3-0,0-3-01(9:0-4-00-3-41, it l:0-2-9,Edge) f13:0-3-0,0341 LOADING (psf) SPACING 24)-0 CSI DEFL in (loc) I/defi Ud TCLL 20.0 Plates Increase 125 TC 1.00 Vert(LL) -0.39 17-18 >999 240 TCDL 14.0 Lumber Increase 1.25 BC 0.84 Vert(TL) -0.81 14-17 >491 180 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.08 11 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix-M) LUMBER BRACING PLATES GRIP MT20 2201195 Weight: 236 lb FT = 20% TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF No.1 &Btr G *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 15-16: 2x6 DF No.2 G WEBS 1 Row at midpt 7-17, 5-18 WEBS 2x4 DF Stud G MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=226/D-5-8 (min. 0-1-8), 18=3015/0-3-8 (min. 0-3-3), 11=1522/0S8 (min. 0-1-10) Max Harz 2=87(LC 6) Max Uplift2=-67(1_C 5) Max Grav 2=365(LC 17), 18=3015(LC 1), 11=1522(LC 1) FORCES (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=1182867, 3.4=0/1519, 45=0/1526, 5.6=1079/0, 6-7=1133/0, 7-8=1508/0, 8-9=2630/0, 9-10=2626/0, 10-11=3322/0 BOT CHORD 2-19=789/1317, 18-19=789/13, 14-17=011685, 13-14=0/3075, 11-13=0/3075 WEBS 3-19=0/381, 3-1B=-845/5, 4-18=-337/61, 5-17=0/1221, 6-17=0/601, 7-17=1285/0, 8-14=0/1318, 9-14=485/44, 10-14=700/44, 10-13=0/351, 5-18=2640/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4ps1% BCDL=6.0psf; h=25ft; Cat 11; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 3) 180.01b AC unit load placed on the bottom chord, 29-0-0 from left end, supported at two points, 5-0-0 apart 4) This truss has been designed for a 10.0 psf bottom chord rive load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6.0 tall by I-" wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) A plate rating reduction of 20% has been applied for the green lumber mere 7) Provide mechanical connection (by others) of truss to bearing plate capable 8) This truss has been designed for a moving concentrated load of 250.0Ib live Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard rs. I--- _ � � _. _ �. of withstan-ding` l00 b'upliR at joint(s) 21, �� ( located at�all' mid panels and, at all.pa"nel-points ado g�theTA ! QU:LDING 8: ir—Y DEPT. i ��R"L)I�� _D FOR CON,_.YF;UCTION DATE EY_ A lIfiHMM -Kerif ftiF 9ammm- s and AM MISS ONMU N Q MUM MITFK9RTARfF AW Nt41473 ree V291MA119ML E Design valid for use only with Mffek connectors. This design's based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not thus designer. Bracing shown is for lateral support of Individual web members only. Acidttional temporary bracing to h use stability during construction is the resporsiblPity of the erector Addlt"l permanent bmocinp.af-1tw overall struchiMis ha?esoOntibPttbc'f,St_3 +lladicJ� +Ct�iBOet- AP3d ®uidarcaregrg ng... N. Lee QRpEESS/ON� S00/( Fy v C 074486 * P 2-31-15 rs'T t �P grFOF C March 19,2014 CIWs Heights, CA, 95810 17-7 Job�Truss Truss Type Qty Ply 341e-A R4t608432 3418_Ai T1L Hip 1 1 Job Reference (optional) Oml., rn010, VA - tl22W 7.430 s 3UI 25 2013 mex In0ustnes, Inc, rue mar 16 13:20:51 2014 Page 1 ID:ItpEP9WCJUl IDSASPi5gb1 mzKsev-ga6pi7BSVtBhpNeyRg5? W LicSUGn9E62xz324zZfhQ 1- - -0 3 3 - -2 7-t Q3 511-9 8-44 i 2-8-D 42-2 i 42-2 511-9 Scale = 1:86.1 f r f r i r 6x1D MT�OH = r i 4.00 12 5X6 4 5xs 3 3x6 7 8 II 0 25 26 18 27 9 16 28 15 29 3q 31 14 32 1 33 34 t3 35 416 = 2x4 11 6xB WB = 5xs _ 7x10 = 4xa = 5x6 9 10 137r. n 12 36 37 0 5x6 = 4x6 = Plate Offsets (X,Y): f3:04-0,0-3-01, (5:D-4-12,0-2-01 (9:04-0,D-3-0L t12:0-3-0,0-3-41 f14:0-4-0 0-3-81 f16:0-1-12 0-3-81 - LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.62 Vert(LL) -0.26 13-14 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.84 Vert(TL) -0.61 13-14 >656 180 MT20H I 165/146 BCLL 0.0 Rep Stress Ina NO WB 0.96 Horz(TL) 0.08 10 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 I (Matrix-M) Weight:231 lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing dimly applied or 3.4-12 oc purfins, except BOT CHORD 2x4 DF No. 1&Btr G 2-M oc purfins (5-6-4 max.): 5.6. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 5-9-14 oc bracing. WEBS 1 Row at midpt 5-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation side. REACTIONS (lb/size) 2=269/0-5-8 (min. 0-1.8), 17=2813/0-3-8 (min. 0-3-0), 10=1452/0-5-8 (min. 0-1-9) Max Horz 2=82(1C 6) Max Upltft2=43(LC 5) Max Grav2=399(LC 18), 17=2813(LC 1), 10=1452(LC 1) FORCES Qb) - Max. CompJMax Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-0=1224/751, 3.4=0/1403, 5-6=1114/48, 6-7=11232143, 7-8=2369/8, 8-9=2392/0, 9-10=3144/0 BOT CHORD 2-18=679/1359, 17-18=685/81, 15-17=1267/0, 14-15=0/782, 13-14=0/1617, 12-13=0/2905, 10-12=0/2909 WEBS 3-18=01396, 3-17=838/0, 4-17=2392/0, 4-15=0/1965, 6-14=-6/270, 7-14=914/33, 7-13=0/1033, B-13=-330/57, 9-13=772/14, 9-12=0/363, 5-15=1482/0, 5-14=01984 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; F_1cp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. O Q ROFESS/0 '9 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord rive load nonconcurrent with any other live loads.. , .. �----- 1 �. �� SaQN F 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in ILareas=wherEVa recangle 3-".tall by°1-0-0 wide will A Q� 0 fit between the bottom chord and any other members, with BCDL = 10.Opsf. al p / S fir; ®� t ` �fiC �� 7) A plate rating reduction of 20% has been applied for the green lumber members: CITY ° n 1_ F yl DEPT. C� fn 8) Provide mechanical connection (by others) of truss to bearing plate capable of vq'thstanding(1001b'#lift`at jotnt(spT. Ui C 074486 M 9) This truss has been designed for a moving concentrated load of 250.0Ib live located at•alls'mid panels and at all panel points—along,the Bottom Chord, nonooncurrentwith any other live loads. P1. o V-4e�j C- LY*. 12-31-15 10) Graphical pudin representation does not depict the size or the orientation of the puriln along the top and/or bottom -chord',- iOA� 1 � LOAD CASE(S) Standard FC)R 31T'4T 1 ��P OFIC 0� DATE --- BY March 19,2014 A tSAWX-Ver{lydesiga Wam0 rs and UM MISS Of MIS AN fACZLM tit RXP24MRI ff PAGE Ntf-7473 ML 1/29/IOIdBB4 LIM Design varid for use only with Wek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component Is responsbTity of building designer - not truss designer. Bracing shown Is for lateral support of'vrd'ividual web members only. AdditiWr onrsl temporary bracing to trmxe stability during construction Is the resporsibillity of theKAM 11-- ora8e; delivery erectionorsd broeing:�-AMSF � � a56-69�al�BuBding C-amponenl-• • . ..-«. - �-.�y�.G-��6e&lahe;'StYile`1t19"" '.r. .." - from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria VA 22314. Citrus He tns, C km — orAnf-aMAt A,cr 10 A, 95610 Job Truss Truss Type Qpy Ply 341 B-A R41606433 3418 A TIM HIP 1 1 — — Job Reference (optional) BMC, Indio, CA - 92203 7.430 s Jul 25 2013 Mrrek Industries, Inc. Tue Mar 181320:52 2014 Page 1 ID:ItpEP9WCJUDSASPi5gbl cuzKsev-IngBvpCkFAGYRXC9?OcEtXtvkmWczGHbidawzzfhP 0 3 -2 7-10-3 5.11-9 84� rr8-0 2-2-0 4-2-4 5-11-9 7-10-3 -2-0 - 1:86.1 i 7-10.3 , 1� '3? I_ 20-2-0 251-0 _ _I 3 24 39-1113 i 47-0-0 LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2009/TPI2007 CSI TC 0.47 BC 0.77 WB 0.92 (Matrix-M) DEFL in (loc) Udefi L/d Vert(LL) -0.26 13-14 >999 240 Vert(TL) -0.63 13-14 >628 180 Horz(TL) 0.07 10 n/a n/a PLATES GRIP MT20 220/195 Weight: 230lb FT=20% LUMBER BRACING TOP CHORD 2x4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3-4-13 oc purlins, except BOT CHORD 2x4 DF No.1 &Btr G 24-0 oc purlins (541-8 max.): 5-6. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation side. REACTIONS (lb/size) 2=28710-5-8 (min. D-1-8), 17=2757/03S (min. 0-2-15), 10=1448/0-5-8 (min. D-1-9) Max Horz 2=75(LC 6) Max Uplift2=-46(LC 5) Max Grav 2=405(LC 18), 17=2757(LC 1), 1D=1448(LC 1) FORCES (lb) -Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1222/712, 34=0/1355, 4-5=-608f76, 5-6=1185/45, 6-7=1235/50, 7-8=237120, 8-9=2385/0, 9-10=-3126/0 BOT CHORD 2-18=-642/1354, 17-18=644/70, 15-17=1229/1, 14-15=0/543, 13-14=0/1585, 12-13=0/2888, 10-12=0/2892 WEBS 3-18=0/388, 3-17=-876/0, 4-17=227610, 4-15=0/2178, 5-15=1154/0, 5-14=0/1094, 7-14=73824, 8-13=357/61, 9-13=758/15, 9-12=0/361, 7-13=0/1077 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.OpsF, h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tell- by V0-0 wide -with fit between the bottom chord and any other members, with BCDL = 10.0 sf. LA 6) A plate rating reduction of 20% has been applied for the green lumber embers. �v 0 F � U i 4 ITA 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joings) 2. ,� .- —:- APT. B) This truss has been designed for a moving concentrated load of 250.0Ib live to ed at all mld"panels ah at all panel points along -the Bottom Chord, nonconcurrent with any other live loads. ID U �� " "' ob9 Graphical uriin representation does notde ictthe sizeorthe orientation ofthe urlin alon thetP .andro9 1omhti.� AS LOADCASE(S) Standard FOR CONSTRUCTION DATE ___----- By - AL parame¢asand WA WIFSOMMITA7)MOM AITM9151471EMEA43ENUMnML112VMISMMMVZ Design valid for use only with MTek connectors. This design's based only upon parameters shown, and Is for an mdlvidual building component. Applicability of design parameters and proper incorporation of component Is responsibility of buridng designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary broeing to insure stability during construction 6 the nesporslbslMy of the -erecctcr... ikddirionabpemment-brccing-af the overall structure is>th--qespQDsbaWoftbe,§ulong-design.Fgxg@nefpl.guidett=e_regardrsg,..:.,: -r --.fabdcatiaeaearity-sontroLsioraaerderrverv:erection•and-braema-cam WlF - �BIyErBeda,BSB&84 awd 9Gir�uBmna 6ommnessf - �. _.. N. Lee Q�OFESS/A SOON 2 i LU C 074486 G) * 12-31-15 9TFOF C March 19,2014 �e 'i77'/'Green�Ad-La`h4,-Sum TUB'-""""v. � Citrus Heights, CA, 95610 Job Truss Truss Type Qty 341e-A Iptly R41608434 341E A TIN Hip 1 1 Job Reference (optional) BMC, India, CA- 82Z03 /.43U s Ju125 zu13 MI rex inausmes, Inc. 1 ue mar 161320:54 2014 Pagel ID:ItpEP9WCJUDSASPi5gblmjzKsev-F9nxKVD_noWGggMX7pe'IyyyCifVY XiYkvBj lzMN -3- B- 33- -2- 7-3-15 6.5.13 44-4 5�-0 5.4-0 44-4 6.5-13 7-3-15 -2-0 4.oD 12 6x8 5 3x6 = 6xB 6 7 Scale = 1:B6.1 4X6 = 1a 17 1a 16 2u 21 21 10 23 24 20 14 2a 2r 2¢ 13 2s 12 30 4x6 = 2x4 II 7x10 = 5xB = 5x6 = 7x10 = 2x4 II 7-315 13.9.12 1 263.4 i 12 i 332.4 39.6-1 47-0-0 i LOADING (psf) SPACING 2 0-0 CSI DEFL in (loc) Vdefl Ud TCLL 20.0 Plates Increase 1.25 TC 0.63 VeR(LL) -0.19 10 12 >999 240 TCDL 14.0 Lumber Increase 1.25 BC 0.93 VeR(TL) -0.49 12-13 >802 160 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(TL) 0.09 10 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) LUMBER BRACING PLATES GRIP MT20 220/195 Weight: 227 lb FT = 20% TOP CHORD 2x4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3-0-13 oc purtins, except BOT CHORD 2x4 OF No. 1&Btr G 2-M oc purlins (5-54 max.): 5-7. WEBS 2x4 OF Stud G BOT CHORD Rigid ceiling directly applied or 64)-0 oc bracing. WEBS 1 Row at midpt 5-16, 6-15 F ek recommends that Stabilizers and required cross bracing nstalled during truss erection, in accordance with Stabilizer allation uide. REACTIONS (lb/size) 2=168/0-5-8 (min. 0-1-8), 16=2973/0-3-8 (min. 033), 10=1405/0-5-8 (min. 0-1-0) Max Horz 2=69(LC 5) Max Upli :2=96(LC 8) Max Grav 2=343(LC 16), 16=2973(LC 1), 10=1422(LC 8) FORCES (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=11/886, 3-4=0/1645, 4-5=0/1617, 5-6=522171, 6-7=1444/38, 7-8=2322/31, 8-9=2359/0, 9-10=-3267/0 BOTCHORD 2-17=801/72, 16-17=-807/68, 14-15=0/1093, 13-14--0/1584, 12-13=013010, 10-12=013016 WEBS 3-17=0/402, 3-16=999/0, 4-16=381/64, 5-16=2553/0, 575=0/1370, 6-15=1215/0, 6-14=0/753, 7-14=-453/24, 7-13=0/995, B-13=320/68, 9-13=907/1, 9-12=0/397 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4pst,, BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. �QFESS/D 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1 5) • This truss has been designed for a rive load of 20.Opsf on the bottom chord in all areas here a ctangle 3-�&0¢tall -by� 1-0y-y0 wide w,ill! R� �' �� `300/�/ F fit between the bottom chord and any other members, with BCDL = 10.0psf. V O E L_! O Q U I 0 V p �';�<Cr t�� 0 � 6) A plate rating reduction of 20% has been applied for the green lumber members. vJ) Z' 2 1 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100OIb uplrft7ljoir )t2.&r�'�AFETY DE I (� V c C m 8) This truss has been designed for a moving concentrated load of 250.01b rive located at all hiid panels and at all panel, points. along the, C 074486 n Bottom Chord, nonconcurrent with any other live loads. M �,..D 9) Graphical purtin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord: EX 12-31 15 LOADCASE(S) Standard FOR t COiJ:7TRUCTiON * ()_ */ DATE BY S c DF CAtt�'' March 19,2014 AWA-"des+9sparainewnsaadREALPATESONit{tSASMOM lH7EKRFFfRFfKEAACaEtifi•P413mt. 1129IMSAMMIM Design valid fa use only with MDek connectors. This design Is based only upon parameters shown, and is for an individual bulidmg component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not tnus designer. Bracing shown Is for lateral support of Individual web members any. Additional temporary bating to insure stabNty during construction is the responslblPrty of the -.. -- - .... ceredor...Adu+ianal anent. bracir �t.ltse,cvena1131n+ctsae.iLiFre,res^^^5"^^ r•b bugdwg. _ de3igpe_✓afger.l-guidanceJf!9ardng. . .- �. —F.>fabrication.=Wefiyaorstrolrsforage.de6very; ere�tiorrand=brocing;¢�Ii�3uaQ7pfrP.evh;TSB=64arsd-0�kBu0r4r1gComponersf----�R-.�--. _ ��-��— Bale6sform available- U from us Plate Irsfttute, 781 N. Lee Street, Suite 44312 Alexandria. VA 22314. 777!'GiaerlGe'cRT"a6B:'Suri"YbB"""'"'..•"•,�- �'6m�awotw[wit..sn.r�_er;.a.m.n.sns.,�a.n....ra.aer.e tsctm..rpm a r...ira^ Citrus HepMs, CA, 95610 Job Truss TrussType�Qty Ply 3418-A R41606435 3416_A_ T10 Hip structural Gable 1 1 Job Reference (optional) amu, InW, CA- 622Q3 -+m i Wines, mc. rue mar �a �s�u:ao cola rage ID:ItpEP9WCJUDSASPi5gbla¢Ksev-BYviIAFEJPn wBWwEEhA2N2ZFTBWSP2r-DggjHzZfhL 30. 0. 3S - - 51 -2 511-7 S1.5 57-5 410.8 410.11 410.13 51-5 51-5 1-7 -2-0 scale = 1:86.1 4.00 12 I 416A-0 I 6x8 = x6 = US 5x8 // 4xS —_ 21 20 22 19 18 23 ITT 25 27 W 29 3D 19 32 33 W 35 13 36 4x8 _ 34 = 6x8 WB = 5x6 = 5x6 = US = 5x8 = 3x5 = — I 13-8-0 J LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.56 Veril -0.24 13-14 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -0.56 13 14 >711 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.98 Horc(R) 0.09 11 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix) Weight: 230 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-7-5 oc pudins, except BOT CHORD 2x4 DF No.1 &Btr G 24)-0 DC purlins (4-5-8 max.): 5-8. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 4-3-14 oc bracing. WEBS 1 Row at midpt 5-19 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 2=128/0-5-8 (min. 0-1-8), 19=297510-3-8 (min.0-3.6), 11=1371/0S-8 (min. 0-2-1) Max Horz 2=75(LC 15) Max Uplift2=-502(LC 20), 19=50(LC 9), 11=554(LC 12) Max Grav 2=591(LC 21), 19=3168(LC 8), 11=1949(LC 20) FORCES (lb) -Max CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23=108911938, 34=650/1671, 4-5=179/2027, 5-6=331/327, ll5041463, 7-8=2182/596, 8-9=3105/890, 9-10=-4268/1129, 10-11=-4900/1561 BOT CHORD 2-20=1870/1072, 19-20=2312/1040, 17-19=1794/1162, 16-17=1235/1970, 15-16=1686/3236, 14-15=1502/3343, 13-14=1495/4016, 11-13=1443/4566 WEBS 3-20=422U2, 4-20=O1156, 4-19= 694/45, 5-19=2724/117, 5-17=11911738, 6-17=1596/182, 6-16=133/1236, 7-16=1077/199, 7-15=180/664, 8-15=-495/235, 8-14=01721, 9-14=646/57, 9-13=0/695, 10-13=351/89 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psF, BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. * 4) This truss has been designed for a 10.0 psf bottom chord rive load nonooncurrent with, anylother lhibe loads.! A n � � � f `I 5) • This truss has been designed for a rive load of 20.Opsf on the bottom chord ill all areas where aFrectangle•3- flail°by 1=0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. M BUILDING t SAFED EPT. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable dwithstanding-100-lb,uplift atjoint(s)'l9 ekceptiothlb) 2=502, 11=554. L/ 8) This truss has been designed for a moving concentrated load of 250.0Ib live located at a I -mid pan sand at-all-panellpoints along�the Bottom Chord, nonconanerlt with any other live loads. � U E { � V I V 0 i fA U v I � l,1 d 9) This truss has been designed for a total drag load of 3300 lb. Lumber DOL=(1 M33) Plate grip DOL=(1.33) Conned truss to resist drag loads along bottom chord from 18-6-0 to 26.6-0 for 412.5 plf. 10) Graphical purlin representation does not depict the size or the orientation of the Eudin along the top and/or bottom chord. LOAD CASE(S) Standard ILWAN11 M-tren7Tdexlpparamewrsand RMA07FSWWUAM11MIlAHi'FKRERfRFaACE tW-7473ML11nI ARil Design valid for use only with MTek connectors. This design Is based any upon parameters shown, and is for an IndlAdual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of indnidual web members only. Additional temporary bracing to insure siabllBy during construction is the responsil of the effiWor: Addlffonal,pe rnartelt bracIni a'of1ha overall i e fon oer lm guidance reaardina-x-- /QROFESS/pN�\ SOON o F U C 074486 cMI * EX 12-31-15 �TgrF4F c March 19,2014 N. Lee Street, Suite 31 Z Alexandria. VA 22314. Citrus He V tns,� .c sertl;,nen a�weziun [A6'nat r]n7 a tarJf2 Cr4 Job Truss Truss Type Qty Ply 3418-A R41608436 3418_A_ T1 P Hip Girder 1 1 Job Reference (optional) BMC, Indio, CA- 92203 7.430 5 Jul 25 2013 Mrrek Industries, Inc. Tue Mar 18 13:20:58 2014 Page 1 ID:ItpEP9WCJUDSASPi59bl a¢Ksev-7x1 SAsGVr01 i9SglMeje7o7rUGrhwLn8fX9xoAzZW -0. --3 3- 6 -2- 7-10-5 6311 3.0.13 6-2-14 6-2-13 3-1-8 6.3-11 7-10.5 -2. Scale = 1:86.1 3x6 = 3x6 = 165-0 See = 5x8 = 5>r8 5 5� ` a no R2 Soedal 4x6 = 4x6 _ zu 19 z1 18 ZZ 1r za 10 24 15 ZD 14 25 4x6 5x8 = 4x8 = 5x8 = Us = 5x8 =. 2x4 11 Q 4 3 0 7-10.5 13�-0 1 2D-0-4 2fi7-2 32-10.0 3&1-11 47-0-0 7-10.5 5-9-11 6-2� 6.2-13 6-2-14 f>3-11 7-10.5 Plate Offsets (X,Y): j6:0-4-0,0-3-01, (9:0-3-0,Edge), f11:0-0-0,0-3-4), f15:0-4-0,0-3-01, f17:0-4-0,0-3-0), f19:04-0,0-3-0) LOADING (psf) SPACING 2-M CSI DEFL in (hoc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.77 Vert(LL) -0.23 12-14 >999 240 MT20 2201195 TCDL 14.0 Lumber Increase 125 BC 0.99 Vert(TL) -0.57 12-14 >687 180 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(TL) 0.08 12 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Weight: 223lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-7-13 oc pudins, except BOT CHORD 2x4 DF No.1 &Btr G 2-" oc puriins (5-2-12 max.): 4-10. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 5-8-7 oc bracing. WEBS 1 Row at midpt 5-18 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 2=123/0-5-8 (min. 0-1-8), 18=3174/0-5-8 (min. 03-7), 12=1296/OS-8 (min. 0-1-10) Max Harz 2=64(LC 5) Max Uplift2=228(LC 13), 18=214(LC 9), 12=208(LC 12) Max Grav 2=400(LC 21), 18=3235(LC 8), 12=1526(LC 7) FORCES (lb) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-456H233, 34=134/1985, 4-5=0/1726, 5-6=339/182, 6-7=1464/121, 7-8=1421/198, 8-10=1821/95, 9-10=279/99, 10-11=2427/356, 11-12=3540/528 BOTCHORD 2-19=1198/494, 18-19=979/251, 17-18=757/117, 16-17=112/1080, 15-16=131/1916, 14-15=227/3020, 12-14=-467/3246 WEBS 3-19=0/408, 3-18=1070/6, 4-1 8=1 229/313, 5-18=1896/12, 5-17=011562, 6-17=1411/57, 6-16=11/830, 8-16=-674/103, 8-15=54/465, 10-15=0/321, 11-15=911134, 11-14=0/404 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf, BCDL=6.0psf; h=25ft; Cat. It; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding.- 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anywother We loads p I 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas ACnelalrec6anglb- -0 tall-6y I-IY0 Ide�wl'll ` % fit between the bottom chord and any other members. $ SAFETY 6) A plate rating reduction of 20% has been applied for the green lumber members. 14WILOINQ h& FE rtIr DEPT. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=ib),2=228, 18=214, 12=208. 8) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and,at alt.panel -points along;the% Bottom Chord, nonconcurrent with any other live loads. � n ��'i' 4 tl 1idr� 4 iikA 9) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 474)-0 for 31.9 plf. `1 10) Graphical purtin representation does not depict the size or the orientation of the puriui along;tf a top and/or bottom chord: 11) Hanger(s) or other connection devioe(s) shall be provided sufficient to support concentrated load(s)7461h-down-and 317'Ib-up-at-- 14-2-0 on top chord. The design/selection of such connection device(s) is the responsibility,&- otftiersr 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back( &WARNIXI -tFe deskaFarounewsand REARIATESOff WIT ANMOM IftTW9R-88KEACiEIM-T4J32nJIBI9I488mt1SE Design valid for use only with Mirek connectors_ This design's based only upon parameters shown, and is for an Individual busding component. Applicability of design parameters and proper incorporation of component B responsmility of building designer- not truss designer. Bracing shown 's for laterot support of individual web members Doty. Additional temporary bracing to insure sfobifity during construction is the responslbNBy of the QROFESS/ON SOON �ti��c i G C 074486 c n \gTFOF C \/ March 19,2014 N.s a dw)s e L� Street, Suite *m 0 Ate. VA arA 4. I Citrus Heights, CA, 95s10 Job Truss Truss Type Qty 3416-A jPIY R476g8436 3416 A TIP Hip Girder 1 1 Job Reference (optional) BMC, India, CA - 92203 7.43o s Jul 25 2013 Mrrek Industries, Inc. Tue Mar 18 13:20:58 2014 Page 2 ID:ItpEPPWCJUDSASPi5gb1 cu7Ksev-7x1 SAsGVr01 i9SglMeje7o7rUGrbwLnStX9xoA2ZfhJ LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=38, 4-7=68, 9-10=68, 10-13=68, 2-12=20, 7-9=-68 Concentrated Loads (lb) Vert: 4=301(B) CITY OF LA QUANTA BUILDING & SAFETY DEPT. APPRO" E FOR CONSTRUCTION DATE gy A WAPA M-Verffydesign param Ira and REAL ACTFS ON NO AM fAt2OM MM PIRAEM.E AAM Mr -MY] net 112.lIMS89MME Design valid for use only with MRek connectors. This design is based only upon parameters shown and is for an individual bu0dng component. . Applicability of design parameters and proper incorporation of component is responsfoQity of bulldmBracing designer - not truss designer. acing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsiblUiity of the �.�a.....-.»,.-•. ,i__eretforsA'dddienal- —anent bract 'oflhebvara0shuef0re-a°ther perm ng- zs�bdNy-ef-the buldrng•d�ignar:for-gener¢kguldance regar$ng.-«�-:-r,_-.a=.. :.c..,,., ,_ .-; ... -�_ �—fabriaatiortgwl'r�contwkataage: defwery;�erecfion andbacting oenwft-T-3U15e{rPFYQoe01pfis8eda.-D56.89 mid�BBf•Bu8dln9.6omponerd-- ---� •p�•�Ben�'�FLF Safety Inlormoflon avalable from Trsm Plate Institute. 781 N. Lee Street. Suite 372 Alexandria, VA 22314. Citrus Heights, .title�Eie:lr�r�_,e>3.,eAa..s,er,.�u..wo.�-- — errsst r5mrro..as� i9 CA, Job Truss Truss Type Qty Ply 3416-A R41606437 3418_k T2A Hip 1 1 Job Reference (optional) emu, roam, uA - anus r.asu s a zo zuis mi ieK mausmes, inc. i ue mar ha islu:oe zui4 rage 1 ID:ItpEP9WCJUDSASPi5gbl wzKsev-b7bgNCH7cK9ZncFVvMEtf7g5WgEWfL5luBvUKczZfhl 510.1 10.11-1 16-0-0 A7-1-0� 22L-15 27-575 33h-0 84b-0, r 510.1 S7-0 5.0.15 1.4-0 5-0-15 S1-0 510.1 1-2-0 Scale - 1:61.1 4 0 a 0 4x6 = 4x6 = 4x6 = 16 1' 15 14 " 12 11 10 4x6 2x4 I I 3x4 = 7x10 WB = 3x4 = 2x4 11 3x10 = 510.1 10-11-1 16-0-0 17h-0, 22�-15 F 27-515 33.4-0 5-10.15-0.1s 1-0-0 50.15 i S7-0 1Q1 Plate Offsets (X,Y): f1:0-2-5,Edgel, f4:0-2-8,0-0-121, f6:0-3 0,0-3-01, f8:0-2-5,Edgel, f13:0-3-8,0-3-81 LOADING (psf) SPACING 240-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.18 14 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.64 14-15 >616 180 BCLL 0.0 Rep Stress Ina NO WB 0.51 Horz(TL) 021 8 n/a n/a BCDL 10.0 Code IBC2D09/fP12007 (Matrix) Weight 161lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.1&BtrG TOP CHORD Structural wood sheathing directly applied or 3-0-9 oc purtins, except BOT CHORD 2x4 DF No.1&Btr G 2-0-0 oc purtins (4-3-12 max.): 4-5. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 1 D-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 1=1444/0-5-8 (min. 0-1-9), 8=1547/G- -8 (min. 0-1-10) Max Horz 1=-66(LC 6) FORCES (lb) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=3753/0, 2-3=3100/0, 3-4=2441/0, 4-5=2262/0, 5-6=2444/0, 6-7=3088/0, 7-8=3723/0 BOTCHORD 1-16=0/3485, 15-16=0/3485, 14-15=0/2890, 12-14=0/2258, 11-12=0/2869, 10-11=0/3455, 8-10=0/3455 WEBS 2-16=0/356, 2-15=688/11, 3-15=0/474, 3-14=781/5, 4-14=0/613, 5-12=0/514, 6-12=760/6, 6-11=0/470, 7-11=-082/1, 7-10=0/353 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by I-M wide will fit between the bottom chord and any other members. RDFESS/C 6) A plate rating reduction of 20% has been applied for the green lumber members. Q Np, 7) Beveled plate or shim required to provide fug bearing surface with truss chord.at=joint(s),1. - J �� {c , /, �F c(!�#T�1, �- p SOON 8) This truss has been designed for a moving concentrated load of 250.0lb live Iocated•at al mini panels and at -all panel,points along the �� Q 0 4-- Bottom Chord, nonconcurrent with any other live loads. (; ( r „ -ray �,f APT. V� '%, 9) Graphical pudin representation does not depict the size or the orientation the pudin along tht ;tbp andlo� bottom:chord. C9 rrh 10) Gap between inside of top chord bearing and first diagonal or vertical web shall%riot exceed 0`500in`. C'NEy� � C 074486 m LOAD CASE(S) Standard A'. - -31-15 FOR 00� '!ST U,01'10N 9TFOF C DATE ___ -- BY _ March 19,2014 dWAR!1M-Ven'ydesipparamwnand MMMV9Op/i4164AMMtlrO0111WRr AGE W14473rec.1,12W M489WtfbE Design valid for use only with MOek connectors. This design Is based only upon parameters shown. and is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stabMty during construction is the responsibilydy of the ^^ -� ereeteF drttaml permar"*braehsg`of designemftPg�1 goidanoe:regardng.«L.., .....: fobrication.-aualllv-oontrobstdaae:: der env: emeH.—nd,1,—inn_ N. Lee Street, Sulte 312 Alexandria, VA 22314. Citrus He' maw. K ar.A.nm.awrerl..a=11" fM At... AV �h6, CA, Job Truss TrussType Qty _- 3418-A JPly R4160B438 3418 A_ T213 Hip 1 1 Job Reference (optional) BMC, Indio, CA. 92203 7,430 s Jul 25 2013 MTek Industries, Inc. Tue Mar 18 1321:00 2014 Page 1 ID:ItpEP9WCJUDSASPi5gbl cuzKsev-3J8CbYllNeHQPlghT316CDCCB4XrOHTR7re2OzZthH 7-5-0 14-0.0 I 19-4-0 zslalo 33.4-0 r94_fi-0 7.5.6 6•fi-10 54A 6.6.1D 7-5.6 1-2-0 Imo.. 6x8 = 5x6 = 2x4 II 7x10 = 7x10 = 2x4 11 Scale = 1:61.2 14-0-0 19.4-0 25-10.10 I 3340 i 7-5 6 6�-10 5.1-0 6-6-10 7-5-6 Plate Offsets (X,Y): f6:0-2-5,Edgel, [9:0-4-8,0-M], f10:0.4-8.043-81 LOADING (pst) SPACING 2-0-0 CSI DEFL in (loc) Udefi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.76 Vert(LL) -0.20 1-11 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 1.00 Vert(TL) -0.65 10-11 >605 180 BCLL 0.0 Rep Stress Ina NO WB 0.76 Horz( L) 0.21 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight 142 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.I&BtrG BOT CHORD 2x4 DF No.1&BtrG WEBS 2x4 DF Stud G REACTIONS (Ib/size) 1=1444/0-5-8 (min. 0-1-9), 6=1547/0-5-8 (min. 0-1-10) Max Horz 1=-60(LC 6) FORCES (lb) - Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 3664/0, 2-3=2747/0, 3-4=2544/0, 4-5=2747/0, 5-6=3641/0 BOT CHORD 1-11=013393, 10-11=0/3393, 9-10=012544, 8-9=0/3369, 6-8=0/3369 WEBS 2-11=0/404, 2-10=919/15, 3-10=0/533, 4-9=0/476, 6-9=-894/7, 5-8=0/400 BRACING TOP CHORD Structural wood sheathing directly applied or 2-8-3 oc puffins, except 24)-0 oc purlins (4-0-10 max.): 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Dpsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other five loads. 5) • This truss has been designed for a rive load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconanent with any other five loads. 9) Graphical puffin representation does not depict the size or the orientation of the,purtin along the'top'and/dr 116ttom�c lord. 10) Gap between inside of top chord bearing and first diagonal or vertical web shall no exc e)d'OT500ih. LA ') TA LOAD CASE(S) Standard BULDIt SAFETY FOR CONSMUCTION DATE 8Y QROFESS/p�, SOON IJJ C 074486 c m E 2-31-15 �* i E-14:'OF L1E0� March 19,2014 � �au�-trefr7r�siga parawetrrs afrC RFAS aD1Fs DN7MSAdla rr�tasc MrrEKi1FFFRA1f� ACE rent -ran rec s/zsy2grda�tf,� Design valid for use only with MOek connectors. This design's based any upon parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for iaferai support of indwidual web members only. Additional temporary bracing to Insure stability during construction is the resporsibNity of the Ibranng;ce'risesli�-liMSr/dPFt�(iea8'�y'+Etc'SSB=89m+�b£51-$uVdnpGomponeid-'"_� ,�,":�-_ -�'' �.'- J N. Lee Street, Suite 312. Alexandria VA 22314. ""7777`t;reenSeTc L�!i mw -- — -user ism x4wwircrl Cihus Heights, CA 951 Job Truss�TrussType Qty Ply 3418-A R41808438 3418 k T2C Hip 1 1 Job Reference (optional) Cmc, maw, cA- uzzu3 1.43u s Jul La Zu14 MI lex Inausules, Inc. I ue Mar w 13'1101 2014 Page 1 ID:ItpEP9WCJUDSASPi5gbl =K-wv-XWibouJNSxPHOvPH nGUOIPOUvw7p_aLVObPVz2fhG 6-5.6 12-0-0 16.9-0 21.4-D 26-10.10 33-0-0 24-6-0 5�Cr10 6-5� 21 —01 Scale = 1:61.1 dr d d 4x6 = 6xB = U4 = 4x5 = 4.D0 12 9 N v n 1A d 13 "' 12 11 ,• 10 „' 9 " 4,6 = 2x4 II 3x4 = 5x6 = 3x10 = 2x4 II 12-M 26-10.10 33-4-0 LOADING (psf) SPACING 2-01 CSI TCLL 20.0 Plates Increase 1.25 TC 0.60 TCDL 14.0 Lumber Increase 1.25 BC 0.89 BCLL 0.0 Rep Stress Ina NO WB 0.43 BCDL 10.0 Code IBC2009/rP12007 (Matrix) LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G DEFL in (loc) Udefl Ud PLATES GRIP Vert(LL) -0.20 11 . >999 240 MT20 220/195 Vert(TL) -0.68 11-12 >578 180 Horz(TL) 0.21 7 n/a n/a Weight: 147 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 2-11-0 oc puffins, except 2-0-0 oc puffins (3-8-11 max.): 3-5. BOT CHORD Rigid ceiling directly applied or 1040-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 1=1444/0-5-6 (min. 0-1-9), 7=1547/Oa-8 (min. 0-1-10) Max Horz 1=53(LC 6) FORCES (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=3722/0, 2-3=3014/0, 3"=3069/0, 45=2788/0, 5-6=3009/0, 6-7=-0694/0 BOT CHORD 1-13=0r3453, 12-13=0/3453, 11-12=0/2798, 10-11=0/3066, 9-10=0/3424, 7-9=0/3424 WEBS 2-13=0/872, 2-12=711/22, 3-12=0/486, 3-11=10/497, 4-10=506/12, 5-10=0/585, 6-10= -699H 2, 6-9=0/368 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load noncbncurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas when: a rectangle 3-6-0 tall by 1-M wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid,anels and_at.a(ipanelspoints:along-the -- Bottom Chord, noncbncurrent with any other live loads. R i t w t �q 9) Graphical puriin representation does not depict the size or the orientation of the purl i i al g the top an for bdttor photd. �( Q `[ 10) Gap between inside of top chord bearing and first diagonal or vertical web shall no exceed 0.500in., LOAD CASE(S) standard B U I L r T�9 G& SAI_ E D E L_ PT. FOR CONSTRUCTION DATE BY QROFESS/ON SOON o�Fy CO c� LU C 074486 M * 12-31-15 S't FOFC 0 March 19,2014 A WA)WW-NerrTrdesip Samnow s ae REM W7FS Off WIT Ad47 fAR7 f6�C M7Rf RFi�t{Ftl� tA^� Nil-J473 rec IfZS(/�1!&E>�t1� Design valid for use only with Mnek connectom This design Is based only upon parameters shown. and Is for an incrMdual bulduig component. - Applicability of design parameters and proper Incorporation of component B responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during rnnstructlon is the responsibEW of the -..'.emclar.�Adcrdiohol permoner,?-bracingvKthe-overaRshvcture Es1therespcnsbD/cf-.tha�tw1dilg designer. rxv�generobguidoncaregardrg.•: s.:-... —+ fob L-cfierrquar'fy eonfro6sk3faBer�ery erecfion:andbrac'via. cortsolt+- Sb4W#9r/a81v 6rBeria�,OSB=a9 acid YGSl:ausldlnn-Ee-rnr,e��rf N. Lee Street, SUM 31Z Alexandria. VA 22314. CIWs Hec�rva� ,e ss. bth-vl—rsctrts r%ml a ti—Atc - ights, CA Job Truss Truss Type Qty Ply 341E-A R41608440 1 3418_A T2D Roof Special 1 1 Job Reference (optional) emu. Indio, CA - eZ7A3 r.44v s dul zo eul d ml i ex inaumes, inG I ue mar 1 e i 3:Zi:uz zu14 rage 1 ID:tlpEP9WCJUDSASPi5gbl a¢Hsev-0iGz?EJ?vFXBe3z4bUoaHelcPtE_sAVkag79xxzzfnF 5.2-7 4-9.9 6-2-0 6.2-0 5-3-9 5.2-7 Scale = 1:61.1 4x6 = 4.00 12 5x6 = 3x10 = 5x6 = a 4x6 = 15 14 16 13 17 12 18 11 19 10 20 4x6 2x4 II WO = 5x8 = 4x12 = 2x4 II 5:P_- i 10-0-0 16-2-0 22�-0 2&1-9 33-4-0 r 12-76-2-0 I 6-2-D S39 5.7-7 Plate Offsets (X1): 11:0-2-5,Edgel, f8:0-2-5,Edge], f11:0-5-12,0-2-01, f12:0-4-0,0-3-01 LOADING (psf) SPACING 2-M CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) -0.24 12 >999 240 MT20 2201195 TCDL 14.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -0.85 11-12 >465 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.79 HorzCrL) 0.23 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 149 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&BUG TOP CHORD Structural wood sheathing directly applied or 3-1-10 oc purlins, except BOT CHORD 2x4 DF No.1 &BtrG 2-0-0 oc puriins (3-5-1 may): 3.5. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 1=144410-5-8 (min. 0-1-9), 8=1547/0-5-8 (min. 0-1-10) Max Horz 1=49(LC 6) FORCES (lb) - Max.•Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2- 3771/0, 2-3=3287/0, 3-4=-3062/0, 4-5=3169/0, 5-6=�3178/0, 6-7=-0178/0, 7-8�3736/0 BOT CHORD 1-14=0/3504, 13-14=0/3504, 12-13=0/3746, 11-12=0/3746, 10-11=0/3468, 8-10=0/3468 WEBS 2-13=573/37, 3-13=0/637, 4-13=905/0, 4-12=0/374, 4-11=777/1, 5-11 =1 199/13, 6-11=0/1763, 7-10=0/339, 2-14=0/332, 7-11=640/17 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf, h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other rive loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. RQFESSJ� 7) Beveled plate or shim required to provide full bearing surface with truss chord at joinl(s) 11. 4 NTA 8) This truss has been designed for a moving concentrated load of 250.01b rive located at alLminel d pps a Q atall panel`points`along the �� O sooty F Bottom Chord, nonoonarnent with any other live loads. r r ,� f ,, . < �,, Is It'-� Y D E PT. �� 0 2It 9) Graphical pudin representation does not depict the size or the orientation of the puriip al .2 t6q top._and/dr_tiottom+chord. rij �`� 2 2 10) Gap between inside of top chord bearing and first diagonal or vertical web shall notexceed 0.5001n. _ s I �' r_ LOAD CASE(S) Standard ��.P r) ,� - �w C 074486 M FOR CpNISTFUCTIi3N I * , 12-31-15 DATE _---= BY March 19,2014 dWARUMs-Ile dasignparanTemn and RMr1DTFSONWSAN(iUtA7FDlfr9K9RTRMAGE MT-741319L11291201429MfSE Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of =mponent is responsibility of building designer- not truss design. Bracing shown - Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resporssrbility, of the ,or.--Ade6lienrji,/ x�nr:br®e iebvw hefi -and ture�is,4FrsresF�r IHt €fibs.d��ulc6Grydesignec. .c geoarelfluldmt rege dng - _ . ar QuelAyaonfiok�sforage;dalvery:erection-andbraaing;wilt'�QuaB1YSAferla:-95689vnd-065HBu8rsnff'Eomponenf Safety Infomrafbn available from Trum Plate institute, 781 N. Lee Street, Suite 314. Alexandria, VA 22314. CA, BSB1D ll3euEsaans rsctesmm�ler:ary Cling He Job Truss TrussType�Ply 341s-A R41808441 3418_A_ T2E Roof Special Girder 1 3 Job Reference (optional) aMG, Inalo, cA- eZZU3 (.43o s JOI La ZUl3 ml1 ex inousales, Inc. I ue mar la 13213e1 Za14 f'age 1 ID:ItpEP9WCJUDSASPi5gbl cuzKsev-QHySeFMuCAviVXieGdLHvGwAm5FE3c5AG7MpYGZZfhC 4 - � 411-10 3-0.6 4-0-2 41-15 41-15 2-0-0 -0-0 5-0.6 411-10 1-2-0 4.00 12 5Xs — 4x4 = US = n.e = 6x8 = I Scale = 1:62.1 25 26 19 V 18 28 17 29 16 30 15 31 14 32 13 33 12 34 - 35 3A 0 2x4 I I 6x8 = Special 3x10 II 7x10 = 3x4 = US = 3x4 = 2x4 I I 3x6 _ Special I Special LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-M Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TPI2007 CSI TC 0.32 BC 0.93 WB 0.42 (Matrix-M) DEFL in (loc) I/defl L/d Vert(LL) -0.35 16-17 >999 240 Vett(rL) -0.90 16-17 >442 180 Horz(rL) 0.19 10 n/a n/a PLATES GRIP MT20 220/195 Weight: 545lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 640-0 oc purlins, except BOT CHORD 2x6 DF No.2 G 2-0-0 oc purlins (64)-0 max.): 3-6, 7-8. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 1 D-0-0 oc bracing. REACTIONS (lb/size) 1=3464/0-5-8 (min. 0-1-9), 10=2505/0-5-8 (min.0-1-8) Max Horz 1=-48(LC 6) Max Grav 1=4408(LC 20), 10=2614(LC 31) FORCES (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=13468/0, 2-3=-13794/0, 3-4=12942/0, 4-5=14111/0, 5-6=11076/0, 6-7=-8295/0, 7-8=7775/0, 8-9=7470/0, 9-10=7725/0 BOTCHORD 1-19=0/12751, 18-19=0/12751, 17-18=0/16206, 16-17=0/16206, 15-16=0/14015, 14-15=(N 0966, 1314=0/7082, 12-13=0/7310, 10-12=017310 WEBS 2-18=0/607, 3-18=0/4080, 4-18=-3925/0, 4-17=0/3190. 4-16=2723/0, 5-16=0/1609, 5-15=3654/0, 6-15=0/1909, 6-14=5343/0, 7-14=0/2444, 8-14=0/2134, 8-13=0/534, 9-13=517/46, 9-12=0/277 NOTES 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc, Except member 183 2x4 -1 row at 04-0 oc, member 4-17 2x4 - 2 rows staggered at 0.40 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. OFESS/ 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; Cat 11; Exp C; MWFRS left QR !�� enclosed; (low-rise); cantilever a�h exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 S00 �� N 5) Provide adequate drainage, to prevent water ponding. ' , r (� ji { ��A 1` j y �.0 0, G� 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreht ariy otf pr live 1,a . 1 "� ` 7 ' This truss has been designed for a live load of 20.0 sf on the bottom chord in II areas where a rectian le 3 6 0 tall b 7 0 8lvide_ vgill 1 . 9 p s y T V ii m u 1 C 074486 M .; fit between the bottom chord and any other members. k `L� ��( Lit �y t + 4 X �t 8) A plate rating reduction of 20% has been applied for the green lumber members. v 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1. -..�� W EX 12-31-15 . 10) This truss has been designed for a moving concentrated load of 250.0Ib five located at all d panels arn�dat a�ll pane SM1 oo�t onthe�T CJ Bottom Chord, nonconanent with any other live loads. (�1_1 Cv 11) Graphical purlin representation does not depict the size or the orientation of the turiin along th"e top and/or bottom chord. \ �P 9T 12) Gap between inside of top chord bearing and first diagonal or vertical web shall exceed 0.500in. FOF C iqot 13) Hanger(s) or other connection device(s) shall be provided sufficient to support eohcentrated load(s) 37 lb down ar1d�U21b up at 8 110,-- and 37 lb down and 12 lb up at 10-0-12 on top chord, and 1677 lb down at B 0-0, an� 311-lb down at 1A--042 and 282�(�at 5 1_ f�-T_..-,..,-----� March 19,2014 �► ttrNAMSU-Yerl7rdesFgs Barame¢-rf aaa READ AATFS OdI Rffb Ate IARZt�G 1R7E7CNEFFRFNFE I(7[-74T3 ree If25(12AIaB8�1P�1L� Design valid for use only with Mirek connectors. This design Is based any upon parameters shown, and B for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibiliity of the - - - ___ IFq�saaent pEcrajn9.xaflkORv_carp(.str cfkge.(1bE. mpasUpAlin ij&s181,i9F,f.96F.ef, g41>�4RcP.re®arcin a _ -- - 'fa6ricatiorsrgeaNty eorAlal-storage.deGvery; ereelion�andbrac6lgr wnsolt-..,.A,ysMT^BecsBty ErRarla.+OSB-8faad3ENAu0�ssg�£arcpon Salefy tnb atba available from Truss Plate Institute, 781 N. Lee Street. Suite 31 Z Alexondrla, VA 22314. }fLasssi}Yen.t6i,arSQi;§uwl,.r3e .es.r`ec.ei..�n�.��..,w.,�...e rlcmrrxrrsrxrat Citrus He1gMs, CA, 95810 Job Truss Truss Type Qpy Ply AR41605441 [o4bl'Reference 3416 A_ T2E Roof Special Girder 1 3 (optional) aMc, Indio, CA- 92203 LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-68, 3-6=-68, 6-7=68, 7-8=-68, 8-11=68, 1-1D=20 Concentrated Loads (lb) Vert: 3=3(F) 18=773(F) 17=1942(F) 24=3(F) 28=244(F) 1.43USJUI252U13MIIeKinOUSOIeS,InC. Iue Mari a 13:21:052014 Paget ID:ItpEPgWCJUDSASPi5gbl a¢Ksev-QHy5eFMuCAviVXieGdLHvGwAm5FE3c5AG7MpYGzZfhC CITY OF LA QUINTA BULL JtING & SAFETY DEPT. Fuld CONSTRUCTION I ARMM-Vertitrdesip pammeise-rs and UM PA7FS IN WIT AN fAR%MM WTEKRERWW MN kT-74 is m 73 reiIJ1�ZDI881;�£iiSE �� Design valid for use only with Mlrek connectors. This design based only upon parameters shown, and is for an individual building component. APPll=birdy of design parameters and proper incorporation of component's responsibfl'dy of bulging designer - not truss designer. acing shown tt fa lateral support of individual web members only. Adddiond temporary bracing to'lns stability during construction Is the responsibMty, of the �«. s'»�eso�l4ddifionahparmarl©nt:bracing,of•Mse overafl�slr�+ettne ds�fksemspwu:.sibYky.oftko,buBding�de�'^=--Fokg9atenal,puidancgreggrdng. ...K�,,.....�,� ,�jA,(j�i _ -•---fobrication. quality cvsntrabstarage, delivery;erection-and-bracing, eoossnit Ad51�ALa>flsa�!'E+Her1a�66+64and�Cif�&a0dnq:Componerd=r 7. �.v-. <�. 777TGre"Giib"�tls LariE�Si10A"TOB-°"'�� .w-.sue._. Safety Irrformofbn available from Truss Plate Institute. 761 N. Lee Street, Suite 31 Z Alexandria, VA 22314. Crtrla Heights, CA, e5610 MEorsffiecaP9se [SPt tusn�erk soer3fied. ffia desige tiabses ase 1Anse. IIGtI'rL*>'rr'1:. tae9tESLs Job Truss Truss Type Qty Ply 13418-n R41608442 3418 A_ 73A Hip ewer 1 2 Job Reference o tional BMC, Indio, CA- 9ZZ03 + - . W. ID:ItpEP9WCJUDSASPi5gblcuzKsev-kf4s3xN8jn9QkgslNlNl h?UwzkXSaT rvc82ZfhA 12-0 e-o-o 11-10.1D 1s7I t9t>-0 23.4-0 ' 1-2-0 I3-0.0 3-10.10 3.8-13 3-10.10 3-10-0 Scale = 1:43.1 Special Special 4x6 Special Special 3x10 = Special 3x4 = Special Special 4x4 = 3x10 = 11 Special Special v - 8 Special = WO = 3x4 = 7x10 = 4x4 II Special Special Special Special B-0.0 11-10.10 15-7-7 1s•6-0 23-" &0-D 3.10.1D 3-&13 3-10.10 3-1D-0 v1- ID -Ginn n '! as r11 -n. Ln nor RI r17•fL'La f1.dJ17 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.42 TCDL 14.0 Lumber Increase 125 BC 0.80 BCLL 0.0 ' Rep Stress Ina NO WB 0.67 BCDL 10.0 Code IBC2009/TPI2007 (Matrix) DEFL in (hoc) I/defl Ud PLATES GRIP Vert(LL) -0.2011-12 >999 240 MT20 220/195 Vert(TL) -0.4311-12 >643 180 Horz(TL) 0.09 8 nla n/a LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD BOT CHORD 2x6 DF No.2 G WEBS 2x4 DF Stud G BOT CHORD REACTIONS (lb/size) 2=2112/0-5-8 (min. 0-1-8), 8=2170/0-3-8 (min. 0-1-11) Max Horz 2=41(LC 4) Max Grav 2=2860(LC 14), 8=3154(LC 19) FORCES (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-0=-8189/0, 3-4=7612/0, 4-5=7185/0, 5-6--4214/0, 6-7=-4516/0, 7-8=-0020/O BOT CHORD 2-12=017749, 11-12=0/8303, 1 D-11=0/8303, 9-10=0/7185 WEBS 3-12=0/2388, 4-12=961/116, 4-11=0/977, 4-10=1503/0, 5-10=0/1547, 5-9=3561/0, 6-9=0/1241, 7-9=0/4383 Weight: 242 lb FT = 20% Structural wood sheathing directly applied or4-8-13 oc puriins, except end verticals, and 2-0-0 oc purtins (5-1-4 max.): 3-6. Rigid ceiling directly applied or 10-M oc bracing. NOTES 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at D-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except If noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=251t; Cat. 11; Erp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) Provide adequate drainage to prevent water ponding. ()FESS/ 6) This truss has been designed for a 10.0 psf bottom chord rive load nonconcurrent with any other live loads. Q� 7) " This truss has been designed for a five load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 140-0 wide will �� Soo l 11*1 ft between the bottom chord and any other members. !V �� 0 8) A plate rating reduction of 20% has been applied for the green lumber members. f A ) f\1 /� �� c2C 0- 9) This truss has been designed for a moving concentrated load of 250.0Ib live locate at all mid panels and at all panel•poihts along theuj�/ L 0 C 074486 m Bottom Chord, nonconcurrent with any other five loads. ' s t a w rsl r. r-- nn 10) Graphical purtin representation does not depict the size or the orientation of the puriin atong:tHe top'a��tl��7o� bottom chorT>.,_Ti� v EPT. � � 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentFdt "etl load )` �3D Ib down and ,38 Ib,up_at48--00-0, * EX 12-31-15 135 lb down and 38 lb up at 10�12, 135 lb down and 38 lb up at 12-0-12, 135 Iti6wn and 38'Ib lip of -113-9:0; 1351b dowmand s38 lb up at 155 4, and 135 lb down and 38 Ito up at 17 5 4, and 179 lb down and 49 lb up at 194 on. fop chord and'1636 Iti down Yat 8-0-0, 295 lb down at 10�12, 295 lb down at 12.0-12, 295 lb down at 13-9-0, 285 Ito downp ct. � 4-anJd 24616 down st-,4 5 4! N and 773 lb down at 195-4 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 9%'C0 F C LOAD CASE(S) Standard DATE -By March 19,2014 AWALWM-tree desilsa paramm-ri; wd 9W ADIES ONDUAN MtM AITRWIZERWIWAAGE MR-1413 ie& 1/29/211162FMLIM Design valid for use only with Wei: connectors. This design is based only upon paiarneters shown, and B for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsbUity of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibiflity of the 'F-.ef*ttdr:-RdBrron81 rmonent'brodWVmf-ih",era'Jshuetea•wi3m ponslbWo(4h"nAsIP9dwjVvW.4agesK�l.guidonce regardigr..,.,..._, -_ - ...-: ---fabricatiorrervafity M- nhol.storage:,defnery, erection andixacmg, cawerll-A41 WII-9oollfrGrRe Ia. BS6-89-and-MSI-Bunding Eomponmf __...,.-,. Safety Informas8on available from Truss Plate IrsNhrte, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Cana Hegtits, CA, 95610 Job Truss Truss Type Qty Ply -AR416o6442 j]ob18RLferenoe 34ta_A_ T3A Flip Girder 1 2 (optional) BMC, Indio, CA - 92203 T-0 s Jul 25 2013 MTek Industries, Inc. Tue Mar 13 1321:07 2014 Page 2 ID:ItpEP9WCJUDSASPi5gbl aaKsev-Mf4s3xNBjn9Qkgs1 N 1 Nl_h7UaukXSaTkRrvc82ZfhA LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-68, 3-6=-68, 6-7=68, 2.8=20 Concentrated Loads (lb) Vert: 3=135(F) 6=139(F) 12=-693(F) 11=54(F) 1D=54(F) 4=135(F) 5=135(F) 9=254(E) 13=135(F) 14=135(F) 15=135(F) 17=54(F) 18=54(F) 19=54(F) CITY OF LA Q U I ('ETA BVILDINIG & SAFETY DEPT. Are RRO�,,' FOR CONSTRUCTION DATE BY AWARKM6-VenTtduippwam" and REALMIEStffMAll®ifhiillF)MMRPCRRTRFMMWEMR-74732e1129fMA a9mm �� Design valid for use only with Mgek connectors. This design is based only upon parameters shown, and Is for an Eldrvidual building component. ApprrcabMty of design parameters and proper Incorporation of component is responsrbB'ity of building designer- not truss designer Bracing shown is for lateral support of individual web members any. Additional temporary bracing to Insure stability during construction is the respormbillhy of the -: A-"'s'••e2ctor.+Adddiorwl+pemlrrsenhbteacing ofrlheovemB�shuctweF9lhetetpora�0igw�kAhr+taelid�deopaa..6acge�rabguidt7[iCe.regRrdn9�-- ..r..�.IT�IJL1�dn-.,�.a.,-:,,,,,a,.;;,.,�, .-.v...Q.ns -- - ..--fabrication: qualify,00n}ro6-storage;-derwery, erection unit bracing, corxu"=�AfFSbRP'N-QudTW-Cssllaler, B9B-99,and-9CSkBuBcEngC-omponerd %6nTiackLaYe;`Sufte'1Ug".'"'.-' SSo" ftlnfossn:a n c% able i�rom Truss Plr�e IMILh e, 781 N. Lee Slreett uBe 812yAexonc rN, V �MM. Citrus Heights, CA, 95610 Job Truss TrussType ty Ply 341" R41608443 341 8A_ T3B Hip 1 7 Job Reference (optional) time, mow, sas-e ua - io s - r - - gei ID:ItpEP9WCJUDSASPiSgblaaKsev-g aHOmUSHHM_RDxlu XvYbGIIEGz3ry5aT9bzZfh9 1-2�1 SS1 10�0 17�-0 23-0-0 1- -0 r SS1 4dr15 7b-0 510-0 Scale = 1:43.0 6 6x8 = 4x8 = 4x4 = v ' 7 2x4 II 7x10 = 5xB = 5x6 11 Plate Offsets MY): f2:0-3-5,Edge), j7:Edge,0-3-9L r9:0-4-8,0-3-8) LOADING (psf) SPACING 24)-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.69 Vert(LL) -0.22 8-9 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.84 Vert(TL) -0.48 8-9 >580 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.40 Horz(TL) 0.07 7 n/a n/a BCDL 10.0 Code IBC2009/iP12007 (Matrix) Weight: 104 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&BtrG TOP CHORD Structural wood sheathing directly applied or 44)-0 oc pudins, except BOT CHORD 2x4 DF No.1&BtrG end verticals, and 24)-0 oc puriins (5-1-2 max.): 4-5. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=1111/0-5-8 (min. D-1-8), 7=1007/0-3-8 (min. 0-1-8) Max Horz 2=43(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23=2426/0, 3-4=1932/0, 4-5=1400/0, 5-6=1521/0, 6-7=952/0 BOT CHORD 2-10=0/2231, 9-10=0/2231, 8-9=0/1806 WEBS 3-10=0/331, 3-9=584/19, 4-9=D/469, 4-8=-533/0, 6-8=0/1311 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; Cat 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-641 tall by 14)-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the �oQs�DFESS/ON9 Bottom Chord, nonconcurrent with any other live loads. 8) Graphical purlin representation does not depict the size or the orientation of the puriin along the top and/or bottom,chord. SOON LOAD CASE(S) Standard �� O 0 2C C11Y O �.,�`•l. �.! � IN �, V� 2c y -� C 074486 m BUILDI_ G & SAF 1Y DEPT. W � � � _ � V * P 2-31 15 FOR CONSTRUCT �TgTF t �P OF C DATE _--- EY March 19,2014 A WARKM-V fh2siye paraaremrs and REAL WIFS0N7Mf8AN IN.0 7AtIQTFKKEFWWAAMIW-74T3 rec Sft /M48EWLM WF Design valid for use only with MiTek connectors. This design Is based only upon parorneters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is respo iblliity of building designer - 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 ....y..erecton:-Additinmkpaasssrmenkbmcing.d.tie_oymd9 Eor-gap== y0once.regarding,:,.,,,> - - .. a. �•fabricafien;erualitycanhol storage.-deNverv: erection and'bracln9�'�nse1W-�►d{5yi'R�ea819=L-raesla:-'058=64and4�il•BWldnaComponenf , _.. --..� �- »rho.-,.:u:.,�,-,;r^tee. �. - N. Lee Street, Suite 312 Alexandria. VA 22314. I Citrus Heights, CA, 85810 so..ds;an Job Truss TrussType Qty Ply 341$-A R416DB444 3418 A_ T3C Hip 1 1 Job Reference (optional) o m eeew s mousmes, mc. i ue mar se isli:ua zuia rage 1 ID:ItpEP9WCJUDSASPi5gblaaKsev-12BcTdPOFPPB BDQVSQD364p?ifc?PKmBIKOhlzZth8 rz1 F 65 1 1z o 0 15 6 0 23-a-o 1-2-0 6_11 5-rr15 3&-0 7-10-0 4x4 = 4x6 = 5x6 = n e 6x8 = 3x10 = Scale = 1:44.4 H -- 7 6x10 MT20H I I 6-5-1 12-0.0 15-6-0 , 23.4-0 6.5.1 5l>15 3-6"0 7-10-0 Plate Offsets (X,Y): 12:0-3-5,Edgel, 14:0-2-8,0-0-121, 16:Edge,O-1-8j, j7:0-3-9,Edge), 19:0-2-8,03bj LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Ildefi L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.16 7-8 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.77 Vert(TL) -0.31 9-10 >886 180 MT20H 165/146 BCLL 0.0 • Rep Stress Ina NO WB 0.47 Horz(TL) 0.07 7 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Weight: 107lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-11-13 oc purlins, BOT CHORD 2x4 DF No.1 &Btr G except end verticals, and 2-0-0 oc purlins (5-4-9 max.): 4-5. WEBS 2x4 DF Stud G'Except* BOT CHORD Rigid ceiling directly applied or 104)-0 oc bracing. 6-7: 2x4 DF No.1&Btr G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 7=1007/0-3-8 (min. D-1-0), 2=1111/0-5-8 (min. 0-1-8) Max Harz 2=50(LC 5) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2401/0, 34=1624/0, 4-5=1361/0, 5-6--1518/0, 6-7=918/0 BOT CHORD 2-10=0/2206, 9-10=0/2206, 8-9=0/1484, 7-8=-6/350 WEBS 3-10=0/378, 3-9=775/0, 6-8=0/1D47, 4-9=0/476, 4-8=-312/25 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 . 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-" wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, live loads. ROFESS/p nonoonwnent with arty other 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the too_and/o -bottom-chord. [� QUINT �� O Soo/`/ i V t v' �� o F Z`O Ore LOAD CASE(S) Standard I Q G !._.6 v� c BUILUI��IO��,�Ll `( DES'_ C 074486 M" AP p ,0 E _ 12=31-15 FOR CONSTRUCTION FOFC O DATE _------- — BY .-- _� March 19,2014 A KgRA&m-V-Trdwp pammee+rs and REM A07ES 0N7W AIM MMI[ IR Nliiif AFTERR42 Al-CWf_7473 sec 112VMA 119MLIS£ Design vorid for use only with Mnek connectors. Th's design is based only upon parameters shown, and Is for an individual building component. Appricablrrty of design parameters and proper Incorporation of component is responslbOhy, of building designer- not truss designer. Bracing shown ,�... ' is for lateral support of individual web members only. Additional temporary bracing to Insure stability during corstruction Is the responsibt0lty, of the g2eing p l�tlj�ldlpg,5�si n_er. For aermral��ndap�ce regardin8.� �.:. tarn a e�gualfty •. �._ - - ., ... fabricafi bracing,ly �9&and�3F�uBmnO•�mponerst onmat eretute. — _ MU�1K ontiA�siore a1' confroL sT very,e ctionand •.---^ & from Truss Plat , eerou e 31Ztl .tndria. Street, n a�l,%u Lec15 m®erffiNwLffiet vaBlu� Street Sukess3el.ZAlexandria. 781 1 . Lee um n=11li Ax 74 ^ 7777-GF&Wdr �-,S51te-"T-.�•,s— fi Cthus Heights, CA, 9W10 . Job Truss Truss Type Qty Ply 341E-A Ralsosa4s 3416 A T3D COMMON 3 1 Job Reference (optional) tsmu' MID. GA- 972U3 1 z-0 7-1a1s �1 0 1.4405 JUI LD GU13 MI l ex InOUSmeS, Inc. I ue Maria 1321:11 2U14 Pagel ID:ItpEP9WCJUDSASPi5gb1 cLmKsev-FRJMuJafnOgsDS9octSh9XA55WHoTH53f2p7lvzZfh6 13-9-0 19-7-2 z3-0-fl 5.16-1 5.10-2 3S1a Scale = 1:41.3 4x6 = 4 13 5x8 = 3x4 = 7 416 = 44 = 94" 17-9-12 23-" LOADING (psf) SPACING 2-3-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.65 TCDL 14.0 Lumber Increase 1.25 BC 0.98 BCLL 0.0 ' Rep Stress Incr NO WB 0.58 BCDL 10.0 Code IBC20091TP12007 (Matrix-M) LUMBER TOP CHORD 2x4 DF No.18Btr G BOT CHORD 2x4 DF No.18Btr G WEBS 2x4 DF Stud G REACTIONS (lb/size) 2=1286/0-5-8 (min. 0-1-8), 7=115210-3-8 (min. 0-1-8) Max Horz 2=63(LC 5) FORCES (lb) - Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2481/0, 3-4=2167/0, 4-5=-1610/0 BOT CHORD 2-9=0/2327, 8-9=0/1422, 7-8=0/1366 WEBS 3-9=-519/90, 4-9=0/878, 4-8�33/283, 5-8=0/260, 5-7=1620/0 DEFL in (loc) Vdefl Ud PLATES GRIP Vert(LL) -0.29 9-12 >961 240 MT20 2201195 Vert(TL) -0.61 9-12 >456 180 Horz(fL) 0.08 7 n/a n/a Weight: 100 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 3-8-11 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 104)-0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; Cat. It; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 14)-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard CITY 01LA QUINT BU{LDiNG:A & ��krE-IY DEP ,• �PRO�alDFOR COWYTRUCTION BY ??,OFESSloN� SOON o �� C 074486 c m 2-31-15 s�9T ► �P �FOF C A WARtf O-yerr"fydsip Paraa cm and R AG ACTES OIf MIT AFC MEM NrMf RFFERHRE ACE MR--MnW— W 2 4&9WLl3E Design valid for use only with Mgek connectorsThis design is based only upon parameters shown. and is for an individual building component. Applicability of design parameters and proper incorporation of component Is responsitolby of 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 resporsstbiPity of the A. .<erl30m Addtioncl.pean,ment brgeinB _of tfanzvgralstaciureJ_r the.WApQW.AA y_of tbe,bigc ingLd%ig)er FM eeoerpl_guidgnc& regarding.:. -� ,.,_,., ..A9LI�Q�•. •, - fabncation.quaklycontre4`storm8e>deFvery,-erect'wnbnd taco'cBag�x9arodM�*-•kNSHtiPW8me8bpHade5B�B9�and�B&S48u8alng'Component Safety Inlormss8on available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria VA 22314. 9�mmEg9 Laser D6tni1 a^! s 1srAC L Citrus Heights, CA, 95810 March 19,2014 Job Truss Truss Type Qty Piy 3418-A R41808446 3418_k T3E COMMON GIRDER 6 1 Job Reference (optional) amc, main. r,A - vzzw . --11.l , ID:ItpEP9WCJUDSASPiSgblwzKsev-jd06fRHYKojrbk?AbzwhliHTvd5Cj l.MzZfh5 -7a1n 42-12 101r15 139-0 16-11-1 233-4 27�6-D 28-8-0 1-2A 42-12 6-4-3 32-1 32-1 6-43 42-12 1 2-0 Scale = 1:502 �1 0 3x4 = _ 15 14 - 11 10 _ 4x6 4x6 2x4 11 6xB = 3.4 I I 3.4 I I 3x6 = 2x4 11 3x4 11 3x4 11 42-12 10-6-15 , 1 11-1 i 23.3.4 i 27.6-0 r 4-2.12 6�4-3 643 6-4.3 42-12 � Plate Offsets (X.Y): 15:0-2-0.Edael. 114:0---0.0-3-81 LOADING (psf) SPACING 211 CSI TCLL 20.0 Plates Increase 1.25 TC 0.61 TCDL 14.0 Lumber Increase 1.25 BC 0.98 BCLL 0.0 ' Rep Stress Ina NO WB 0.70 BCDL 10.0 Code IBC2009/rP12007 (Matrix) LUMBER TOP CHORD 2x4 DF No.t&BtrG BOT CHORD 2x4 DF No.1&BtrG *Except* 12-13: 2x6 DF No.2 G WEBS 2x4 DF Stud G DEFL in (loc) Well Ud I PLATES GRIP Vert(LL) -0.28 14-15 >998 240 MT20 220/195 Vert(rL)-0.8814-15 >314 180 Horz(TL) 0.10 8 n/a n/a Weight: 130 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 3-7-13 oc pudins. BOT CHORD Rigid ceiling directly applied or 104)-0 oc bracing. WEBS 1 Row at midpt 4-0 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 2=125610-5-8 (min. 0-1-8), 10=90010-5-8 (min. 0-1-8), 8=724/0-3-8 (min. 0-1-8) Max Horz 2=55(LC 6) Max Grav 2=1256(LC 1), 10=1123(LC 8), 8=745(LC 7) FORCES (lb) - Max. CompJMax. Ten. - Ali forces 250 (lb) or less except when shown. TOP CHORD 2-3=3061/0, 3-4=2178/0, 5-6=278/0, 6-7=2152/0, 7-8=1615/0 BOT CHORD 2-15=02850, 14-15=02850, 11-14=0/1986, 10-11=0/1511, 8-10=0/1511 WEBS 4-0=1783/0, 6-11=0/297, 7-11=0/1102, 7-10=963/5, 4-14=0/476, 3-14=939/11, 3-15=0/379 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) 180.01b AC unit load placed on the bottom chord, 13-M from left end, supported at two points, 5-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This buss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 14)-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss has been designed for a moving concentrated load of 250.01b rive located at all mid panels and at all panel points along the Bottom Chord, SE(S) actionwith any other live loads. �� 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front( or back.m8). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=125 Uniform Loads (ptf) Vert 1-5=-68, 5-9=-68, 2-10=20, 8-1D=-00(F=30) Concentrated Loads (lb) Vert: 13=90 12=90 BUILDING & SAFETY DEPT A r'Dpt-iOVED FOR CONSTRUCTION DATE ___ BY A tYAAit i-Yerifr rigs �aruaarFrt aad RfA6107F5'JN Nt[S Ali [7X7.OM rec IIZR/201489MOZ Design valid for use only with MOek connectors. Th6 design is based only upon parameters shown, and Is for an individual building component. Apprx:abirity of design parameters and proper incorporotion of component is responsbIIity of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary brocing to Unsure stability during construction B the responslillity, of the /QROFESS/pN� S00la✓ 02c�yc i C 074486 m 12-31-15 sTgTEDF LIFD��\P March 19,2014 N Itiiek' Citrus Heights, CA, Job Truss Truss Type ty Ply 311" R41608447 341E A TV Comrmn 1 1 Job Reference (optional) nmc, nmo, cnn- ezzua r.ruu s uw cs, cu is mi Cx IaaY5ale5, IaG l a¢ Me! le 13:ClaL CUIi rage i ID:ItPFP9WCJUDSASPi5gblcx¢Ksev-jdUBfRHYKojrbk?AbzwhlilVvkOChd( 6;gIMzzfh5 -1-2-0 7-1a15 13-30 19-7-1 + 2750 1-2-0 7-10-15 510.1 5-10.1 7-10-15 Scale: 1W--l' 4x6 = 4 _ _ 3x6 7 2x4 i 5x6 = 3x4 = US 3x4 4-0-0 F 9-8-4 i 17-9.12 , 23.3d i 27-6-0 Plate Offsets ()(,Y): f2:0-1-5 Edgel, (6:0-0-13,Edgel, 19:04-0,03-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud TCLL 20.0 Plates Increase 1.25 TC 0.54 Vert(LL) -0.12 8-9 >999 240 TCDL 14.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.40 8-9 >692 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.81 Horz(TL) 0.07 7 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) LUMBER TOP CHORD 2x4 DF No.1&BtrG BOT CHORD 2x4 DF No.1&Btr G WEBS 20 OF Stud G PLATES GRIP MT20 220/195 Weight 117 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 3-7-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except 64)-0 oc bracing: 6-7. F ek recommends that Stabilizers and required cross bracing nstalled during truss erection, in accordance with Stabilizer allation uide. REACTIONS (lb/size) 6=64/0-M (min. 0-1-8), 2=1116/0-5-0 (min. 0-1-8), 7=1465/0-5-8 (min. 0-1-9) Max Horz 2=59(LC 5) Max Uplift6=25(LC 6) Max Grav 6=123(LC 8). 2=1116(LC 1), 7=1465(LC 1) FORCES (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-0=2451/0, 34=1930/0, 4-5=1414/0, 5-6=0/659 BOT CHORD 2-10=0/2238, 9-10=0/2060, 8-9=0/1229, 7-8=0/1204, 6-7=541/0 WEBS 3-10=0/336, 3-9=-526/68, 4-9=0821, 5.8=4/250, 5-7=2120/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 6. 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 (pit) Vert: 1 4=-08, 4-6=-68, 2-11=20, 11-12�60, 7-12=20, CI 0 I_A QUINTA BUILDING & SAR-TY D PT- �` CO S ED RU ION FOR U WARa'M -"dull Pamnewn and READ A07FS Off M Ail® fN2f1GED AffMRRTRBifi PAGE Mr-703 ree 4MW4fi9=15E-- Design valid for use only with MOek connectors. This design Is based only upon parameters shoivWdnaTs arf an'oidvidual building component. Applicability of design parameters and proper incorporation of corponent Is responsibility of building designer - not truss designer. Bracing shown is far lateral support of Indwidual web members only. Additional temporary bracing to insure stability during constucrion is the responslbRilly of the n+ _ �reeta...AddlfionaLperman. ert bracing of.fhe over5111.strilcture_Lt the.�esgottsfbil�y 4.L1h�,bulldng_desigper;Forge /al gt!)_datlee regardl g _ ..a-fa6ricatiora-4ualifysonnlro6rsfoivgecderrvery.zrecfion and �acuogioeicnulks�)1M66RPIkHueBFs IteAe; B•69and+�GSI uOrDna:Comnonenl Informallon N. QROFESS/pN S00 AZ�0 � a� c ti Of- C 074486 c rn 77i l'Gi€�ntiadPl3 Citrus Heights. CA, March 19,2014 Job Truss Truss Type Ply 3418-A �Qty Ralsge4aa 3416_A_ T3G Common 1 1 1 Job Reference (optiona0 HMG, 111010, CA - 8ZZ03 /.43U S JUI Zb ZU13 MI I sK Inclustnes, In0. TUe Marl B 1321:13 2014 Pegs 1 ID:ItpEP9WCJUDSASPi5gb1cuzKsev-BpR7J SvJdwaSIJBklU9EyFSpJ_gx7BL6MIEgo7Zfh4 -1-2-0 , 7-&6 13-9-D 19-7-2 F z3bg 1-2-0 7-9.6 511-10 5141 3-8-14 Scale = 1:41.3 4x6 = 4 0 13 Sx8 = 3x4 = 7 4x8 = 6x8 = I 9-8-5 17-9-12 I 23-" LOADING (pst) SPACING 24)-0 CSI DEFL in (loc) Vdeft Ud PLATES GRIP TCLL 20.0 Plates Increase 125 TC 0.63 Vert(LL) -0.29 9-12 >961 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.94 Vert(TL) -0.57 9-12 >485 180 BCLL 0.0 Rep Stress Ina NO WB 0.86 Horz(TL) 0.09 7 n1a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix-M) Weight: 100lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 2-7-6 oc purfins, except BOT CHORD 2x4 DF No.1 &BtrG end verticals. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 4-3-13 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation side. REACTIONS (Ib/size) 2=1143/0-5-8 (min. 0-2-2), 7=1024/0-3-8 (min. 0-1-12) Max Horz 2=84(LC 13) Max Uplift2=847(LC 9), 7=569(LC 12) Max Grav 2=2013(LC 8), 7=1654(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-47562432, 3-4=3259/1145, 4-5=1904/523, 5-6=614/587 BOT CHORD 2-9=2341/4439, 8-9=-8902232, 7-8=6782049 WEBS 3-9=-485/101, 4-9=0/812, 4-8=-418/552, 5-8=298/574, 5-7=2440/933 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf,, h=25f; Cat II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tail by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 2=847, 7=569. 7) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) This truss has been designed for a total drag load of 3900 lb. Lumber DOL=(1.33) Plate•grip-BO�(�3)"Co ct truss toliresi t dY � �, /1 loads along bottom chord from 0-0-0 to 23-4-0 for 167.1 pg. ' 4�/,") Ica i-k (,a � LOAD CASE(S) Standard t,l t BUI! DING & z5 TY� PT. R V FOR CM, TRUCTION /QRpFESS(ON\ SOO/� O F UDC 0744862� mn * E 12-31-15 \�FOF C FO��P DATE ----- BY AtGORNfM-VeWrde lip SaeWMfsaadUMADIFS off WAN AMt100WTECRFFfUhM M&W M4 rea. 242gi®BiWlf5E Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an mdrvidual building component. Applicability of design parameters and proper incorporation of component is responsibW of building designer- not truss designer. Bracing shown is for lateral support of indlVidual web members only. Additional temporary bracing to insure stability during construction is the resporuibillity of the erestoc..Addriional pertnanentbracing of -the pverail.shucture is. the, responsmTdy of thebu0dng designer. For general guidance regarding _ _ MI I9K• _ - -'--"•iabnoagort*al'*controtpst6mge;�derNery, erection+and Component Safety hrfonna8on available from Truss Plate Institute. 781 N. Lee Street, Suite 31 Z Alexandria, VA 22314. 777rMeVnba&'L a Su siari E'a: MS2 ersase —0 -- 06fM/2A33 b.,uCc Cimrs Heights, CA, 85610 March 19,2014 Job Truss Truss Type Qly Ply 341s-q 44 R416089 3418_A T3H Common 4 1 Job Reference (optional) ID:ItpEP9WCJUDSASPi5gblanJ(sevf0?VXKTX4x2R4vuN10?OmAodZlK4gfgVLolnMEzZfh3 it 2-0 I 7-1615 139-0 19-7-2 1-2A 7-1415 510-1 510-1 3314 Scale = 1:41.3 4x6 = 13 5x8 = 3x4 = 7 4x6 = 4x6 = 9-84 17-9.12 23-4-0 9Jid B-1-8 Plate Offsets (X,Y): f2:0-3.1,Edgel, f9:04-0,03-41 LOADING (psf) SPACING 2-" CSI DEFL in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.63 Vert(LL) -0.29 9-12 >961 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.94 Vert(TL) -0.57 9-12 >484 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.51 Horz(TL) 0.07 7 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix-M) Weight: 100 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1 &BtrG TOP CHORD Structural wood sheathing directly applied or 4-0-11 oc purlins, except BOT CHORD 2x4 DF No.1&BtrG end verticals. WEBS 2x4 OF Stud G BOT CHORD Rigid ceiling directly applied or 1 D-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation aide. REACTIONS (lb/size) 2=1143/0-5-8 (min. 0-1-8), 7=1024/0-3-8 (min. 0-1.8) Max Horz 2=84(LC 5) FORCES (lb) -Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=2206/0, 34=1927/0, 4-5=1431/0 BOT CHORD 2-9=0/2156, 8-9=0/1264, 7-8=0/1214 WEBS 3-9=-461/80, 4-9=0/780, 4-8=30/275, 5-7=1440/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 . 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.01b rive located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard QROFESS(\ Soo F CITY OF LA QLl36��T, � �z0 o��rn DUILi�gINIG & SAFETY DE i� C074486 ,t�c 3" P F'. C 9E`'a E D y EX 12-31-15 FOR GONSTFIUCTION ""OF ichf-•- DATE BY March 19,2014 A Ill -"k11F pammmri aad Alit& ACTES Oar TffL4 ATE t7Y1t1M if Wf AE TR94LE ACE MI.74n reR Sfzt(r2piaea�uSf �� Design valid for use only with Mrrek connectors. This design is based only upon parameters shown, and is for an Individual buQdmg component. Applicability of design parameters and proper incorporation of component is responsmOlty of bullring designer- not trsm designer. Bracing shown IS for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responslbillHy, of the T{ _-emztor_.AddLonal permam rit.braeing. of the.orerrxll struchge.Is the responslbOtN-of the.bunding designer. For. general guidonce.reg2rdng.. - -._ _ _. �1(� . r..^fabrication: qualify conlia ::storage; m Plate eroatie, 781 . Lee r �lsuita 31ZAA Alexandria, VA 2lYeili�a98$pmnC-BCSI.$u0mhg-Componerd- -.�.- .-... n.��s-� �ne� Suite"'fG9""^'-' . --�""• Barely 1nlosma6nn avalable fromis Truss Plate Institute, 781 N. Lee Street. Suite 312 Alexandria, VA LSC C n s Heights, CA, 95810 nl.� fumbtr� sperJ� 9se des�a v'`••'- mw� Dlinvml e�ruse Job Truss russ Type oty 3418-A [ly R416D8450 3418 A 13,1 Common 1 1 Job Reference (optional) 6MC, Inate, GA- 92203 r.cau s jui ca —a Mi i ea mousyses, mc. i ue Mar io sa:n:10 Lu14 rage 1 ID:ItpEP9WCJUDSASPi5gb1 cuzKsev-7CYtkgU9rFAli3TZrjXdJNKmL7gLP2?eZgnLuhzZfh2 -1-2-0 7-10.15 13-9-0 19.7-2 23-4-D 1-2-0 7-10.15 5.10.1 510.1 3-8-14 Scale = 1:41.3 5x6 = 4 14 2x4 4 US = U4 = 7 4x6 = 4x6 = 3-&1 D 9-8-4 17-9-12 - _ — - 23.4-0 r 3-B-1D 5-11-10 B-1-8 5-6-4Plate Offsets (X Y): f9:O 0 0-3-81 LOADING (psf) SPACING 3-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) -0.25 8-9 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 125 BC 0.94 Vert(TL) -0.64 8-9 >433 180 BCLL 0.0 Rep Stress Ina NO WB 0.77 Horz(TL) 0.11 7 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix-M) Weight: 106 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Bb G TOP CHORD Structural wood sheathing directly applied or 2-9-14 oc puriins, except BOT CHORD 2x4 DF No.1 &BtrG end verticals. WEBS 2x4 OF Stud G BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. REACTIONS (lb/size) 2=171010-5-8 (min. 0-1-13), 7=1540/038 (min. 0-1-10) Max Horz 2=125(LC 5) FORCES Qb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3--3471/0, 34=2894/0, 4-5=2159/0 BOT CHORD 2-10=0/3185, 9-10=013055, 8-9=0/1903, 7-8=0/1830 WEBS 3-9=726/102, 4-9=0/1166, 4-8=37/312, 5.8=0/353, 5-7=-2174/0, 3-10=0/587 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25tt; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcunent with any other live loads. LOAD CASE(S) Standard BUELDNIG & SAFETY DEFT A F Vr---- D FOR CONSIMUCTiON DATE BY QgOFESS/p�, S00/y O y C 074486 c * 12-31-15 ' ��\P 9TFpF � O March 19,2014 A W&WE -"ciinip 6ammr-aandRWWIFSOff WIT ANRKV=l117Rfi0Mff4MAGE W-Mnrecs/29J2a19 LGE Design vorid for use only with Mlfek connectors. This design 6 based only upon parameters shown and is for an individual building component. Appricabirity of design parameters and proper incorporation of component is responsibility of building designer- not inns designer. Bracing shown Is for lateral support of individual web members only. Additional temporary brocing to insure stability during construction is the resporsblfity of the -••-- ---ereafor.- Additionalpennonant brpeing.of the overallstructure-a the.responsidlity-of thebupcngdesigner,.Forgeneral.guidanceregarding_..,�.._ -==-,fabricat:orraudltv,,eontrotstora ,delivery, erection andlxocino.-owsu8 •-w+-ANSIf€PIY ies CAleacDSB:89and BE51.6uBdinn"ComaoasM Sdety Informalbn available from Trvss Plate hufifute, 761 N. Lee Street, Suite 312 Alexandria. VA 22314. I Citrus Heights, CA :1taNses am S om effectilve OGIDS12MA byAl9C Job Truss TrussType Qt1Y Ply 341e-A R41608451 3410-k T3K common Ginter 7 1 Job Reference (optional) �• .�. _�� t.ssu s uu zo zuia mi i ex maustnm, mc. Tue Mar 16 13:27:16 2014 Page 7 ID:ItpEP9WCJUDSASPi5gblcuzKsev-bOSFyOUncYIBJD2mPQ2srbtvdXOaBTHooKWuR7zZf l �12-0 7-9-3 13-9.0 1310-11 7-9-3 5.11-13 E1-11 nn 1 d Scale = 1:41.3 5xS = 4 14 2x4 G Sx8 = 3x4 = 7 3x10 = 4x6 = 4-0-1 9-8-4 17-9-12 234-0 LOADING (psf) SPACING 3-" TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Ina NO BCDL 10.0 Code IBC2009/TP12007 CSI DEFL in (loc) Vdefl Idd TC 0.85 Vert(LL) -0.25 8-9 >999 240 BC 0.94 Vert(TL) -0.64 8-9 >433 180 WB 0.90 Horz(TL) 0.11 7 n/a n/a (Matrix-M) LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD BOT CHORD 2x4 DF No. 1&Btr G WEBS 2x4 DF Stud G BOT CHORD REACTIONS (lb/size) 2=1710/D-5-8 (min. D-2-0), 7=1540/0-3.8 (min. 0-1-14) Max Horz 2=84(LC 13) Max Uplift2�306(LC 9), 7=151(LC 12) Max Grav 2=2D46(LC 8), 7=1784(LC 7) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4391/657, 3-4�34001361, 4-5=23441129, 5-6=274/259 BOT CHORD 2-10=644/4057, 9-10=582/3747, 8-9=7/2273, 7-8=238/2153 WEBS 3-10=0/587, 3-9=745/120, 4-9=0/1180, 4-8=184/400, 5-8=-601486, 5-7=2563/286 PLATES GRIP MT20 2201195 Weight: 106 lb FT = 20% Structural wood sheathing directly applied or 2.44 oc purlins, except end verticals. Rigid ceiling directly applied or 8-5-3 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it=lb) 2=306, 7=151. 7) This truss has been designed for a moving concentrated load of 250.0Ib rive located at all mid panels and at all panel points along the Bottom Chord, nonconcunent with any other live loads. 8) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Conned truss to resist drag loads along bottom chord from 0-0-0 to 234-0 for 64.3 pit. LOAD CASE(S) Standard CITY F LA" QUIINIT BUILDING & €si FEE Y DER . f E D FOR CONSTRUCTION 4ROFESS/pN�\ Soo O Fy C 074486 m �F 15 /* DATE BY March 19,2014 A tU4R1 M -Ven7rdesip parawnws and REM l iFS WMIT/U1® tTK CM 1,117M cREF'RENM AV.E 74T3 rec tf f2 8ti rlg Design valid for use only with Mnek connectors. This design 6 based only upon parameters shown, and is for an individual buildingcomponent. Applicability of design parameters and proper Incorporation of com Bracing shown e is for laterals po temporary Is acing to Insy of building designer- not truss designer. &acing spawn support of individual web members any. Addrhonal temporary bracing to Insure stability during construction 6 the responslbillify of the -- _ tee-red-.f ddfionAlpet ang4f rb�ca¢18 oLthe overact sfilch+le.o lF.se sponsJ'bNb_gLft pudding c1eltgn9c_jor ggoarrtl gul.donce egardng_ , .....--n,-..res:e .R4- ,.-#abricafiorr:'Qualiiyeonirel: :�erec as9gzefivery+fion and-6rdcmgrcensvif-'=s*1167F1917>�ea0�:.£rNede,.bSS59 asod8�+$n®dissg-�ampcnant:. _. .�.-r- 781 N. Lee Street. Suite 312. Alexandria, VA 22314. 777TGrfflffi_0i4Crg"- alsy are. Viosa, affeadut 86101fMA hVALM Cthss Heights. CA, Job Truss Truss Type oty Ply 341&A R41608052 1 3418LAL T4A Common i 1 Job Reference (optional) �l d mo.o, un- n[zw n e5, — l ue mar la leZi:l r zul4 cage l ID:ItpEP9WCJUDSASPISgblaaKsev-3bgegMVPNsQ7xNdyz825OoP27wMet1Nx1 GRzZzZfhD -1-2-0 12- 15 20-0-0 'r1-2-0 7-7-15 5-D-1 74-1 4X6 = 4 Scale = 1:36.3 ZS 3x6 2x4 11 5x8 = 6 SXIOMT20H 11 Y N Plate Offsets (XY): (2:04-1,0-1-81, 15:Edge,0-2-41, f6:0-3-9,Edge), f7:0--0,0-3-01 LOADING (psf) SPACING 2-M CSI DEFL in (loc) Udefi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 1.00 Vert(LL) -0.20 2-0 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.89 Vert(TL) -0.46 2-8 >517 180 MT20H 165/146 BCLL 0.0 ' Rep Stress Ina NO WB 0.46 Horz(rL) 0.06 6 n/a n/a BCDL 10.0 Code IBC2009ITP12007 (Matrix) Weight: 86 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-11-15 oc puriins, BOT CHORD 2x4 DF No.1 &Btr G except end verticals. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 2=965/0-5-8 (min. 0-1-8), 6=860/0-5-8 (min. 0-1-0) Max Horz 2=51(LC 14) Max Uplift2=366(LC 9), 6=178(LC 12) Max Grav 2=1336(LC 8), 6=1092(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2967/1007, 3-4=1639/498, 4-5=1524/350, 5$=1006/218 BOT CHORD 2-8=969/2672, 7-8= 411/2170, 6-7=537/744 WEBS 3.8=0/390, 3-7=-834/25, 4-7=40/393, 5-7=-329/1178 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 143-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 2=366, %OFESS/0 QQ 6=178. 8) This truss has been designed for load 6ted �� O SOON �4 2m a moving concentrated of 250.0Ib live to al !Van Qls a a all aneJ�pipts i ng a Bottom Chord, nonoDncurTent live loads. ' l� ��(j with any other t U alf U 1��71 9) This truss has been designed for a total drag load of 1500lb. Lumber DOL=(1. 3) PletIe,grjpba4 (0,33)9CD��Ft E SDEPT. loads bottom from D-0-0 to 20-0-0 for 75.0 tS IJ Jai w C 074486 along chord pit. l�& LOAD CASE(S) Standard APPROVED * EX 12-31-15 FOR CONSTRUCTION s��TFOFC DATE By March 19,2014 AWAttMIM-VerlitdWpparawemrsandFLU WiF$ONTf[SAM[NaWfVKrMfRFFFRETYMPAGEWT-74nML112111 AMWIM Design vaild 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 Fncrwidual web members only. Additional temporary bracing to insure stability during construction is the responslbillrly of the --..--erectcu:-At;ldltiona!pssmapent brodng-of tha overap.sfrueture u,the resppnsQollifyafthe buTdng deaignec Ror-0eneral.guidance regarding „-,e,.a,,,; ,....,_..... , - a>rsvitrok's}oragerderrvery*erectionvndbracing,ornuk+�dlNSlpWi�ies_£sN,ode,+a5Bae9an�li£SF4i�ripComponenfX. Safely Infes=n available from Truss Plate Institute, 781 N. Lee Street, Suffe 31 Z Alexandria, VA 22314. - Nrse[SRI:8at�tr3sSset�rGifi�4ls.lf.0 Citrus Heights. CA, 85810 Job Truss Truss Type�Qty 341" IPI, R411301t453 3418 A T4e Common B 1 Job Reference (optional) smu. India, CA- UZ203 �"' '• " a= ID:ItpEP9WCJUDSASPi5gb1 aalCsew-YnEDMi1A28AYsZWC8Xr4Kx0yDzlGucUm5Ge7?V?rZfh7 1 2 0 i 7-7-15 12-7-15 20-Q-0 21-2-0 , 1-2-0 7-7-15 5-D-1 7-4-1 1-2-0 Scale = 1:37.0 2x4 11 4x6 = 5x6 = 6x10 MT20H 11 4 N Plate Offsets (x,l): 15:0-2-15 0-2-8) j7:0-3-9 Edoe) (8.04-0 0-3-0] LOADING (psf) SPACING 2-" CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.99 Vert(LL) -0.20 2-9 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.89 Vert(TL) -0.45 2-9 >518 180 MT20H 165/146 BCLL 0.0 • Rep Stress Ina NO WB 0.45 Horc(TL) 0.04 7 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 88 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&BtrG TOP CHORD Structural wood sheathing directly applied or 4-0-1 oc pudins, except BOT CHORD 2x4 DF No.1&BtrG end verticals. WEBS 2x4 OF Stud G BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=962/0-5-8 (min. 0-1-8), 7=956/0-5.8 (min. 0-1-8) Max Horz 2=73(LC 6) Max Uplif12=18(1-C 4), 7=2(LC 5) FORCES (lb) - Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=1833/40, 34=1077/60, 4-5=1102/56, 5-7=873/127 BOT CHORD 2-9=10/1657. 8-9=-10/1657 WEBS 3-9=0/390, M=-813/32, 4-8=0/374, 5-8=0/605 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=6.Opsf; h=13ft; Cat II; Exp C; enclosed; MWFRS Qow-rise) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load noneoncurrent with any other live loads. 5) ' This truss has been designed for a rive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 140-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 7. 8) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconwnent with any other live loads._ LOAD CASE(S) Standard C I TY OF I Q U I� /1 j r BUILDING ICY ;AF-EETY De vEPT. FOH CONS FRUC !-ION DATE By A IfARII X-"deslya 6arawrers and REAR /t07ES Off DO Ate fAC IX& Mi'iirf 8EF 9JM t4fls£ Mf W473 rer. 1/2V2024a UZ Design vdid for use only wih Mtrek connectars. This design is based any upon parameters shown, and is for an individual buidi g component. Applicability of design parameters and proper incorporation of component Is respomibiity of building designer- not truss designer. &odng shown is for lateral support of individual web members only. Additimat temporary bracing to insure stability during construction is the respomibiiily of the - - eracter Additenal pem n t bmcirg.otthe.ovemgatructum-is,the.responsfiStly nf.fhe bulldog.de{'i�eLfargP_rrerajguidQr1ce egardng _ iohriamticxr.are:iMmnhol:.stcreoe:defiverv� ereefiomond-Ere cneycenwlbv*,RMdM4�Ft.+[ivnihrG+sBesios9i0 89ord:HE518u0pna-C6mnonenf- N. Lee /Q?,pFESS/pN� SOON D2F�c i LU v C 074486 * 12-31-15 sTgTFOF LIF��\P March 19,2014 M7e_k' 7777`Gri:en-ba"i3Ct:ehe;'SA'ne`709'' �- -" Citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply 3a1s-A R416D8454 3418 A T4C common 1 1 Job Reference (optional) smc, Indio, CA- 822D3 7.430 s Jul 25 2013 M7ek Industries, Inc. Tue Mar 18 1321:19 2014 Page 1 ID:ItpEP9WCJUDSASPi5gbl cuzKsev-0zoOa2XgvTgjAgnL4ZbZTDVOdQ6LwSEUIlY2SzZfh_ -1-2-0 7-7-15 12-7-15 20.0-D 1-2-0 Scale = 1:36.3 4x6 = �1 0 4x6 = - 2x4 11 5x8 = -6x'10 MT20H I1 i 7-7-15 i 12-7-15 260-0 7-7-15 5-0.1 7L1 � Plate Offsets (X,Y): f5:Edge,0-2-41, (6:0-3-9,Edgej, (7:D-4 .0-3-01 LOADING (pst) SPACING 2-M CS1 DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 125 TC 1.00 Vert(LL) -0.20 2-8 >999 240 MT20 2201195 TCDL 14.0 Lumber Increase 1.25 BC 0.89 Vert(TL) -0.46 2-8 >517 180 MT20H 1651146 BCLL 0.0 ' Rep Stress Ina NO WB 0.55 Horz(rL) 0.06 6 n/a n/a BCDL 10.0 Code IBC2009rrP12007 (Matrix) Weight: 86 lb FT = 20% LUMBER BRACING TOP CHORD 20 DF No. t&Btr G TOP CHORD Structural wood sheathing directly applied or 2-6-7 oc purlins, except BOT CHORD 2x4 DF No. 1&Btr G end verticals. WEBS 20 DF Stud G BOT CHORD Rigid ceiling directly applied or 5-3-10 oc bracing. Tel recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=965/0-5-8 (min. 0-1-10), 6=860/0-5-8 (min. 0-1-8) Max Horz 2=77(LC 6) Max Uplift2=586(LC 12), 6=325(LC 15) Max Grav 2=1534(LC 11), 6=1216(LC 10) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23�3566/1655, 3-4=1933/817, 4-5=17441597, 5-0=11281364 BOT CHORD 2-8=1602/3208, 7-8=748/2439, 6-7=-813/1025 WEBS 3-8=0/390, 3-7=846/52, 4-7=-67/443, 5-7=571/1387 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=6.OpsF; h=13ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a rive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. RQFESSJD 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100,lb=upli=1b) 2=586 Aex( 6=325. U)_�J VTA Sdo "n 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid -panels and•at all -panel points.along the vP u i ILA.. i t `�i l:.i (X ash'\i L= u i Bottom Chord, nonconcurrent with any other live loads. � u} v y 9) This truss has been designed for a total drag load of 2300lb. Lumber DOL=(1.33) Plate grip DOL=(1.33);,Connedaruss;to'resist drag C9 G ftt loads along bottom chord from 0-0-0 to 20-M for 115.0 plf. "' " : �;' C 074486 M LOADCASE(S) Standard FOR CONSTRUCTION 12-31-15 DATE BY- sT9TF0FC' March 19,2014 AMIARdM-""tipSara¢rsand RFAOADM 0HM9AliNat=POVKREci'RMAVANR-7473ML11291294SHWIPE Design valid for use only with Mnek connectors. This design Is based only upon parameters shown, and is for an individual buBdorg component. �� Applicability of design parameters and proper incorporation of component is resporabW of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during mnshuction Is the responsibiPdy of the bracing he b,,u1,d�gde�s For,�e_nerol,guidance W MI re 1( u - AdSfitjonaI pi nananI of a ovenigSim_ jc une gthe_re;Qonslb�yd of grtey reganing -,_ = «.fiabricafion;•9edifyoont+ol storage.-dellvery;,erectiomand brodng;!eo4sulf� AM5 9�eaBy�LTiflealoi:D B B&o 6EffG8utldinp Component"". - .. _ _ -fj7pGreee6ifck `—•., Safely Inlorma8on available from Truss Plate Institute, 781 N. Lee Street, Suite 31 Z Alexandria. VA 22314. _ Lane`S'ulfe`iDB-". Citrus Heights, CA, 95610 .. tl'3aumt�.Aaer7ssp�[evf,:@ic>psysasesas�zfhoseedeet}ve byl{ESC Job Trus Truss Type 341 B-A IPly R41608455 341E A_ T4D Common �Qty 5 1 Job Reference (optional) BMC, Indio, CA - 92203 7.430 s Jul 25 2013 MI-TeK Industries, Inc. Tue Mar 1 B 132120 2014 Page 1 ID:ItpEPgWCJUDSASPi5gb1 maKsev-UAMmnOXlfnoaogLXeG6o0R1 ZMBOL40FNjyU6Zuzzfgz 7-7-15 12-7-15 + 2o-o-D 1-2-0 7-7-15 5•O-1 7-4-1 Scale = 1:35.7 44 = 4 N 4x4 = 2x4 11 sx8 = Bx1 D MT2DH I I Plate Offsets MY): 15:Edge 0-1-0j j6:039 Edge) f7:04-0 0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 1.00 Vert(LL) -0.20 2.8 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.89 Vert(TL) -0.46 2-8 >517 180 MT20H 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.45 Horc(rL) 0.04 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 86lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3-11-14 oc pudins, BOT CHORD 2x4 DF No.1&Btr G except end verticals. WEBS 2x4 OF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=965/0-5-8 (min. 0-1-8), 6=860/Mechanical Max Horz 2=77(LC 6) Max Uplift2=17(1_C 4) FORCES (Ib) - Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-0=1842/40, 3.4=1087/61, 4-5=1112/55, 5-6=776/63 BOT CHORD 2-8=36/1665, 7-8=36/1665 WEBS 3-8=0/390, 3-7=813/31, 4-7=0/375, 5-7=0/787 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf,, BCDL--6.Opsf; h=13ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) and C-C Interibr(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other rive loads. 5) . This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-M tall by 14)-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. FESS 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. �OQRO ��N9� 9) This truss has been designed for a moving concentrated load of 250.O1b live located at all mid panels and at all panel points along the O SOON F� Bottom Chord, nonconcunent with any other live loads. �� O 0, LOAD CASE(S) Standardfruit CITY OF LA QUINT C 074486 BUILDING & SAFETY DEPTArPpIROVEID IV 12-31 15 FOR CONSTRUCTION Is�gT�OFC March 19,2014 A WAMM-KerHfdesigs pararmwn and UM W7F5O W5AW fAK2.t M WMRFFfRFI47AW 147lree if29f2PI8 E115�® Design valid for use only with MBek connectors. This design is based only upon parameters shown an u component. Appr=bMty of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown -is for lateral support of individual web members onty. Additional temporary bracing to Insure stabillty during construction Is the responsibility of the ; ...�...,..:.- -,-:. erec$or.-.Addifonal pennanenfbrocing.ofthe overall structureis the.responsibltycf4o!e,builcing d�gneEr For general guidanceregarding _.._ MI ek' • .-:fabricatiortgeality contret staagerderive y erection ond,braclFlg. aansvlP HiiVSb�Mf - d$CSI3u0GIn'g-Component. -- �-.. _. _ -.-... Safely Inforr=on available from Truss Plate IrstBute, 781 N. Lee Street, Sufte 312 Alexandria. VA 22314. 7777'Sreeiib'adc la" ice; Suite " - rs�rs....a...a< - - nx:rm rm�a w. ascr Citrus Heights, CA, 9561D Job Truss runs Type Qty Ply -A R41608456 [`o1b8Referenc8 3418_A T4E Common Girder 1 (optional) i ue mar 18 1 a:302to zuia Page i ID:ItpEP9WCJUDSASPi5gblmmYsev-gJEteFXyIDQtcQUtLbMY2UzppB A?Tzb25e1FzZdrw 13.5-0 -1-2-0 6&13 11-10-151S1o1 2-1-8 2tI2 2113 1-2-0 6613 51-2 9-1 9.0 2.5< 43-5 1$-12 3-573 Scale = 1:43.3 CONN. OF GABLE STUDS BY OTHERS. 4x6 = 300 II 5 6 7 700 6 NO NO //yG 4x4 � 4 5x5 4.00 12 9 �CN�NG NO NO axs 3r4 0 3 11 1 d 17 36 16 37 15 38 14 39 13 40 12 41 42 d 3x4 = 300 It 3x10 = 32 33 19 34 18 35 7x10 = 3x4 = 4x4 = 1bc12 = 3x10 II 3x4 = Special Special Special 6-8-0 11-9-2 13�-12 16-1-13 20-1.8 22.0-0 25-q-0 6.8-0 51-2 1-9-to 2-7-1 3.11-12 Plate Offsets (X,Y): [2:0311,Edge]. [3:0-3-0,Edge), [6:0-5-0.030], [11:0-0-9,1-9-10], [11:1-1-12,0-1-12], [13:0-3-9,04-12), [16:0-4-4,0-4-12), [24:D-1-12,0-1-0], [27:0-1-6 ,0-1-01 LOADING (psf) SPACING 2-M CSI DEFL in (loc) Udeft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) -0.12 13-14 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.75 Vert(TL) -0.34 13-14 >686 180 BCLL 0.0 Rep Stress Ina NO WB 0.53 Horz( L) 0.05 11 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix-M) Weight: 311lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.1 &Btr G *Except* TOP CHORD Structural wood sheathing directly applied or 4-1-11 oc pudins. 3-6,6-8: 2x6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 640-0 oc bracing. BOT CHORD 2x6 OF No.2 G *Except* 11-16: 2x6 DF SS WEBS 2x4 DF Stud G OTHERS 2x4 DF Stud G WEDGE Right; 2x4 DF Stud REACTIONS (lb/size) 2=283/5-9-8 (min. 0-1-8), 19=1322/5-9-8 (min. 0-1-8), 18=3343/5-9-8 (min. 0-1.8), 11=4084105-8 (min. 0-2-5) Max Horz 2=54(LC 13) Max Uplift 2=206(1-C 9), 19=1361(LC 8) Max Grav 2=446(LC 8). 18=3444(LC 8), 11=4281(LC 7) FORCES (lb) - Max Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=444/789, 3.4=-429/765, 4-5=2628/0, 5-6=2353/0, 6-7=2206/0, 7-8=2794/0 B-9=5032/0, 9-10=10098/0, 10-11 =1 0490/0 BOT CHORD 232=-516/390, 2.33=767/475, 19.33=703/412, 19-34=-624/334, 18-34=553/263, 18-35=546/255, 17-35=506/215, 1736�360/199, 16-36=-310/148, 1637=0/2349, 15-37=012416, 1538=014395, 14-38=0/4533, 14-39=0/9119, 1339=0/9241, 13-40=0/9729, 12-40=0/9785, 12.41=0/9809, 41-42=0/9872, 11-42=0/9935 WEBS 417=2127/0, 4-16=0/2569, 8-115=2999/0, 9-13=0/3236, 5-16=0/368, 7-15=0/1196, 10-12=151/417, 10-13=568/227, 9-14=-4814/0, 8-14=0/2255 QRpFESS/QN NOTES 1) 2-ply truss to be connected together with 10d (0.131 "x3') nails as follows: Top �Ri-1 OQ SOON O`(C� chords connected as follows: 2x4 - 1 row at 0-7-0 oc, 2x6- 2 rows staggered at 0-9-0 oc. -� Bottom chords connected follows: 2x6 2 0-9-0 r h C GD 2C as - rows staggered at oc, 2x6 - 2 rows staggered,at•0=7-0'oc. i"�' (� Webs connected as follows 2x4 - t row at 0-9-0 oc, Except member 9-13 2x4 - 2 rowslstaggered at 0�2-0,'oc:_ IQ U I � i A W V C 074486 yin n 2) All loads are considered equally applied to all plies, except if noted as front (F) or bac0jB) face in the LOAD=CASE(S) section. Ply to M c n ply connections have been provided to distribute only loads noted as (F) or (B), unless othe�nse indicated.q 1- ; & � ji V E I I D G r T" t L c " I 0 " 12 31 15 3) Unbalanced roof live loads have been considered for this design. I C7 V — �r k 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.OpsF, h=25ft; Cat II; Exp C; enclose ; MWFRS pow -rise); cantilever left andright D exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate. grip DOL=1.00?r,. 5) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal tr the�f�cye) Standa'r� i�idyst°1yTi ON k �+ T�JT� Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. OF C 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 oc. March 19,2014 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with a ly other live loads. BY A 164RAM -ter clesipaaranieWn and manADTFSOff WISANMIZOWrffarft�nV4K!L7�re�y s Design valid far use only with MTek connectors. This design's based only upon parameters shown, and is for an Individual buBdng component. Applicability of design parameters and proper incorporation of component is responsibility of bUldng designer- not five designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during conshuction is the respondbliRty of the A Tek. erector. Additional permanent bracing of. the overall structure o the responsblltly of the building designer. For general guidance regarding M I 8 .'�,•:^fatiAeatton;gl3a �codYral."�ta1"d��,-delN g _•� . _, B=B9&sd�3L8uBe4rigCemponeri}" .. rrc<w..... _,'.._erector. Bh' g ere, eretute, 78i N. Lee Stre .t.._. 77 reEn`0b-ec C`Ya'iie PLse(SAj. aku&dwls m 4the da etr lluatam* shee ecd eGAlexandra,19SXtWALWi4. µ✓ Citrus Heights, CA, 95 Job Truss ussType Qty Ply 3418-AR41SD8456 Pr 3418 A T4E mmon Girder 1 2 Job Reference (optional) "Ju s JOI Zc Za1J MI I eK Inousmes, Inc. Tue Mar 18 15:30:30 2014 Page 2 ID:ItpEP9WCJUDSASPi5gbl a¢Ksev-BWoFsbYaWDfOfm?gQ26b4FDaZCUavSj6gigCahzZdnt NOTES 9) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=206, 19=1361. 12) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonooncurrent with any other live loads. 13) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 25- -0 for 59.2 plf. 14) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2981 lb down at 20-1-8, and 577 lb down and 23 lb up at 22-0-12, and 577 lb down and 23 lb up at 24-0-12 on bottom chord. The design/selection of such connection devioe(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-68, 6-11=-68, 2-11=20 Concentrated Loads (lb) Vert: 13=2981(B) 12=577(B) 42=577(B) GT'�' ��UITA BUILDING 8, CFI' ETY DEPT. FOR CONSTRUCTION Y A&-1r8ffff ft siP pafdMW-rs and RM AOTFS di WW Aim MWJ B Mi 1NCAEFc'RfAYE trA sE f!I[-i}4;3:rel ,if2$li1fI18H tESE Design valid for use only with Mtrek connectors_ This design b based only upon parameters shown and is for an individual building component. �� ApplicabTity of design parameters and proper incorporation of component a responsibUlty of buildingdesigner- not truss designer. Bracing shown 8 § for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the resporslbtlrty of the erecfor. cifftiional bracingof the overall structure Is the the building designer. For MTe_ k' permanentresponsibility of general guidance regarding �Ac '-fClStl=Gfffn,. a�OFlifat�stn.ayci--Ci�JfIVc,r,2�fl3r1'filmd-br^JCRi�'a�i'AS+QP�"`$b'�9Drj"C1tIC'110f 7�8ultdlfl¢(.'bimpallCn}'"` ';: .�':�T� -• •` n 777f'Grei:n6Pikii lately Won mallon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. tl3aa 35ssef hmai eik tb&Aesksrwniec are..l�,n o I3fntt2ft" Citrus Heights. CA, Job Truss Truss Type Qty 341e-A [1y R416D8457 3416_A_ TSA COMMON 1 1 Job Reference (optional) BMC, Indio, CA- 97203 1.430 S JUI ZS 2013 MIIeK Industries, Inc. Tue Mar 16 132126 2014 Pee 1 ID:ItpEP9WCJUDSASPi5gb1 c4aKsev-JJj12Rc3FdZkWlph?XDCFHm2ZUwU9oG5uxQmY2Zfgt -1-2-0 5�-2 10-6D 14-7-1a 20-0-0 21-2-0 ' 1-2-0 54-2 47-14 47-14 I SA-2 1-2-0 Scale = 1:37.0 4x6 = 4 16 5x6 = 3x4 = 20 US = US = Plate Offsets MY): f2:0-3-0,Edgel, f6:03-0,Edgel, f9:0-3-0,0-3-41 LOADING (psf) SPACING 24)-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.22 Vert(LL) -0A6 8-9 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.68 Vert(TL) -0.35 8-9 >678 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.19 Horz(TL) 0.06 6 n/a n/a BCDL 10.0 Code IBC20091rP12007 (Matrix-M) Weight: 78lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 4-9-0 oc puriins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 104-0 oc bracing. WEBS 2x4 DF Stud G M?ek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 2=963/0-3-8 (min. 0-1 -8). 6=96310-3-8 (min.0-1-8) Max Horz 2=39(LC 6) Max Uplift2=7(LC 4), 6=6(LC 5) FORCES (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1924f72, 3-4=1716/61, 4-5=1710/60, 5-6=1923/72 BOT CHORD 2-9=9/1779, 8-9=0/1244, 6-8=1011779 WEBS 3-9�322776, 4-9=0/630, 4-8=0/626, 5-8=325/77 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-05; 85mph; TCDL=6.Opsf; BCDL=6.Opsf; h=121t; Cat II; Exp C; enclosed; MWFRS (low-rise) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other rive loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 2, 6. 7) This truss has been designed for a moving concentrated load of 250.Olb five located at all mid panels and at all panel points along the Bottom Chord, nonconcurTent with any other live loads. OQ�OFESS/p�� LOAD CASE(S) Standard �O 5 O SOON h 0 C 0744862�rn Cj f Y+I� �r 12-31-15 BUILDING & SAFETY DE'' - P�"01V PI n� sTjFOFC FOR Ot�)�.�T�5�t..1"ION March 19,2014 A trMrM-ttera'lye, P pamafe9?tf acid Am r0?F9 Off M AN Fia(IEA; If= REFER94M ACE tiff-M "re ?DIa>t .ilk BY - Design valid for use on wfth Mirek connectarz This desi n is based on u ' � � IY g N pan parameters shown, and for a�i mdwidual bu➢dvig component. �,��„�� Appricabirdy of design parameters and proper incorporation of component is responsibility of building designi�tAsua�designer�Rmen4'showna-, 's for lateral support of indwidual web members only. Adddional temporary brae'vlg io insure statvfity during eorshuetion a the resporxibfliify of the MTek• �ereojor. Addd anal permanent txac ng of the cave ail shuafu e 6 the res _onsibil of The buildng des gnee Fo general guidance nega dng '� �faErie�iorrrqual'dycon4oG`siae3`gei�e li--veryr erecn�dnd6racmg-'. - - •�- - - "- H-@moire'�,-'RiSnd'�S'43uGtslil0ififiponent '="'_--:�3%•.:�, c_.:_=�,/7�a;reei6adkl'a�e�'�ulfe`16�"�`.:'== --.-"`- Safety Intorrnaflon available from Truss Plate Instifufe. IBl N. Lee Street Suite 312 Alexandria. VA 22314. Citrus Heights, CA, 95610 tmPSefef5Al.YanbeFk»4sas asen61A1f7ai3lnrJcs.u^ re Job Truss Truss Type Qty Ply 3418-A R41608458 3418_A_ T58 Common 2 1 Job Reference (optional) nmc, mmo, oA- Bzzu3 i.asu s um zo zuls mueK mausrnes, mc. Tue mar 1 B 132127 2014 Pagel ID:ttpEP9WCJUDSASPi5gbl a¢Ksev-nWHQFndhgxhb8vOtYEkRovgwkypyDcyPKYhzJ_zZfgs Ni14-g-11 20-0-0 21-2-0 1-2-0 54-2 4-7-14 4-9.12 - 5.2-5 1-2-D - Scale = 1:37.0 4x6 = 4 3x6 = 5x6 = U4 = 3x6 = i 6.9.10 13-2-5 i 20-" 6-9-10 64-11 6-9-11 Plate Offsets MY): 12:D-1-5 Edge), f6:0 1-6,Edge), 19:030,0-3-41 LOADING (psf) SPACING 2-M CSI DEFL in (IDc) Udefi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 029 Vert(LL) -0.16 8-9 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.76 Vert(lL) -0.34 8-9 >699 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.20 Horz(fL) 0.06 6 n/a n/a BCDL 10.0 Code IBC2D09/TPI2007 (Matrix) Weight: 78Ito FT=20% LUMBER BRACING TOP CHORD 2x4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-6-1 oc purtins. BOT CHORD 2x4 OF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation guide. REACTIONS (lb/size) 2=958/0-5-8 (min. D-1-8), 6=958/0-5-8 (min. 0-1-8) Max Horz 2=39(1-C 7) Max Upl'rft2=13(LC 4), 6=13(LC 5) FORCES (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23=1985/47, 3-4=1750/37, 4-5=1751/37, 5-6=1986/47 BOT CHORD 2-9=0/1821, 8-9=0/1258, 6-8=0/1822 WEBS 4.8=0/650, 4-9=0/649, 3-9=334/73, 5-8=335/74 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=6.Opsf; h=12ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard OQROFESS/0�,9 �� SooN GIB `q'" OF 0►I�3T `'W C 0744862� m . t7 t--ETY DE s } � s_ '* 12-31-15 BUILDi:`�IC yCONSTRUCTION I ,� TqT OIV � �Q ~CJiFOFCA BY 1 March 19,2014 At UWZ-tie dP11Pyaraarert?nandUMWIFSWIIFWAMiAr2tAGEGMI7ACRSFFRF7lFEt>lLiEIiR•}313re61�2t{120I889i 1tff Design valid for use only with Mtfek connectors. 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 responsb0ity of bullding designer- not truss designer. Bracing shown is for lateral support of individual web members only. _ Additional temporary bracing to Insure stability during construction is the responsibNity of the N. Lee Street, Suite 312 Alexandria, VA 22314. e' ;Zu 95 10 Citrus H _ ems yn�:warn rpMs, CA, "' ' Job Truss Truss Type Qty Ply 13418-A R41608459 3418 A T5C Common Supported Gable 1 1 Job Reference (optional) eMG, m01o, GA - eC2U3 f.— s Jul [D Lid s mu ex Ineu5me5, IOC. rue Mar its lb:29:53 2014 Paget ID:ttpEP9WCJUDSASPSgbl a¢Ksev j03G5x5NDe?gj4gZmnxw4S_r6lzFk2gKRNknKzZdoS -1-2-0 9-11-15 20-M 21-2-0 1-2-0 9-11-15 10-0-1 Scale = 1:36.2 4x4 11 44 = a 10 3x4 = 28 27 29 26 3D 25 31 24 32 23 33 22 34 21 35 2D 36 19 37 18 38 3x4 = 5x6 = 2D-M Plate Offsets (X,Y): 13:0-3-0,Edge),19:0-2-0,0-2-01,115:03-0,Edgel, i23:03-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.22 Vert(LL) 0.00 16 n/r 120 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.28 Vert(TL) 0.01 17 n/r 90 BCLL 0.0 ' Rep Stress Ina NO WB 0.05 Horz(TL) 0.01 22 n/a n/a BCDL 10.0 Code IBC2009ITP12007 (Matrix) Weight: 100 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1 &Btr G *Except* TOP CHORD Structural wood sheathing directly applied or 643-0 oc purtins. 3-9,9-15: 2x6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 DF No.1 &Btr G MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 DF Stud G be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 20-". (lb) - Max Horz 2=36(LC 19) Max Uplift All uplift 100 lb or less at joint(s) 23, 18, 20, 21, 27, 25, 24 except 2=242(1_C 12), 19=182(LC 40), 26=180(LC 30), 16=235(LC 15) Max Grav All reactions 250 lb or less at joints) 19, 26 except 2=459(LC 11), 23=312(LC 46), 22=309(LC 47), 18=51 O(LC 40), 20=325(LC 49), 21=310(LC 48), 27=50B(LC 30), 25=325(LC 44). 24=311(LC 45), 16=446(LC 10) FORCES (lb) -Max CompJMax. Ten. -All forces 250 Qb) or less except when shown. TOP CHORD 23=-8391781, 3-4=-085/683, 4-5=522/482, 5-6=-405/396, 6-7=299/295, 11-12=3141309, 12-13=-418/404, 13-14=5431491, 14-15=378/679, 15-16=-B"1779 BOT CHORD 2-28=701/772; 27-28=581/617, 27-29=431/472, 26-29=381/422, 26-30=321/369, 25-3D=281/322, 2531=231/272, 20-35=248/286, 20-36=298/336, 19-36=338/376, 1937=398/436, 1837=448/486, 1838=598/636, 16-38=7481786 WEBS 14-18=286/55, 4-27=279/49 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=6.Opsf; h=12ft; Cat. 11; Exp C; endosed; MWFRS (low-rise) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 14-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areasim?tere a rectangle'3 6 0`tafl`by=1 0 0 wide - will fit between the bottom chord and any other members. (�` r li /"c f /1 E ' �� 9) A plate rating reduction of 20% has been applied for the green lumber members. ` ii � l L � f...i , 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstandin -' 00 l upl'iftaQoint(s); 23, .18, 20;-21; 27, 25, 24 except (jt=1b) 2=242, 19=182, 26=180, 16=235. t �`� I i u " r Y D EPT. 11) This truss has been designed for a moving concentrated load of 250.011b five located at all mid panel's and'atall panel points along - the Bottom Chord, nonconcurrent with arty other live loads. .0-k i- I— �"``t t ,j V w D 12) This truss has been designed fora total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL � (1 3r Conneicttiitruss -to}r`sistt t-i�� drag loads along bottom chord from D-O-0 to 20-M for 75.0 pff. t XKAAtdAlS-tleriffde,igsFa atellVaandREADRO7FSOffRHSANMIfDFDWRXAR'Rc VffA u>," N'fN4Wmc-.1WXUaWM M $Y Design varxf for use only with Mlrek connectors. ThIs design's based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsm0lty of bu0ding deagrrer- noffiM'desr®epr.. Brdcingmho n a for lateral support of incMdual web members only. Additional temporary bracing to insure stabOBy, during construction's the responsiblllity, of the erector lzdddiorlatpennanent bracing tithe overall structure is the responsibil of Fre buOdinQ designee For general guidance regarding horl%'que dy age, ery ereahcnandfiiacing,• u �oelt 4:Gotll3GSl1Yr,Da�t`Gorri anent" fl P �- Salety Information avalable from Truss Plate Irstifute, 761 N. Lee Street, Suite 312 Alexandria, VA 22314. - 4?,OFESS/pR,� Soo� 02�� C 074486 G) cit 12-31-15 � �rgTFOFC �\P March 19,2014 �C WOW 977P2a'�Hn'5atXZSnE'Stlite'1'OB'�'^�""_-�.` ,._.- • .�'�`��-••Yfie Citrus Heights, CA, 95610 Job Thus Truss Type Qty Ply 1341" R41608469 3418 A TSC Common Supported Gable 1 1 Job Reference (optional) ....._. ......... ._.-.......,., ,......>,...�.,,.��„��>�o,„�. iuo ram o m.v.w cuw rages ID:ItpEP9WCJUDSASPi5gblasKsev CbdeIH67y7WKEEIJUT9dfXOsiJUTIIpY561Jr¢ZdoR NOTES 13) No notches allowed in overhang and 20200 from left end and 20200 from right end or 12' along rake from scarf, whichever is larger. Minimum 1.5x4 be plates required at 24)-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one be plate between each notch. LOAD CASE(S) Standard CITY OF LAQUINTA BUILDING 8, SAFETY DEPT. AF-IA"" F1 ('-J"\ FOR CONSTRUCTION Vlill -"deslp6araaeilersaadREttGAOffSONTHLSM®fAiZtT lR9tCAE7LRFtKEA Ig[-7473reciJ2$M488WLM �� Design valid for use only with MTek connectors. This design is based Doty upon parameters shown and'b"fo'7 ari IritiNi'dG51'bM n eomporierit. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not tnm designer. Bracing shown is for lateral support of individual web members only. Additional temporary brocing to insure stability during construction Is the responsibillity of the A •-.f�dmcictaa•t-ieArtd�dqitueofni.ayr-p,,oengai6naetwnt,ab8ae;c�ineg7'w.g;ea.roevcetrioorllrstructure reespuoinl sib%WANoSfVxrhVeIib�Buidd g dtagr{nar-0rjSoB=r8g4e�nwedB6$u�idavnsOcdhe:nreeggarding N. 9 are Lee Street, Suite 312, Alexandria, VA 22314. I Citrus Heights, CA, 95670 s d— Aeee 111211 ilrsfa b.A§W- Job Truss Truss Type Qty Ply 18A3418A T1iA Common Girder 1 �f L�J3o4bReference (optional)R4180846D CMI., Inalo, 4:X- tlGGU3 v-5 Jul 4, 4e13 - Iex moumes, mc. I Ile Mar la 1321:31 2014 Page 1 ID:ItpEP9WCJUDSASPi5gbl cuzKsev-fHWw5BgB49BOdWhen4pNyl?ZYaFg9Pg?FAfBSizZfgo 30.12 2-&3 2-B-7 2-10.8 3xr 4x4 = 4.00 F12 B US5a peal uxa = 5peaa al 5X5 = Speal 6 f1 Special Special 46 = . Scale = 126.5 _Plate Offsets (X,Y): 17:0-3-0,0-3-01, I8:0-4-0,03121 LOADING (psf) SPACING 24)-0 CSI DEFL in (loci) l/defi L/d PLATES GRIP TCLL 20.0 Plates Increase 125 TC 0.49 Vert(LL) -0.02 7-8 >999 240 MT20 2201195 TCDL 14.0 Lumber Increase 1.25 BC 0.39 Vert(rL) -0.05 7-0 >999 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.31 Horz(rL) 0.02 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 145lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD BOT CHORD 2x6 DF No.2 G WEBS 2x4 DF Stud G BOT CHORD REACTIONS (Ib/size) 9=2629/0-5-8 (min. D-1-11), 6=2549/Mechanical Max Horz 9=39(LC 11) Max Grav 9=3111(LC 8), 6=3020(LC 7) FORCES (lb) - Max CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-622/335, 2-3=2842/0, 34=2737/0, 4-5=557/323, 1-9=263/3 BOT CHORD 8-9=0/2673, 7-8=0/2364, 6-7=1712493 WEBS 2-0=3/1352, 3-8=125/1208, 3-7=155/1062, 4-7=0/1435, 2-9=3283(71, 4-0=3220/42 Structural wood sheathing directly applied or 6-0-0 oc purtins, except end verticals. Rigid ceiling directly applied or 1 D4)-0 oc bracing. NOTES 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; CaL 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other five loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-" wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) This truss has been designed for a moving concentrated load of 250.0Ib live located at all midpanelsand at all panel points along the Bottom Chord, nonconcurTent with any other live loads. 1 A v 10) loats truss has ds along bottomdesigned for a chordfrom 0-0-0 tot dreg-01f o31500 b. Lumber DOL=(1.33) Plate gripfffPDOLr--�(1.33) Connetr�lss t dreg. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support Concentrated )oad(s){&40; Ibdown�a(.°1-7L, 840 Iti down DE Yrk .?a at 3-7-4, 840 lb down at 5-7-4, and 840 lb down at 7-7r4, and 840 lb down at 9-7-4 on bottom chord. The design/selechon of'such 1 connection device(s) is the responsibility of others. gW y S LOADCASE(S) Standard FOR CONS TRUCTION 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 DATE __. Ow A KAMM-Yerifrdaign Saramma and MM AAIFS 0N WIT AN rAKMLM NMRFFRFARE AaF Mr- 74x 13r�ec YIZV 8S4MDlPE1BE Design valid for use ally with Mgek connectors. This design is based only upon parameters shown, and B for an individual bu0d'mg component. ApplicabiTilty of design parameters and proper incorporation of component is responsibsity of bulkling designer- not truss designer. Bracing shown B for lateral support of individual web members only. Adddiond temporary bracing to insure stability during construction is the resporslbtlfrty of the _ . .,,erector AdddionaLpermoxl@n} bracing of the. overall structure is theresponslbtffty of The building_ designer. FSx general guidance regarding-, . - +^�•�fiab�itikcicrege; delivery: esoahmcndb=as5lg;iomsu�+'�-41fi°%8pfl�@?a3ead+BESl�v6dietgs.^.m^fF�sFlC �- .�-��. Solely trrtormaBon_ ava0able from Truss Plate Institute. 781 N. Lee Street, Suite 31 Z Alexandria, VA 22314. Q?,OFESS/pN S00/� pq�F2 C 074486 c m EX 12-31-15 1 TFOF C March 19,2014 Citrus Heights, CA 95610 Job Trus Truss Type ty Ply 3418-A IQ R41808480 3418_A_ TBA 1 Com=n Girder 1 �f G Job Reference (optional) BMC, Indio, CA-92203 LOAD CASE(S) Standard Uniform Loads (pit) Vert: 1-3=-68, 3-5=68, 6-9=20 Concentrated Loads (Ib) Vert 7=840(F) 10=840(F) 12=840(F) 13=-840(F) 14=840(F) 7.430 5 Jul 25 2013 MITek Industne , Inc. Tue Mar 15 1321:31 2014 Page 2 ID:ItpEP9WCJUDSASPi5gblcLmKsev-fHWw58gB49BOdMen4pNyl?ZYaFg9Pg?FAfBS17Z o CI FY OF LA QUINTA 6UILDI' G & SAFETY DEPT. PAD rOR CDNSTRUCTiON L-Viefflydesitm panel m and REAL ACTES Off MAN " Design valid for use only with Mtfek connectoz. This design is based only upon parameters shown. and Is fti gaJodAdualb Lgrng compooent.�„ Applicabifdy of design parameters and proper incorporation of component is responsibility of building designer - 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 from Truss Plate Institute, 781 N. Lee Street, Suite 31Z Alexandria, VA 22314. Citrus HeV hts, CA, Job Truss Truss Type Qty 341e-A jPIY R476D8461 3418_A T6B Common 2 1 Job Reference (optional) 6 l�:L1:3L 2u14 Vagel XhPzatu ID:ItpEP9WCJUDSASPi5gblcuzKsev-7T4JIUhgrTJtEgGrLnKcVzvRBUgOk CzZfgn 1-z-0 5-10-0 „tn 5-7-0 1-3-8 4x5 = 6 3x10 = 6 4x6 I I 4.6 11 Scale = 127.3 Plate Offsets MY): (6:Edge 0391 LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) -0.08 7-8 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.46 Vert(fL) -0.11 7.8 >999 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.12 Hors( L) 0.00 6 n/a n/a BCDL 10.0 Code IBC2009/fP12007 (Matrix) Weight: 60lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except BOT CHORD 2x4 DF No. t&Btr G end verticals. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 104-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 8=581/0-5-8 (min. 0-1-B), 6=591/Mechanical Max Horz 8=33(1_10 6) Max Uplift8=9(LC 3), 6=12(LC 4) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-490/2, 3.4=-486/4, 2-8=521/40, 4-0=536/41 WEBS 2-7=0/372, 4-7=01388 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-M tall by 14)-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 8, 6. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the QR oFESS/�/� Bottom Chord, noncencurrent with any other live loads. ID00 SOON ��Fy LOAD CASE(S) Standard CO Cr 074486 c m CITY OF LA QUI j II P 2-31-15 Ar FOR CGNSTP,UC ION oFC March 19,2014 ALWAf{NM-"desipparaw ainand RMWiF9MMISAW =tJERiWRXRff RFVMAGEWr-I4T34cil�fdg28 IM BY Design valid for use only with Mirek connectors. This design is based only upon parameters shown and is for an gsdMdual bu0ding component. Applicability of design parameters and proper incorporation of component is responsibQily of bullding design--hbt' €sign&.-Bn%&ng sfiavn Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during corshuction a the resporsid'P of the , A ere tin-A,ddilional pesmarientbrocing of.the overall sfructure is the resport�Prty..of;lhe buldng.desvgner, forgenerpl gL 0once.reg�ng fabrosti uglify contirts"tet�sadelrvery; erecfiorrand-bsoeusg; con li+twgnFiy96+la.�a fiCsBeis flyya¢¢a39�f9strd{ap Ca.�sponmoifir: _ _ - _ � e1b9'a"'""�s.- Safely Infonndion ilable from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. f?0.60,n avalrsr.ser§ spedilliey e6e deiatmwaksm am*oseo fectilwe O&Mf2R'13 bvALW Citrus Heights, CA, 95510 Job Truss Truss Type oty Ply 3418-A R41608462 3418 A_ T6c Common Supported Gable 1 1 Job Reference (optional) mmu, ma10, uA -vzeus 1-2A 5-10-0 4x6 = 1.44V s Jul zc Zu1 b MI 1 el mausmes, inc. I ue mar 1 a 1321:33 2a14 "age' ID:ItpEP9WCJUDSASPi5gbl wzKsev-bgehWghSbnRksgrl vVn2A4r8NwedGEl?BIWezZfgm 11-5.0 I 12-7A S7-0 1-2-0 6 4x8 = 6 54 II 4x6 11 Scale = 127.3 510-0 + 11-5-0 5.10-0 5-7-0 Plate Offsets (X,Y): f6:Edge,0-3-91 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 11deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.74 Vert(LL) -0.08 7-8 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.49 Vert(TL) 4.13 7-8 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.47 Horz(TL) 0.00 6 n/a n/a BCDL 15.0 Code IBC2009/TPI2007 (Matrix) Weight 60 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-7-13 oc puriins, except BOT CHORD 2x4 DF No. 1&Btr G end verticals. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation side. REACTIONS (lb/size) 8=637/0-3-8 (min. 0-1-8), 6=637/0-3-8 (min. 0-1-8) Max Horz 8=33(LC 14) Max UpliR8=498(LC 9), 6= 487(LC 12) Max Grav 8=1131(LC 8), 6=1120(LC 7) FORCES (lb) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1339/766, 3-4=1285/717, 2-8=1042/527, 4-6=1037/514 BOT CHORD 7-8=754/840, 6-7=-693(791 WEBS 2-7=748/1152, 4-7=708/1136 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed fora 10.0 psf boftom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed fora rive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-" wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=1b) 8=498, RpFESS/p 6=487. 7) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel_points along the ;Q 00N Bottom Chord, nonooncurrent with any other live loads. 8) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag t 16rhy U z • 2� 2 loads along bottom chord from 040-0 to 11-5-0 for 131.4 pg. � , u u ` "` C� BUILDING & SAFET'i �3E-P-Q 0! 4486 m LOAD CASE(S) Standard _� _ s� 1:31"� 12-31 15 FOR CON i'RUC7;�s, _ 10 >, DATE 8Y March 19,2014 AH'ALTM-Verifrdeslpparamemnand REM A07FSONIMAlf®fAtZ.II0OR-7473 ret 1129/X1489MI11SE Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for an individual building component. �� Applicability of design parameters and proper incorporation of component is responsibility of building designer- not tmis designer. Bracing shown Is for lateral support of individual web members only. Additional temparmy bracing to'asbllri ure stability during construction Is the responsity of the fr AldrtipaaLpennanerLt bngcjng .gf.the overalstructure is the �e;ponsibifiyof the building desi ne Eor eneral guidance regarding M! lek• ._ -.f abricaBon-gieolF4y`-wnkoL-ifa�ge: cblivary a-ecfion andtmeingradgel�+i�7dB67:Pli�6g® - � 4nss�3l�vyGompcnenf.�. - " -. .. Salefy Inbrma8on available from Truss Plate Institute, 781 N. Lee Street, Suhe 31 Z Alexandria, VA 22314. fft5aaarsernPrne(SP}AasrEerk wtsrea uelhosee3esaiveeiStrAL9C Chins Heights, CA, e5810 Job rus Truss Type Ply 341e-A �Qty R41608483 3418 A T60 common 3 1 - - Job Reference (optional) 5mc, Indio, CA- 97203 r,40u s um zD zu,s mr sex mouses, mc. i ue mar ie is:zi:ss zui4 rage 1 ID:ItpEP9WCJUDSASPi5gb1 cuzKsev-bgehWghSbnRksgrl vVn2A4r9NwfdLU 1i781Wezzfgm r-1-z-0 s10-0 + tt-6-o t2-to-o t-z-0 stao s10-o 1-z-0 4x6 = -- r 3 6 3x10 = 6 sxs I I 5x6 11 Scale = 127.4 5-10-0 11-8.0 5-1041 510-0 Plate Offsets MY): 16:Edge 0.3-91 LOADING (psf) SPACING 2-M CSI DEFL In (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TIC 0.74 Vert(LL) -0.08 7-8 >999 240 MT20 2201195 TCDL 14.0 Lumber Increase 1.25 BC 0.49 Vert(rL) -0.13 7-8 >999 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.13 Horc(TL) 0.00 6 n/a n1a BCDL 15.0 Code IBC2009/TPI2007 (Matrix) Weight: 61 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-04 oc purlins, except BOT CHORD 2x4 DF No. 1&Btr G end verticals. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Tel mends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation side. REACTIONS (lb/size) 8=650/0-5-8 (min. 0-1-8), 6=650/0-3-8 (min. 0-1-8) Max Harz 8=32(1_C 6) Max Uplift8=-4(LC 3), 6= 4(LC 4) FORCES (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=565/0, 3-4=565/0, 2-0=564/35, 4-0=564/35 WEBS 2-7=0/430, 4-7=0/430 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=B.OpA h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by I-M wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 6. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard i1 � BUILDING ;? -SAFE J� l r�="t FOR CCNz':>TRU( AWARM -Verffr&ksiPparammaand U-MAD7FS9NffRSANMtl6Elif477EXRFFESFt10EAIEMI-7413sec1;f2 2=fi9aFtra Design vald for use only with Mirek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsblity, of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibtlrity of the .. -erector-,Addriional.pennanent bracing of.the overall structure Is the responsPolity of th"uildtnq dpignpr For.geneml.guidonce regarding -. ._... --fobriaa;tors,�, and breeiig, corv.- __'iMAP4 Safely information avalable from Truss Plate Institute. 781 N. Lee Street. Suite 312 Alexandria. VA 22314. QRpFESS/0 c� URITTA0 4486 c rn rra 2-31-15 IC, F0 p� March 19,2014 TTif"GieeitlieiKGnC9 �tiL�'7D�'" = ..- - ' - Chras Heights, CA 95610 Job Truss Truss Type Qpy Ply ARalsae4sa �JI.4'18 3416_At TSE Commn 1 Reference (optional) omu, Maio, l:A - uzzus 5-10-0 41S = . __ i--. 3 1.43a s Jul Zo 2uls Meek Inausines, Inc. Tue Mar 161321:34 2014 Pagel ID:ItpEP9WCJUDSASPi5gblcuzKsev-4sC3jAt4M4ZbU QDTCM4aOdDvnGuMbRx7t24ZZfgl 11-6-0 12-10-0 5.1D-0 1-2-0 6 4x8 = 6 5x6 II 5e. II LOADING (psi) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.74 TCDL 14.0 Lumber Increase 1.25 BC 0.49 BCLL 0.0 Rep Stress Incr NO WB 0.45 BCDL 15.0 Code IBC2009/TP12007 (Matrix) LUMBER TOP CHORD 2x4 DF No.l&BtrG BOT CHORD 2x4 DF No.1&BtrG WEBS 2x4 DF Stud G DEFL in (loc) Vdefl Ud PLATES GRIP Vert(LL) -0.08 7-8 >999 240 MT20 220/195 Vert(fL) -0.13 7-8 >999 180 Horz(TL) 0.00 6 n/a n/a BRACING TOP CHORD BOTCHORD Scale = 127.4 Weight: 61 lb FT = 20% Structural wood sheathing directly applied or 5-7-15 oc pudins, except end verticals. Rigid ceiling directly applied or 6.0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 8=650/0-3-8 (min. 0-1-8), 6=650/0-3-8 (min. 0-1-8) Max Horz 8=32(1_C 6) Max UpliR8=482(LC 9), 6=-482(LC 12) Max Grav 8=1128(LC 8), 6=1128(LC 7) FORCES (lb) - Max. CompJMax Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1336/740, 3-4=1336/740, 2-8=1039/511, 4-6=10391511 BOT CHORD 7-8=738/824, 6-7=707/824 WEBS 2-7=723/1154, 4-7=724/1154 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (R=1b) 8=482, 6=482. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 04)-0 to 11." for 128.6 ptf. LOAD CASE(S) Standard Cl I Y U LAU'g 6' m BUILUIi,AG & SAF E-Ty DEP FOR GCNS ; R-UCTV tyARll X-Verr7rdesiga paramrerli and RMA6 R07MS W nor An MISMD WRKRRTXR E A43E A Design valid for use only with Mgek connectors. This design is based only upon parameters shown, anc Apprk:abTtiy of design parameters and proper incorporation of component is responsibility of building is for lateral support of individual web members only. Additional temporary bracing to insure stability c erector. ,Additional permanent brocing.of the overall structure is the respocutbtltiy_of_be ulldln9_desir 4. of the QFtOFESS/per\ SOON o�F� C 074486 c E 12-31-15 I 1\\EOF ir mrar Citrus Heights, CA, 95610 March 19,2014 Job Truss Truss Type Qty Ply 3418-A �. R416af146s 3418 A_ T7A Hip Gilder 2 1 Job Reference (optional) aMc, Indio, CA - 92203 7.430 s Jul 25 2013 MITek Industries, Inc. Tue Mar IS 1321:35 2014 Page 1 I D:ItpEP9WCJUDSASPi5gb1 cuzKsev-Y2mRxWjjt7OhS587POwuJ7b9F4BWb57gbAndObWzZfgk -t-2-D 4-0-0 9-7-0 141-B iS3-B 12-0 4-6-0 St-8 4-60 1-2-0 6x6 = Special 4.00 F12 4X5 = Special Special Special 10 - Special Special - 73.6 I I 3x6 II 7x10 = SA2 = Special Special 9-7-8 141-8 � an cs n .ten n LOADING (psf) SPACING 2-M TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Ina NO BCDL 10.0 Code IBC2009/TPI2007 CSI DEFL in (loc) Udefl Ud TC 0.45 Vert(LL) -0.11 8-9 >999 240 BC 0.84 Vert(TL) -0.15 8-9 >999 180 WB 0.65 Horz(rL) 0.01 7 n/a n/a (Matrix) LUMBER BRACING TOP CHORD 2x4 DF No. t&Btr G TOP CHORD BOT CHORD 2x6 DF No.2 G WEBS 2x4 DF Stud G BOT CHORD WEBS REACTIONS (lb/size) 10=1055/0-5-8 (min. 0-2-0), 7=1035/0-5-8 (min. 0-2-6) Max Horz 10=117(LC 3) Max Uplift 1 0=769(LC 3), 7=769(LC 4) Max Grant 10=2232(LC 12), 7=2232(LC 15) FORCES (lb) -Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=1463/583, 3-4=1372/557, 4-5=1464/583, 2-10=2159/798, 5-7=2161/798 BOT CHORD 8-9=535/1370 WEBS 3-9=263/330, 4-8=303/258, 2-9=768/2125, 5-8=769/2126 Scale = 1:42.4 PLATES GRIP MT20 220/195 Weight: 112 lb FT = 20% Structural wood sheathing directly applied or 5-6-5 oc purtins, except end verticals, and 2-M oc pur ins (5.6-14 max.): 3-4. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 3-8, 2-10, 5-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 5) ` This truss has been designed for a Five load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 10=769, 7=769. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcunent with any other live loads. 9) Graphical puriin representation does not depict the size or the orientation of the puriin along l6& tbp and%orGbottom t#iord s T 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concenl6ted•loacl(s) 55 lb down anch 8' Ib up at 4L-Q 55 lb down and 18 lb up at 6-6-12, and 55 lb down and 18 lb up at 7-6-12, and 55 lb Bowman 18 lb up'a��74won ttop�chold land D E P 1294 lb down and 614 lb up at 4-6-0, 272 lb down and 113 lb up at 6-6-12, and 272 Ib� do rt�'�n andr 17316 up at 7-6-12, and 1294 Ib down and 614 lb up at 9-ra12 on bottom chord. The design/selection of such connection device(s).is tWi respgnsibility of'others w 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front F(F) or back!(B):, f— J 3 I;—' kY `--- ' LOAD CASE(S) Standard FOR CONS T RUCI ION M'ABMM-VerrTfdesipparamf?nand MM D1FS0P(WWAi`8jt'#:i.UCM1CRX91Tl &a ACE •7473ML 2 8 sign valid for use only with Mgek connectors. This design is based only upon parameters shown, an or an Indvidual building component. �prcablilly of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown or lateral support of individual web members only. Additional temporary bracing to insure stability during =nstrucfion is the responsibiPdy of the `ctg„ g.5idifopalpermane0t bracing_af.theRyeSaO stnrcfurea ll)e retppjbCJtY_ofe.!?�p7d'WB desgn-er,. F,oi,g¢nergl Byidance regarding 7B1 N. QROFESS/0� soap o�F� C 074486 c m 12-31-15 EOFC O March 19,2014 MTe_k' citrus Heights, CA, 95610r Job Truse ruse Type Ply 341E-A R416D8465 3418 A T7A Hip Girder 2 1 Job Reference (optional) t1MG, Into, GA- 92203 /.43U s 3ul 25 2U73 m I m mausmes, Inc. I Ue Mar 1 a 13:21:35 2014 Page 2 ID:ItpEP9WCJUDSASPi5gb1 mzYsev-Y2mRxWj7OhS587PDwuJ7b9F4BWb57gbAndObWzZfgk LOAD CASE(S) Standard 1) Regular. Lumber lncrease=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-66, 2-3=68, 3-= 68, 4-5=-6B, 5-6=-68, 9-10=20, 9-14=60, 7-14=20 Concentrated Loads (lb) Vert: 3=55(F) 4=55(F) 9=167(F) 8=167(17) 11=55(F) 12=55(F) 14=22(F) 16=22(F) y LA gUILL� 1��tA `= APE l-Y DEFT. p►: , FOR CD�;�TFLUCTiON AIL WAMW-Ven7Tddetipparawemnand REM PATESONWOANEItC2tKAilfTWREFEBEMZACE WrAY3ren1/29/nis agwm itfi� Design yard for use only with Mgek connectors. This design is based only upon parameters shown, and B for an individual building component. Applicablrity of design parameters and proper incorporation of component is responsibility of building designer- not tnrss designer. Bracing shown 1s for lateral support of individual web members only. Additional temporary bracing to Insure stabTrty during construction is the responslbillity of the MI ��K ' Addrtional.permanent btaaingpf The overall structure is the r_espposja0liy_ofJtle,buWng ojp jgner,.Fp[genemLguiciance regarding . _ _ _ � - falxioetiar.-qum,9tyern'aoL� alga;�+l'rverylsrectleswrld^b-amvrgrl�sobaf�6�84a1r.J•B>�6yECarnponerd..- - - �-•-"'" ..'..'"` ." � `. Safety Inlormalbn available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Mama Otwa�lLawxarAe 9sius_=-s- .us,.��..w..m.__ _. rvrlm >•am:r...�rc Citrus Heights, CA, 95810 Job Truss TrussType qty y 3416-A '- R41606468 _ 3416A T79 Hip 2 1 Job Reference o tionai aml., maro, ail-tlLCW - /.4au 3 aul 4D 2ula Mi rexmausines,Inc. rue Marlawfl:352D74 Pagel ID:ItpEP9WCJUDSASPi5gb1 cuzKsev-0FKp8skKuipJjHacadPYfpiQ__bvYgfBkPRMy7=Zfgj �t-2-0 7-7.8 i 141-8 i 153.6 1-2-0 6�r0 1-1-8 4x6 = 4.00 12 6x6 10 7 3x4 If 3x10 = 3x4 = 3.4 If Scale = 1:44.4 i 3-6-0 i atto 10-5-8 6-9u 141-6 LOADING (pso SPACING 2-M CSI DEFL in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) -0.14 8-9 >999 240 MT20 2201195 TCDL 14.0 Lumber Increase 1.25 BC 0.60 Vert(rL) -0.23 8-9 >732 180 BCLL 0.0 Rep Stress Ina NO WB 0.33 Horz(TL) 0.00 7 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix) Weight: 104lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 640-0 oc puriins, except BOT CHORD 2x4 DF No. 1&Btr G end verticals, and 2-0-0 oc puriins (64)-0 max.): 3-4. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 104-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation side. REACTIONS (lb/size) 10=754/0-5-8 (min. 0-1-8), 7=761/O-5-8 (min. 0-1-0) Max Horz 10=115(LC 4) Max Uplift 10=20(LC 3), 7=20(LC 4) FORCES (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-0=347/59, 3-4=35W79, 45=353/59, 2-10=747/20, 5-7=758/20 BOT CHORD 8-9=27/344 WEBS 3-9=306/71, 2-9=0/434, 5-8=0/447 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psF, BCDL=6.Opsf; h=25ft; Cat II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other five loads. 5) • This truss has been designed for a rive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 10, 7. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurent with any live loads. ROFESS/p other 9) Graphical purtin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. �� O Sooty LOADCASE(S) Standard LA (QUINT/C 074486 Y OF CITY A- P &ST-v DE 12-3115 DU�LDiNG APPROVED rrTgT �X Coj,�STrUCTION FOF FOR March 19,2014 Q WAMM 4en7rdesip yaraw &n and REAM P07155ONMIT AM i'Nit&M WT.EK&RaEnM AWZ A.1 F� Design varid for use only with Mgek connectors. This design's -based only upon parameters shown, and 8 far an individual building coin AppricabMty of design parameters and proper incorporation of components nesponsibSily of building dkgg ner. sing shown 'a for lateral support of individual web members onty. Additional tembr temporary bracing to Insure stability during construction's the responsrbimty of the erector. Additional bmctng of the oN fl s"WTe Is the_ er the bulking designer., A M Tek� permanent resporslbiiity_of For general guidance regarding :.. _.r_. -fa�iaaiiorrrquaG6J mli9tora9�rteriv_r1'.zreatiorFand•b ins mrersli�. .. _-'-_ c-e5lktr s?rst R.zSC-BvBdiirg CamPon"t -=:-_ --_-'.:•- _ rG��116 r.�i'Lsfie"5uitcli0'� "".--.-. _ — Satety Informal** ova➢able from Truss Plate Institute. 761 N. Lee Street, Suite 314, Alexandria, VA 2M14. tfS D'tise(apt.knob"ks whses� firedmse�efaexeive tdSrGil7D]3.� Citrus Heights, CA, g561D Job Truss TrussType Qty Ply 341E-A R41608467 341IiA T7C comrmn 1 1 Job Reference (optionao amc, roam, cA- ezzvs �-. �ye ID:ltpEP9WCJUDSASPI5gb1 cuziCsev-0FKp8sKKuipJjH. ��aca�dPYfpiLsbvQgg3kPRMy7nZfgj -1-2-0 7�12 14-1-8 1S3-B 1-2 -0 7.0-12 7-0-12 5X _ 4.00 12 3 84x6 ll r 6 3x10 = 7-0-12 14-1-8 Scale = 1:45.7 LOADING (pst) TCLL 20.0 TCDL 14.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-M Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Ina NO Code IBC2009/TPI2007 CSI TC 0.77 BC 0.61 WB 0.27 (Matrix) DEFL in (loci. Udeft Ud Vert(LL) -0.16 7-8 >999 246 Vert(TL) -0.23 7-8 >724 180 Horz(TL) 0.00 6 n/a n/a PLATES GRIP MT20 220/195 Weight: 89lb FT=20% LUMBER BRACING " TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No. 1&Btr G end verticals. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 1040-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 8=769/0-5-8 (min. 0-1-8), 6=769/0-5-8 (min. 0-1-8) Max Horz 8=113(LC 3) Max Uplift 8='17(LC 3), 6=17(LC 4) FORCES (lb) - Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3 -427/53, 3.4=-427/53, 2-8=-041/51, 4-6=641/51 WEBS 3-7=280/42, 2-7=0/369, 4-7=0/369 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottorn chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a rive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 14-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 100 lb uplift at joints) 8, 6. 7) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard OQ�QFESS/�N SOON O CID c� LA � � �' LU C 074486 c r- �� TY � BUILDING `& S,�AFETY DEPT * 12-3115 �"- j , Ft J I p T FCC CG�`�JTRL°CTiON EOF March 19,2014 A&WAIUM -V&-ft &sipWiverersandREM PA7E5ONWUANfA WED WRX RVERM A43E tW- M121rhkV2W914r9FWMSE Design valid fw use only with MiTek connectors. This design is based only upon parameters shown. on 'is for an di ' al bwldinggcorrporfetrt: Applicability of design parameters and proper incorpore8on of component is responslbQity of buikfmg esigner - 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 responsfoSfy_of the building designer. For general guidance regarding 'Raai�!BC;A$u8d<Ag•8omt'ronerrt-.._•-.___'+'.a.-�... �77?7�ieintYsa'-i7E"i� 4. Citrus Heights, CA Job Truss Truss Ty pe ty�Ply R41908468 �J`o4bl&R`Iference 3418_q T8A Hip Girder 1 2 o fiona BMc, Indio, CA- 92203 7,430 s Jul 25 2013 MTek Industries, Inc. Tue Mar 18 1321:37 2014 Page 1 ID:ItpEP9WCJUDSASPi5gblcuzKsev-URuCMClyf?xALR9o8LwnC0Efp A Z6eud56VfPzZfgi 4-5A 8-D-0 13-0-0 16-ri7 21-0-0 122_2 0 4-5-9 3{r7 5-0-0 3-rr7 4-SA 1-2-0 Scale = 1:37.8 5xg = Special Special ^^ r Special Special 5x8 = 2x4 II 6xg = Special 7x10 = 2x4 II Special Special Special 4x8 = 4-5-9 8-0-0 13-0-0 1657 21-0-0 4.19 387 5-0-0 - - — - - - 3$7 4-5-9 Plate Offsets (X,Y): [1:0-11-7 Edgel, [6:0-2-15,0-0-01, [9:04-8 04-81, [10:0-3-9,04-81 LOADING (psf) SPACING 2-M CSI DEFL in (foc) Udefi Ud PLATES GRIP TCLL ' 20.0 Plates Increase 1.25 TC 0.25 Vert(LL) -0.21 9-10 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.91 Vert(TL) -0.45 9-10 >555 180 BCLL 0.0 Rep Stress Incr NO WB 0.38 Hors( L) 0.10 6 n/a n/a BCDL 10.0 Code IBC20091TP12007 (Matrix) Weight: 207lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.18BV G TOP CHORD Structural wood sheathing directly applied or 4-9-13 oc pufins, except BOT CHORD 2x6 DF No.2 G 24)-0 oc puffins (5-0-8 max.): 3-4. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 104)-0 oc bracing. REACTIONS (Ib/size) 1 =1 92 1 /Mechanical, 6=203310-5-8 (min. 0-1-8) Max Horz 1=-43(LC 6) Max Grav 1 =281 O(LC 14),6=2864(LC 19) FORCES (lb) -Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-8136/0, 2-3=-8395/0, 3-4=-7871/0, 4-5=8256/0, 5-0=7903/0 BOT CHORD 1-11=0/7717,10-11=0/7717,9-10=017862,8-9=0/7463,6-8=0/7463 WEBS 2-11=321/0, 2-10=-64/490, 3-10=0/2458, 4-9=0/2323, 5-9=0/613, 5-8=307/0 NOTES 1) 2-ply truss to be connected together with IOd (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 9-4 2x4 - 1 row at 0-&0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. OFESS/ 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by I-" wide will OQR ON fit between the bottom chord and an other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. �� O� SOO� O 9) Refer to girder(s) for truss to truss connections. CD 10) This buss has been designed for a moving concentrated load of 250.01b rive located at a I mid-pignels,and a -all panel oirits along the° ° l V n+ m Bottom Chord, nonconcurrent with any other five loads. r �J-A � C 074486 � 11) Graphical puriin representation does not depict the size or the orientation of the purlin along the,top and/or; bottom chord.t, (_;,:-TY EF 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loatl(s) 2.I6.down and 12 Ibyup t 8-0.0, 2 P 2-31-15 lb down and 12 lb up at 10-0-12, and 2 lb down and 12 lb up at 10-11-4, and 45 lb dow4 and 24 lb up at ,13-0-0 on top;chord and" lk fir 1678 lb down at 8-0-0, 384 lb down at 10-0-12, and 3841b down at 10-11-4, and 1678 lb down at 1d2_1�1`-4`oq'bottom�cho�d. cThe _ D design/selection of such connection device(s) is the responsibility of others. FOR CONi jUC�-1QN LOAD CASE(S) Standard �OF C DATE _---- BY March 19,2014 A WARIUM -Yeriff dulp Parawemn and UM MTES ON NI S Ali fAS WIM W7BC9tfieBl W A4M til[-74 ree Zf7 91 � Design valid for use only with MITek connectors. This design's based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of bulldmg designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stablifty, during construction is the respon ulfity of the ..., enegtor. Additional permanent bracing of the overall structure, is the res_PomibOBy of the building des�pner. For general guidance regarding =--�fabrieatiorr;-ywlW{zoa eL-raforega,geA+ieN-e2ahorMand:bi—.a - dtng.Goinponxrri':-_f..- ,.��...mra'/'7T7` raenbar�c Sur4d°`Itr6P,--'�'�, -^ Solely =rdorma ion wal able from Truss Plate Institute. 781 N. Lee Street, Suite 31 Z Alexandria, VA 22314. I Citrus He CA. 95910 Job Truss Truss Type CityPly 341e-A R41608466 3416_A TBA Hip Girder 1 �f 2 Job Reference (optional) BMC, Indio, CA- 92203 LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1.3=-68, 3-4=68, 4-7=-68, 1f=20 Concentrated Loads (lb) Vert: 3=3(F) 4=5(F) 9=775(F) 10=775(F) 12=3(F) 13=3(F) 16=244(F) 18=244(F) 7,430 s Jul 25 2013 MTek Industries, Inc Tue Mar 181321:37 2014 Page 2 ID:ItpEP9WCJUDSASPi5gblmmKsev-URuCMCIyP?xALR9oBLwnCOEfp_A Z6eud56VfP2Zfgi_ cffs� F QUIINTA E3UILDING 8: t��.�=t.�'( DEFT. FOR C,()Nsi"FEU 7E BY iLMfBW-tterr7tdesfp Saraa> Im and RM MTEE 'JN Res AN M WED WMKRfF XgKF pAu0I W7Tm—L !2W20id 1%E Design valid for use only with Milek connectors. This design is boxed only upon parameters shown and Is for an Individual building component. APpricatAty of design parameters and proper incorporation of component is resporu;floW of building designer - riot trues designs. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure, stability during construction is the respormbNtly, of the erector. Additional permanent brocino of the overall structure is the resoomflaUlty of the bulldma designer. For nenerol ouidonne mn—firm 781 N. Lee EF MTek' 'Fi'75'G'ieerr - `'`11T"SZi Clhus Heights, CA, 95610 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3/" Center plate on joint unless x, y 14- 4 offsets indicated. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury are Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or x-bracing, Is always required. See BCSI. 1 T �� 0 /16 C1-2 c2-3 2. Truss bracing must be designed by an engineer. For 4 0NWEZC� 4 O � U wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I y, U 3. Never exceed the deal n I�ding shown never s� U stack materials on Inad q telybraced tes. '471to 4. Provide copies of this trr ss� the bing `�k' C7-B C 7 CS-6 For 4 x 2 orientation, locate plates 0-169' from outside designer, erection supeMsor,,pr�erty owand j 'all other interested partles.. -r BOTTOM CHORDS 1 1 i edge of truss. 9 8 7 6 5 5. Cut members to bear Tightly_againsT eacher. LU ..9 6. Place plates on each fae o(truss at eac 00 This symbol indicates the required direction of slots in JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO joint and embed fully. Knots=and�wane atT locations are regulated iiy ANSI �P� I S�, ]In connector plates.THE LEFT.,7. Design assumes trusses will be suliably=pioed fromthe location details available In MITek 20/20 AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. environment In actor"d with SI/TPI IJJCHORDS ''Plate `�T�8. or upon request. Unless otherwise noted, olsture cntn°Imbersoffware shall not exceed 19% at ti YmYe.00ff fducdtidPLATE gn SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, thl d 1s rotaable farWuse wflh fire retardant, preservative heater green I�}h��,b r. first dimension is the plate ICC-ES Reports: ((��-mm-��t'The 10. Camber Is a non-structural�c6"nsidef6tlon Is the4 X 4 width measured perpendicular ESR-1311, ESR-1352, ESR 1988 responsibility of truss fabricator. G_eneral�_ti..is t to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load defrecT of n the length parallel to slots. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. LATERAL BRACING LOCATION Southern Pine lumber designations are as follows: 12. Lumber used shall be of the species and size, and In all respects, equal to or better than That Indicated by symbol shown and/or SYP represents values as published by AwC in the o NDS specified. b text in the bracing section of the Y 9 SP represents ALSC approved/new values approved/new 13. Top chords must be sheathed or purilns provided at 1; output. Use T or I bracing with effective date of June 1, 2013 spacing Indicated on design. 1 If Indicated. 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, If no calling Is Installed, unless otherwise noted. Indicates location where bearings (supports) occur. Icons vary but © 2012 Mifek® All Rights Reserved 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. Ij reaction section indicates joint 17. Install and load vertically unless indicated otherwise. 8 number where bearings occur. Min size shown is for crushing only. �r 18. Use of green or treated lumber maypose unacceptable I environmental, health or performance risks. Consult with Industry Standards: project engineer before use. x� ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. a Is not sufficient. BCSI: Building Component Safety Information, MTek 20. Design assumes manufacture In accordance with Guide to Good Practice for Handling, �� ANSI/TPI 1 quality Criteria. Installing & Bracing of Metal Plate ' Connected Wood Trusses. MITek Engineering Reference Sheet: MII-7473 rev. 01 /29/2013 i Y Building Materials and Construction services D.B.A. BOULDERS WEST COMPONENTS 45-491 GOLF CENTER PARKWAY, INDIO, CA. 92203 0.760-347-3332 F.760-347-0202 CONTENTS .........................PAGE T1iMBER PRODUCTS INSPECTION (LETTER)..................................1 TPI (CID STAMP - SEE PAGE 1..................................2 EXPLANATION OF ENGINEERED DRAWING ..............................3 DETAIL FOR COMMON AND END JACKS - 16 PSF..................................4 DETAIL FOR COMMON AND END IHCKS - 20 PSF........I.........................5 SUPPORT OF B.C. (PRESSURE BLOCK) STANDARD OPEN END IACA..................................6 INTERIOR BEARING OFFSET DETAIL..................................7 BEARING BLOCK DETAIL 3 'A" BEARING..................................8 BEARING BLOCK DETAIL 5 V BEARING..................................9 LATERAL TOE -NAIL DETAIL .11 WEB BRACING RECOMMENDATIONS.................................12 T-BRACE AND L-BRACE..................................13 VALLEY TRIISS DETAIL..................................14 VALLEY TRIISS DETAIL (CONT'D.) .15 PORLIN GABLE DETAIL.................................16 PIIRLIN GABLE DETAIL (CONT'D.).................................19 STANDARD GABLE END DETAIL..................6...............20 STANDARD GABLE END DETAIL (CONT'D.).................................21 STD. REPAIR - MISSING STUD ON GABLE TRIISS....................................22. STD. REPAIR - BROW STIED ON GABLE TRUSS.................................23 STD. REPAIR - REMOVE CENTER STUD ON GABLE TRIISS.................................24 STD. REPAIR - NOTCH 2X6 TOP CHORD ON GABLE TRUSS........I........................25 TIMBER ®DUCTS INWECTION March 21, 2006 To Whom It May Concern.: This is to verify that Boulder West Components of Indio, CA is a subscriber in the Timber -Products Inspection (TP) and General Testing and Inspection (GTI) Truss Quality Auditing Program. The TP and GTI Truss Quality Auditing Programs are recognized by the International Accreditation Service (IAS) with the assigned number of AA-664. TP and the GTI quality assurance marks have been recognized in the west by the truss industry and code jurisdictions since 1969. TP currently audits truss manufacturing facilities nationwide. TP is conducting unannounced, third parry audits at the Boulder West Components of Indio, CA. This facility is currently in good standing in the TP Truss Quality Auditing Program. Boulder West Components 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 Pepper Browne at (360) 449-3840 ext. 11. Sincerely, Brian Hensley Truss Manager — Western.Division CITY OF L-A, QUINTA BUILDING &. vAF L=Trr nr-P. AP P R Page # FOR CCiN S RU TiON 105 SE 124th Avenue • Vancouver, Wash gton 98664 3601449-140 • FAX: 360/ 9-3953 PA91, : Box 9-^ 1641 Sigman Road Conger is"12192=8000'�'FA_ 7922:=1290." ""- 4� r, MANUFACTURED FOR SELECTBUILD DISTRIBUTION BOULDIR wFST COMPONENTS INDIO. CA IG Tv UUALI I v. AUDITED, - BY TIMBER PRODUCTS INSPECTION, INC. DESIGN CRITERIA TC LL st pst p TC DL sf psf p BC. OL psf psf TOTALLOAD pst DUR. FACTOR 0; xmmmmmg SPACING CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROV'V::D FOR CONSTRUC FION J-- V TE- A ob russ russ ype Y y DISPLAY ROOF1 COMMON 1 1 e Mi ek industries, Im Mon Mar e 2 0 D 545 10 23 15-0-0 . 1919-13 24-7.11 30-0-0 322.0-0 B 2.p-0 5.4.5 4-9.13 4-9-13 4.9.13 4-9-13 54-5 2 0.0 40 = 6 C6.00 r 1x4 11 tx4 11 30 5 6 7 3x4 �:Z 4 6 E D tx4 4 1z4 i 3 9 10 ro `? 2 v tt)o 01 IF 14 13 12 3x6 _ US= 3x6 = 3)S C qq Pi 10-2-3 19.9.13 30-" g 10.2.3 9-7-11 10.2.3 Plate Offsets (X Y): 12:0-&0,0-1-43, (10:0-3-0,0-1-4) H LOADING (psf) SPACING 2-0-0 J i V i CS1 TC 0.29 I V DEFL in (hoc) Udall Vert(LL) -0.09 14 >999 P PLATES GRIP M1120 249/190 ' TCLL 20.0 TCDL 10.0 Plates Increase 1.15 I umber increase 1.15 BC 0.83 Vert(TL) -0.39 12-14 > 907 BCLL 0.0 Rep Stress [nor YES WB 0.36 j } Ho LCLLL M0,01% Wall t 240 n/a Weight: 158 lb BCDL 10.0 Code BOCAIANS195 uJst LUMBER I BRAG U TOP CHORD 2 X 4 SYP No.2 TOP CHORD Shsathed or 4-2-1 oc pudins. BOT CHORD Rigid ceiling directly applied or 8-6-11 oc prating. SOT CHORD 2 X 4 SYP No.2 Q WEBS 2 X 4 SYP No.3p 9 i ,S REACTIONS gb/size) 2m1317/0-3-8, 10=1317/0-" T Max Hors 2=-175(load case 5) Max Uplift2m-341(load 4), 10=-341(load case 5) �case First Load Case Only v FORCES (Ib) - TOP CHORD 1-2=26, 2.3=-2024, 3.4--1722, 4-5=-1722, 5.6d-1722, 6-7--1722, 7-8=-1722, 8-9a-1722, 9-10=-2024, 10-11 —26 BOT CHORD 2-14-1794, 13-14-1140, 12-13A1140, 10-12-1794 WEBS 5-14=-294, 7.12--294, 3-14--28B, 6-14=742, B-12-742, 9-12--288 NOTES v Y 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98 per BOCA/ANS196; 90mph; h=26ft; TCDL=5.Opsf; BCOL=5,Opsf; occupancy category 11, exposure C; enolosed;MWFRS gable and zone; cantilever left and right exposed ; end vertical left mid right exposed;Lumber DOL-1.33 plate grip DOL-1.33. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 341 lb uplift at joint 2 and 341 lb uplift at joint 10. A Cumulative Dimensions M TC, BC, and Web Maximum Combined Stress Indices B Panel Length (feet - inches - sixteenths) N Deflections (inches) and Span to Deflection Ratio LOAD CASE(S) Standard X C Slope O Input Span to Deflection Ratio D Plate Size and Orientation P MTek Plate Allowables (PSI) E Overall Height Q Lumber Requirements F Bearing Location R Reaction (pounds) G Truss Span (feet - inches - sixteenths) S Minimum Bearing Required (inches) H Plate Offsets T Maximum Uplift andlor Horizontal Reaction if Applicable I Design Loading (PSF) U Required Member Bracing J Spacing O.C. (feet - inches - sixteenths) V Member Axial Forces to Load Case 1 K Dwart)on of Load for Plate nd Lumbybar Dyes+sign W—Note �l� I �� 1 If �'x Al Cesesv L Code X Addit(onal ! oeds/Loed ,KPH OVER FOR CONSTRUCTION DATE BY_ DETAIL. FOR COMMON AND END JACKS MIUS C - 8-16PS.F 3/30=D4 PAGE 1 MAX LOADING R TCLL ts.o Ppats TCDI. 14.0 Wimp mILL O.D Rep BCDL 90A __ ..-.._ MINIMUM LUMBER SIZE TOP CHORD' 2 X 4 $P BOT CHORD 2 X 4 SP NOTE: TOP CHORD PITCH: 4/12�8/12 - BOTTOM CHORD PITCH: 0/12-4112 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. '•"-u BRACING nroieR inausums, inc. 125 125 TOPCHORD Sheathed. Wpm Division YES SOT CHORD • Riaid ceftcr direatty BDDfied. F, HF, DF-L Nb.2 I LENGTH OF EXTENSION F, HF, DF-L No.2 I AS DESIGN REQ'D 2-0'-0" MAX SPLICE CAN. E MER BE 3X6 MT20 PLATES OR 22". LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE WI (131"X3.0° MINI NAILS Qc S" O.C. 2 ROWS SUPPORT AND CONN\ECT N BY/OTHERS OR 2-16d COMMON WIRE (0.162"DIA. X 3.5111) LGT TOE NAILS SUPPORTS SHALL BE PROVIDED @ 4'1 O.C. ALONG THE EXTENSION OF TOP CHORD, CONN. WIS 15d COMMON WIRE (0.162"DIA. X 3.6" LGT) TOE NAILS 3X4 - CONK. WI216d COMMON WIRE (.112Y110. X 3.6" LGT) TOE NAILS 64).0 S-0-0 �-- — 660 t EXT. 2.0-0 4-" 20-0 E)CT. EXT. EKT. 2-PO 2-0.O CONN. W1316d COMMON WIRE (11162'OiA X 3.6" LGT) TOE NAILS 2 1 BOTTOM CHORD LENGTH MAY BE 2-0° 3X4 CONN. 4V}216d COMMON WIRH0.162 DiA• K3.6) LGT - OR A BEARING BLOCK TOE NAILS OR SEE DETAIL MWSAC-7 FOR 2-D•0 8-" PRESSUREBLOCICING INFO. O NOTE: NAILING SHALL BE SUCH THAT THE LUMBER boES NOT SPLIT. .� R C04W3 Q3�:T-t gyp--. -ry OF LA' IIT�. P P ON E 28 Oi9 FOR CONSTRUC I I i� A WAxmm . v-* Qe- pvrameiars m+d mui NDM ON t= AND WMUR$D ormAminsm, 8 PAC3S1 4-4" Bm om TDiS rm We Lanesum Design vaBd Iwvm only wfth hi connedom1hIs design isbmed cW upon parmnefers shown, and k f, Lan h*Aduoi tndldIrus ing Lam. aled Hft*hts, 66M A ' of design pasomanlers otid prop�ln—pwoflon ci—Tporsessl b mq-uWy of Iwildng �i kdeslgnatBrodngof:E �h-tombf suppoAollndMdsialwebmembersosl�. Aciabpolenpmm (okWosIob�fgg_ H wpm—'" t — emici.•^'•'". AddBlonol pwnw KW bloding ci the gve611 Aikfure k the y1y of iha-bWfdhg desl9neJ.��p,�ganeri� giddanoe tobdeaHosu quo8lq contra± ctoroga, deTNery. ereeibn and btadrg. easssull AN t/IH1 4aogfs Cdferia 1TSB$9vste! BESiY9sedln9 csPet5Efi9�� '~7 Saisly Isdwma0en avoiSoble koasf Srvss Plote krsHlvle, 593 D'Ot do D&P— AAodhos>. VCI 5971P. `a .. � DETAIL FOR COMMON AND END JACKS Will/SAC - 8 -20PSF 8/31/200s PAGE 1 /',fIl1Y�i 13RATNG iU!`{C"; {I,YYDlI,GS, ftlV. increase Its ffVY1`�+}}�� 1IVV yy¢d DkrLsion ep Stress l Y Ss BO CHORD RRD eid Cai�g directly applied. 2 X 4 HF, ()F-L No.1 LENGTH OF -EXTENSION 2 X 4 SPF, HF, DF-L No.2 AS DESIGN REWD 20`-D" MAX SPLICE CAN EITHER BE 3X6, MT20 PLATES OR 22" LONG 2X4 SCAB CENTERED AT SPLICE WISAM(: LUM13M AS TOP CHORD ATTACH TO ONE FACE 4 MIN) NAILS @t 3" O.C. 2 ROWS NOTE: TOP CHORD PITCH: 3/12�8112 BOTTOM CHORD PITCH: QM2-4/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. 4-" SUP NO CONNE ON BYOTHERS OR 2-15d COMMON WIRE (0.162"DW X 3.51 LGTTOE NAILS SUPPORTS SHALL BE PROVIDED 4'-W O.C. ALONG THE EXTENSION OF TOP CHORD. CONK. Wl3 16d COMMON WIRE (0.162"DIA. X 3.5" LGT) TOE NAILS CONM. WI216d COMMON WIRE 8" 8-" X 30 LOT) TOE NAILS EXT. 2-0.0 ON WIRE (0.16TDIA X 3s. LGT) TOE NA1L4 30 = OR A BEARING BLOCK •� - COW wrz 16d COMMON W1RE(0.15PDIA. X 3.6") LGT TDE NAILS OR 6EE DETAlL MWSAC-7 FOR 8-0-0 2-0-0 PRE&SUpEBLOCKING ItfrO. NOTE.: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SLUT. CITY OF LA .11 .- J#'F,• i G & SHV Ap,p y=� V CPAO$T�74Y38SFdR8 VSL. ,-,�i . •7'. B.C. OF STANflARD OPEN Eta® MHISAC [3/30/2004 PAGE I CKS- CAI st Gm CAt GIRZ Loading (PSF): •BCOL 10.0 PSF MAX - W bot. chord Cprrter tru sC 1 ofjack j rv. 2-(131W.o" MIN) WS (byp) Z1r4 block jack uhveenImo,' truss nailedtdcarrie(h'P) WIS Wl(.13.1W.0" MIDI) nails spaced at 3" o.c, PARTIAL FRAMING PLAN OF CAUFOkMA. HIP SET MTH SUB GIRDER �_ BC of carrier truss 6-B-a xa'TYP Western Divan 2-(,131%3.0" MIN) NAILS (typ) �0SUO, BOTTOM CHORD OF OPEN END JACK /2X4bIDwCken Jacks, nailed to carrier BC �Q-*-1---7 wl 6-(.131W.0" MIN) NAILS @ 3" o.a CITY j �s �/ LA /� �4 '{ q GI1 I VF l..ACA 1 i6Exp as BUILDING & SAFE-1 - � Ar PPRO COF P �ge #> R- c0wSTUCTIc�i DATE - - — BYJUL8 20in `jp}.� yyt(p paromaxrn msd8S4D XOTS9 DN SFdG AND RICLCDSA MJ}9r1C�EPstP PAG51�F747S 8L"FORS 17SE. TR7 GteanpaC—kC.sine � 6 ulb ofdl Mgek canhedsbs. Tt* de*p'ls based orgy upon pciameles shown, and a tr# on IndNlduol bWid4ip s onesd. CBruc 1ielghis. CA, gBat — e�p'opeFErcompmaBdss art.PSr�an ksaspo K desk nor huu dedgnes. Btadhg shown web-rsiarnbeusonM.-Admtbsalleisyorbrt�dyag,.iobil�@caiul4ie;loa►cespcns>VI@Iyot:lhg `.._.._. ..._...�.._ Ir rimi ' nualBv cadioL�sl-.— e6veNof t e=ljon and . cosa �NS1/rt'!1 oucift cdk aq 0 � Xm rig ca"Wonwd INTERI OR. -BEAPJNG OFFSET DETAIL MIIISAG - 6 3/3Or2OD4 PAGE I mute -Industries, Inc. western f#fvision Z NOTE:: INTERIOR BEARINGS MAY SHIFT TO THE LEFT OR RIGHT A DISTANCE. EQUAL TO THE DEPTH OF THE BOTTOM (d). (7 9/2" MAX) BOTTOM CHORD PITCH MAY VARY NOTE: THIS DETAIL MAY BE USED FOR ROOF OR FLOOR TRUSS DESIGNS . DOUBLE WEB JOINT SINGLE WEB JOINT _J_ dCL s pjgp�8•Ver{jg dc419R.R�e}era m�dit§20 tc tof lel `, c�at vt.marywuaivrep narrsdi++� 42M.`'. etc[ tid�iWmlpuan�nl braEMp o7dh oveml (aM►c911on; 4iidni' eonhol; slotaga,ae6veq', eiaclfor Salelq lnfopmffod avd9able 6eritiinm4lole §sWuta. TRIPLE WEB JOINT di uibide�n CITY OF L "� VTc 33 w. 3-31• ui II�lU & SAFE-1 ' r ,F q APPROV V FOR ICTiCtvQF�• Page # 7 DATE BY JUL 282011 ®t�lit'rbvasis�xuiiss:. :�-}C�en'6ayict�iie;' .,. 'an A�vYlud l�d§p eemponetd. OWs4lelgfdc' C!` 9681� gtAklN-G $LOO -08'TAIL 3112" BEAMNG MII/SAC - 3A 312512004 PAGE 1 s .,®•err REFER TO INDIVIDUAL TRUSS DESIQN 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 indiuidually. 0-3-8 ACTUAL BEARING SIZE BOTTOM CHORD SIZE LUMBER P24D GRADE _ NAILY.NG PATTERN I (NOTE 1 _ 2x4 BOI-OM CHORD SYP I DF 2 ROWS @ 3" O.C. t8 TOTAL NAILS) -' -- --- t SPA F 2%6 BOTTOM CHORD DF ' 3 ROWS f_o 3" O.C. BF tI2 TOTAL NAILSi _ ..- --- - —f- SPF P.LLOWABLw REACTION (1b) BEARING BLACK ALLOWABLE LOADS 929 736 726 1393 1282 1104 1089 1858 X ^x2 BOTTOM CHORD r DF I 3281 j It 4 ROWS R 3" O.C. HF I 2126 1472 (16 TOTAL RAILS) — 1 sPF � 2231 1452 3281 2126 2231 2'966 32-81 2126 2231 2966 X- FOR 2X10 BOTTOM CHORD USE 2X8 BOTTOM CHORD VALUES. 4" MINIMUM HEEL HEIGHT 22 I/2• i ° CASEE SRG BLOCK TO BE SAME SIZE, GRADE, i SPECIES AS EXISTING BOTTOM CHORD. APPLY TO ONE FACE OF TRUSS I➢i! ( EK I {wares, Inu. W=m Division BEARING BLOCK 6 WOOD BEARING ALLC1ViABLE LOADS ALLOWABLE LOAD (lb) TOTAL NOTE 4 Z JIVALENT BEARING LENGTH _-�_.... 3895 0 4 9 4136 _ 0-4-6 _ -- 0.4-11 -- -- 0-4-1 D 2862 -- 2957 i 323D _ _ 0-5-5 -- 0-5-3 __.._..... _ 0-5-11— -- 3320 4824-- 4991 0-5-5 --- 3598 0-5-14 3683 _ — _ 0-5-12 r 12" BLOCK NOTES: JUL 2) 8 2011 1, USE LOWER OF TOP PLATE OF BEADING WALL OR BOTTOM CHORD OF TRUSS WOOD SPECIES. 2.THE END DISTANCE, EDGE ©ISTANGE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. NAILS DESIGNATED ARE (131" DIAM. x 3') MINIMUM 4. FOR BEARINGS NOT NEARER THAN 3" TO THE END OF A MEMBER (CASE 2), THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.03 5. THE TABLE VALUE CAN BE DOUBLED FOR A 2-PLY TRUSS PROVIDED THAT THE LENGTH OF THE BLOCK IS T-V LONG MIN. AND. BLOCKS ARE ATTACHE TO EACH SIDE OF 2-PLY TRUSS WITH NAILING PATTERN AS SPECIFIED AND 2-112 A307 BOLTS TO CONNECT ALL 4 PLIES TOGETHER, LOADS BASED ON FOLLOWING Fc PERPENDICULAR �ALlJES:- I >'t O U 0 NT A SYP=565psi BUILDING & SAFETY DEPT. DF = 625 psi w�1wr- HF=45psi ,�g O 0E® SPF = 425 psi AoB"-. b tt,' NOTE: VALUES DO NOT INCLUDE MSR LUM$ER VUfT E. �VALUES�ST�� Pa GREATER THAN 1,900,000 PSI OR NON -DE SE G D LUMB[ IPARMNG - 4ert(Ij dec;g+e Parame6ers and X&AD.NU7S6ON 4tiII8 AND DYCLUDSD T� RS•PSBENCG&° - - RS USE. 1 r r ureenwcrt Desegn void for use orgy wfih Nu7ek eonnedon Lhis design B based only upon poramoYoa shown, and.tr loran Mdwiduof bu9dmg component. Citrus -567 A. abWl d de�'gn goramenters and proper mcaryorafion o1 co,nponsnt is responsib'Nly of buWusp designer • srot Inns desfpner. Bracing shown afia'Oatai$ru�pitt_'oi;�Rf, Fri �emberr onM:'Addilidrd•femPaicaY�bnxing-ly-inswe clobHily_dutingmrolraeolion:alhe.rezpena'b�.Ny ot-.Iher.-»..�.� y �eefor. hdddiarsolpemwnen angoflFie-overoA'sfrticfvreBiheres�'On'sIlii9ty3i`fNeb'lY➢Wh1�UFl�if-gexeral'9u"RJgnee!egordfng ..,.. ,....... _.,„._x. . Idlxrcallon. quaHy control, sloroge, defrvery eree6on and bracing, eonnAl ANSI/fH! fiudgy CriFot)d, CSB•69 and BC5f1 Butlding Coahponerd �,'�� Safely Inlomso6o6 ovogolale from inns Piafe hnNule, StS3 D•Onbfio Drive. Modnon. WI53714. �-� B.EAI'iNG $`LOCK ®ETAIL 5112 SEARING MI1/SAO - 4A 3/25/2004 PAGE.1 . 11011eK i11aUr.W1BS, il7G. ^»: ®. Westerls Divisimn REFER TO INDIVIDUAL TRUSS DESIGN I FOR PLATE SIZES AND LUMBER GRADES IMPORTANT This detail to be used only with one ply trusses (EXCEPT AS NOTED BELOW) With a D.O.L. lumber increase of 1.15 or higher. Trusses not fitting these criteria should be examined individually. 0-5-8 ACTUAL BEARING SIZEWITH BEARING BLOCK APPLIED ON ONE SIDE OF TRUSS 2x 3 i1 "7'OH CHORD SIZE LUMBER tzc«s _ 6 2 ALLOWAABLE REACTION BEARING BLOCK BEARING BLOCK 6 WOOD BEARING ALLOWABLE LOADS GRADE 1 (ib) ALLOWABLE LOADS ALLOWABLE LOAD (lb) BEARING LEN L114G PATTERN -----�(NOTE1} (NOTE4,5) (NOTE 4) (NOTE4�TAL-EQUIJALENT SYP 4661 929 f' y� 5590 10-6-9 _ DF BOTTOM CHORD5156 _ 955 6011 —�. Mom__ @ 3^ O.C. TOTAL NAILST HF 3341 136 4077 _ 0-6-11 SPF 3506 726 4232 I 0-6-10 — — _ SYP i 4ss1 1393 6054 D-7-2_ of 5166 1282 6438• BOTTOM CHORD ROWS @ 3" D.C. HF 1 3341 � 1104 � 4445 _T � 0-7-5 _...._ .. ----� TOTAL HAILS) --- — — gnF 3506 1089 4595 —�-~ ' 0-7-3 ^---0-7-11_ .......... SYP t1 4661 1858 6519 —.—.- 6 BOTTOM CHORD I DF 5156 1710 6866 _-_ 0-7-5 -- - -- ROWS @ 3" O.C. HF 6 TOTAL NAILS) 3341 E 1472 4813 D-7-14 seF 5566 1462 4956 j D-7-12 _ FOR 2X10 BOTTOM CHORD USE 2X8 BOTTOM CHORD VALUES. 4" MINIMUM ! HEEL HEIGHT I CK TO BE SAME BADE, s SPECIES TING BOTTOM CHORD. _. _0 ONE FACE OF TRUSS j CASE2 ;T,.. NOTES:1.. USE LOWER OF TOP PLATE OF BEARING WALL OR BOTTOM CHORD OF TRUSS WOOD SPECIES. JUL 2 8 ?0 E1 2.THE END DISTANCE, EDGE DISTANCE; AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. NAILS DESIGNATED ARE (.131" DIAM. X 31 MINIMUM 4. FOR BEARINGS NOT NEARER THAN 3" TO THE END OF A MEMBER (CASE 2). THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.03 5, THE TABLE VALUE CAN BE DOUBLED FOR A 2-PLY TRUSS PROVIDED THAT THE LENGTH OF THE BLOCK IS 3'-O" 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 PEI SYP = 555 psi DF = 625 psi HF = 405 psi SPF = 425 psi NOTE: VALUES DO NOT INCLUDE MSR L GREATER THAN 1,9D0,00D PSI OR NON. tveiiai M. Vert& �sa��rs cnd Xk b XDftS ox Design valid for use only v4lh MKek conneclors. This design •e base .—.^„-".._`^'••.�•""`1pp6evbiiiyolt;P3agrs�ansenterstsrsd�Poriict��o6snot,t ]Ctar'Idteuatnfppori d hd)9V%MtwebTrwMbw o*. Addilionol l esetkx. ndd+Uonal pannoneM bmcing of fhe ovemt structure Is i fobitcal on, quo* whtraf, slamge, delvjwy, eraetiop and bmein Soleiy Informatlon available from Truss Plate InslAule. S83 D`Omfri the JCITY OF LA QU NI q BUILDING &-SAFETY DEPT. BFR WITH C-ALI00/ED G CONSTR DATE — BY PdGB =-747S =A16,kB US& $U9e 1tI9 in •asdhAdud building Eomponenl. ! MID" Heights. CA geL- not,gr�,Broeirsg _ aIFCH1IGNDF1.B�ie•:eSAblN�i'8tI17Y of 3hE: - `. °: ,"'_`.`-"f '', ."`_`.:-� .� "_"' 11ding CottMpbnent � � UPLIFT TOE NAIL DETAIL SIDE VIEW NEAR 8 FAR SIDE MII/,qAC - 24 11118/2004 [ PAGE "J. MtTek Industries, I'nr- %R1 an Tea . . . m NO a 1. TOE -NAILS SKALL BE DRIVE ENAT AN ANGLE OF 30 DEGREES WITH THE MEMBER TM LENGTH OF THt-fikil- FROM THE MEMBER END AS SHOWN. AND STARTED 1/3 THE LI-34G 7 2- THE END QiStANCE,-1206E DISTANCE; AN6 90AGNG OF NAILS SHALL BE SUCH 'THEWOP0. AS TO AVOID UNUSUAL SPLITTING OF'THE . VALUE -E -fT m CHORD SPECIES - OR AtLovVAhLE:vALqEt SHALL BE THE LESSER - OF THE BOTTOM CHO S I S- OR TOP PLATE SPECIES FOR MEMBERS -OF DIFFERENT SPECIES. END VIEW TO] OF NEAR SIDE VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY TOE -NAIL WITHDRAWAL VALUES PER NDS 2001 (lbfnafl) SYP DF HF SPF SPF-S N31- W.6 46.1 31.6 26.8 26 z V5 .0- 3 0. .47.5 3z6 so .7 61 72:3 57.0 39.1 36.8 2A.1 "i O. 511 41.8 28 Z-7.0 18.4 z .131 543 448 29.3 27.7 18.8 iq A48 61.4 46.3 33.2 313 21.3 C? C) 12D 45.0 38.2 24A 23.4 15.9 z AZO 49.0 38.6 25.0 17.0 .131 60.1 3%5 _ms 27.1 25.6 17.4 q 55'6. 44.6 3D.6 28.9 19.6 VALUES SHQWN ARE CAPACITY PER TOE -NAIL Appucme DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMKE: (3) -16d I`WLS (.162"diam. x 3.5') WITH SPF SPECIES TOP PLATE For Wind DOL qf 1.33: 3 (mills) X 36.8 (Ibffiall) X 1.33 (DOL for wind) = 'I 46.81b MaximumAllowable Uplift Reaction Due To Wind For Wind DOL of i.m 3 (nails) 5C 36.6 Ob/nall) X 1.60 (DOL for wind) = 176.61b Maximum Allowable Uplift Reaction Due To Xfflnd If the. uplift reaction spaolflel on the Truss Design Dmvffig is more Rm 10.8 l6s (176.6 lbs) another mechanical uplift connection must be used. , USE (3) TOE -NAILS ON 20 BEARING WALL USE (4) TOE -NAILS ON 2xB BEARING WALL .itimiz 1m7ft ON 522 A QUINTA 'AF YEW r--)P-:D-r W.Z"82011 and k for b&" en , "Ctv_ I aiiis'Qahka. CA. SIDE VIEW SIDE VIEW (2x4, 2x6) (�) 3 NAILS 2 NAILS NEAR SIDE NEARSIDE - -1 FAR SIDE NEAR SIDE - FAR SIDE 45 DEGREE ANGLE BEVEL CUT LATERALTOE-NAIL DETAIL MIUSAC - 25 91/18/2D04 PAGE 1 ^ © MITek Industries, Ina 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. SQUARE CUT i I FOE -NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) D1AM. SYP DF HF SPF SPFS O .131 88.1 80.6 89.9 68.4 59.7 O .135 93.5 85.6 74.2 72.6 63.4 ' J .162 118.3 1D8.3 9$.9 91.9 W.2 �i z .128 84.1 76.9 66.7 65.3 57.D q .131 88.1 80.6 69.9 68.4 59.7 N .148 1D6.6 97.6 84.7 82.8 72.3 of 0 .120 73.9 67.6 5B. 57.4 50.1 O 128 84.1 76.9 66.7 65.3 57.0 J c .131 88.1 00.6 69.9 68.4 59.7 148 10S.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 1.16: 3 (nails) X 91.9 (lb/nail) X 1.15 (OOL) = 317.0 lb Maximum Capacity JUL 2 8 2011 MARCH 12, 2009 t U J L_ 1L__J 0 00 O 00 a�aaa MiTek Industries, Inc. WEB BRACING RECOMMENDATIONS ST-WEBBRACE MTek Industries, chesterfield MO Page 1 Df 1 MAXIMUM TRUSS WEB FORCE Obs.)(See rrole 7) BRACE BAYSIZE 24"a.C. 48°a.C. 72° O.C. BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE A 8 C I D A B C D C D 1(r-w 1610 18B6 1886 2828 ry ``'n ":" 4r �.;,"�-i: ui%�r ��"•• +y j Mti� • ' :.C:,Ts `4 .i!i0--'Y:�✓rvM'7:i✓l _�. y 115�A`.,n'j i} ~ y� • 1�� !C.'z.p,..,-,° ,:.�s>; s.---S 12-0' 1342 1572 1572 2358 q ;:F} r1 3143 3143 4715 4715 7074 . ".-'' �u 14'-0` 1150 1347 1347 2021 °.r;d,♦'. r N •- •1hvG" :Lr:•5' `I� �"�ti �Yvy �;`t J..2.1_�N ^y :,i 17tn.••: X.!i%41.��.Y«4 _��,,- ,e, } ' _�. 1. tx-:"i•-,, 1. L^-..`•.xC.L- 1 . :•: •`,"+�'+ �h?! h.v..�•z .-1S,°i•� u:.Z _ ,::v,yt. .< <o,��,,�,�L �."-'�t'�t,,,, !ZT t✓Y.- y mot. •4.v ..� k.„ �`�`._'�`.-5;.� Viet: 16-0° 1006 1179 1178 1768 ; . >ti c,?;�a i` 2358 2358 3536 a,?;),�titC•a i„sn.�.�ti'� ;i'}*i_`"s".•'" •r:ti �'�'4 18'D° 894 1048 1048 1572 3143 4715 1886 laB8 2829 20'-0- 8D5 943 943 1414 �i:%w-!"t,++ -''-zy,•�,.^: ti"_{y}' *Bay size shall be measured in between the centers of pairs of diagonals, GENERALNOTES TYPE BRACING MATERIALS 1. DIAGONAL BRACING IS REQUIRSOTO TRANSFER THECUMULATWELATERAL BRACE FORCE MOTHS RDOFANDTOR CELRaG DIAPHRAGM. THE DIAPHRAGM ISTO BE DESIGNED BYA OUALFIrD ` PROFESSIONAL 1 X4 IND. 45 SYP 2. THESECALCIAA71ONSAREBA5rDON1ATERAI.BRACECARRYNG2%%-Tl WEe FORCE. A 3, DIAGONAL BRACING MATERIAL MUST BEs" SIZE AND GRADE OR BETTER, AS 7HELATERALBRACE 1 X 4 #2 SRB (DF, HF, SPF) MATERNL,AND SHALL BE VIUMLED N SUCH AMA NER THAT R KrERs2OTS WEB Maawm ATAPPRM 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH NTMMED14TETRISS WITH 2•8d (0.131*AA`) F0 R TO BRACES, 2-10d (o.ts,7<3'O FOR 24 aAdw BRACES, AND 3.10d (0,131•41 FOR 2R6 BRACES. 4. CONNECTLATERAL BRACE TO EACHTRSS WITH 2•WS(0.t3tO0E3�j NALB FOH 1AI LATERAL BRACES 2-10d (0.131� NAILS MR 26 and 2m LATERAL BRACES, AND 3-,Cd (O.,St ,e11 FOR W LATERAL BRACES. B 2 X 3 93, STD, CONST (SPF, DF, HF, OR SYP) 5. LATERAL BRACESHOU.D BE CONTINUOUS AND SHOULD OVERLAP ATIFASTONETRUSS SPACE MRCONjNUDY. S. FOR ADDITI(X1AI GUIDAIJCE REGARDING DESIGN AND NSTALLATIONOFSRACNG,CONSULT C 2 X 4 93, STD, CONST (SPF, DF, HF, OR SYP) E GUIDETOGOOD PRACTICE FOR HANDLING, NSfALLNG a BRACING OF WET& PLATE CONNECTED WOOD TRUSSES,JONTLY PRODUCED BY WOOD TRUSS OD NCIL OF AMERICA 8:4 TRUSS PLATE ISnrurs. rnvW.�rrldud: peol4 andwww.,Plns,.ag D 2 X 8 #3 OR BETTER (SPF, DF, HF, OR SYP) 7. REFERTO SPECIFIC TRUSS DESIGN DRAwNG FOR WEDMEIJ6ER FORCE S. TABULATED VALUES ARE BASED ON A COL. -1,16 FOR STABILIZERS: FOR ASPACING OF ZeOA ONLY M7TEK STASLISFA'TRW BRACING SYSTEMS CAN BE UBSTiNTEDFCRrMEAReAZDSRAm,4a MATERIAL. DIAGONALBRACNDFORS maeRS AXMBEPRDVMDATBAYSI2:NDICATEDASOVE. WHEREDWPNRAG"BR-10"MRSMED ATRU5S6M�CWAG�NSTA�U.Ai�i.?} 14YEANDPKD=SPECEICATINN. SERE LACEOMHVIOMBLOCKOM �� 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 flare is just one method that can be used to provide stability against web buckling. ODN71N000S LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) CITY OF LA QUINTA OVED FCC' CONSTRUCTION Page # I BY T-BRACE AND L-BRACE Naliing Petsm L -Brace size . Nall Size . NPH Spacing 1x4 or B 10d (0.14M..1 8° 0.0. 2x4, 8; or $ 1 8dRI 62M 1121 8° o.c. Note: Nail along entire length of 1.-Brace orT-Brace, (On Two -Piles Nall to.. Both Piles) wEe Nails ,,A � SPACING t .-t k 1V IUSAC - 23 8/27/�004 PAGE 1 MITak industttes, Inc. Westem Vivislon L-Brace or T-Brace Size for One -Ply Truss Specified Coninnuods R•ows.-of Lateral Bracing Web Size 1 2 W or 2x4 1 x4 2x4 24 1x8 2x6 2x8 2xa *** DIRECT 8U88TMMON NOT APUCABLE. Seatian Dstati Nails Malls Web A� Web L--Brace T-Brace L-BRACE orT-BRACE T-Brice or l-Bracm Size for Two -Ply Truss Specified Continuous Rows of Lateral Stecing Web Size 1 2,0 -Braes '2x3 or 2x4 2x4 Zx4 2x6 W 24 2x8 2xB 2x8 Malls ` 1Eid (0.148X3") @19 c.c. Web <BraCe JUL 2Q 2011 Nalls/Section Dolan - Note: i . 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 grader_letler) as web n,�., w ,. 3. The Stabilizer or Eliminator of MiTek Ind. Inc. dad"' Iace�I )' �� l �l TA bracing members. Please refer to engineering do Lfthent.DING & SAFETY DEPT. provided by MiTek Ind. Inc. APPIP r �Page,# 't 3 FZ-%{-4 CONSTRUCTION ,oe ft>a* M F_ k4AiLL R S DTI€ . tfil-SAC -1� 4126(2004 PAGE 1 OF 2 UV .LOAD = 60 PSF (-MAX} Mi7ek Indnstr}esj Inc. DEAD LOAD = 16 PSF (EJlW Wdsts63 Dh4siDn D.O.L. INC'=1.15 CiABLE•IN" COMMON TRUSS 95'Mi' I WIND SIPEE•D, 3 SECOND GUST NOTE: VALLEY STUD SPACING NOT OR GI>3[3eR TRUSS TO EXCEED 48° O.C. SPACING 01 VALLEY TRUSS TYPICAL ( 24. O.C.) I BASE TRUSSES TYPICAL (24' D.C. ) I, A VALLEY TRUSS TYPICAL GABLE END, COMMON TRUSS 13 BEVEL VALLEY TOE -MAIL VALLEY TO I 10 TRUES BASE TRLISS Wt (2) (.131*10" MIN) TOENAIL$• ATTACH 2x6 CO"NOUS NO2'SPF TOE -!NAIL VALLEY TO TO TTiE FACE OF THE ROOF WI TWO TQE-A$E NAIL. U�S VALLEY (.1317X3.0 MIN) NAILS INTO EACH (:2) (,131")E�:O" MIN) TRUSS BELOW ® TOE NAILS VALLEY TRUSS RESTS ON tic&. 3-$1-13 DETAILA DETAIL$ (BASE TRUSSES SHEATHED) (GItfATER THAT`! 3112 PITCH) Pa e # oB� �OViti- ��QF CAL ATTACH BEVELED 2x4 CONT1NOUS N NO:P' tPF TQ tHF FACE OF THE ROOF TWO MIN) MlN) NAILS INTO NOTES: JUL 2 EACH TkUS BZ=i OW 1. SPAN OF VALLIrI( TRUSS SHALL BE UMITED TO 39 X ATfACH'VALIXYTO. Bl�E(;Efi N4: W! AND PITCH BEWEEN 2�([12 2. PROVIDE LATERAL SUPPORT' FOR=TOP=CFi"Ot_D _, ( 2) (;131kX3:0" tiRIN) OF BASE TRUSS -WITH SHED TH!. 7Gf( AY 07F 6R TOE NAiI S T?EFAILC E (12'-61 3 Wi X WEB' LEN0TH WiTHOYT SRAC-E (6"41 17J RA�ii 4 lF(fOP_CFEORDLA]ERALBRACING=RE�cUIRm6t �ESS (GRFAT5R THAN 3112 PITCH LESS THAN 6112 PITCH) TO>. -NAIL VALLEY TO BASE TRUSS WI 2•) SPAC4NQ OFV(A;LLE1r TIMESES '(24" O C.) THAN ADDI ZONAL. 294 TifiACTNG, tS'RE#, UjRT ! `�. ( (.131'SC3;0" MIN) TOENAILS 5. L�TERAL BRACING SHAG SE NAI `ED/!✓illl 2 lOd N ILS. II>IV o FOR VL.� r_�L I e �c W- �'°�N w.a9� A?��F ?�¢.!9�+R?1�?aTF?F(N 713ffi hFID lNtLTlAEA•p�TEK Sn""�.i :SV PkL"�'J9tf.7478 SEFiDRB •DSE. '� C+RR�3r�i Lane _ �.,. .:.:ii. _ BY. VALLEY TRUSS DETAIL M-11/SAC - # 9 4/26/2004 PAGE 2 OF 2 BEVEL VALLEY TRUSS (( TOE - NAIL VALLEY TO BASE TRUSS W/ (.2) 16d TOENAILS DETAIL D (NO SHEATHING) BEVEL VALLEY TRUSS ,ir SECURE VALLEY TRUSS k�' � W/ USP RT7 OR EQUIVALENT DETAIL E (NO SHEATHING) Westem DhiWon NOTES: FOR CONNECTION OF VALLEY TRUSSES TO BASE TRUSS USING DETAIL D OR DETAIL E. 1. SPACING OF LATERAL BRACING REQUIRED ON TOP CHORD OF BASETRUSS SHALL BE LARGER THAN THE SPACING•OFVALLEY TRUSS8 (24" O:C. MAX) OTHERWISE, ADCilTIONAL BRACING SHALL BE PROVIDED FOR TOP CHORD OF BASE TRUSS. 2. LATERAL FORCE SYSTEM SHALL 6E CHECKED BY PROJECT ENGINEER TO VERIFY THE PROPER TRANSFER OF All THE VERTICAL AND LATERAL FORCE. • 9mj/j Qcslgrt parwr.dsrs -'APE! r use a.b vjh Mgak =nneclm ft C046433 IXP. ?-31-13 CITY OF Pa e # 15 BUILDING & SAS L r. APPROVED e FOR CONSTWEIMbUl1 0 whm II7LY DDEd A�lSIL86FERFIfCE PAQE �74T3 xE ussI 77t7. Graenh3ck LBne (�' � Peas chcwn, and k (or on Iridhldual k�-cbr�nanent 108 �rt�pRnentktetof-b�fia&�!eslgne{;nollNfS r�algnn &adn9-shown ,_._.. _ .-- —...... ft PURLIN DETAIL @@I�AC - R 2 7i15r2005 PACE OF 4 IPIl1 L'{ iJiH KOKiCYi /IIt4. Western DMrlon STUD SPACING ON PURLIN GABLE TO BBEE LESS THANOROR EQUAL TO'THE ON THE GIRDER OR H{!P TRUSSACING X-V S7c5 U5 3x5 ALL PLATES TO BE 2A UNLESS OTHERWISE NOTED TYPICAL TURLIN GABLE" REFER TO ENGINEERED TRUSS DRAWING FOR EACH INDIVIDUAL TRUSS SEE DETAIL #3 THE PURLIN GABLE TO BE LAID ON TOP OF THE HIP TRUSSES AND G� _ ATTACHED WHERE 1T HAS �� CONTACT WITH THE Q co) TRUSSES BELOW. SEE DETAIL #2 F- Z O SEE DETAIL # 0 V 0 0 JACKS = _ 1— _ u SEE SHEET 2 OF 2 FOR ALL DETAILS 0 iWW devtgapvrmanf+elc andfCEd9 NcTFs desla menleis amid W=w ti m —11 [14 CITY CIF 0 a'� � � 5 #UILDINC & SAt APPROVED FOR CONSTRUG L �=: ai2;�1ig� I rTqnv� PURLIN GABLE DETAIL M 16d NAILS 6" O.C. ATTACH 2x LEDGER TO FLAT TOP CHORD WITH 2 ROWS OF 10d NAILS (.131" DIAM. x 3') SPACED 9" O.C. HIP GIRDER DETAIL #2 iIlS�.0 ' '� 2 711512005 PAGE 2 OF 4 1Ntiiek gkInc. Mhridusiries, V Division 16d SINMR OR 1Sd BOX O.C. SP CING BY OTHERS THE.TOP OF.THE HIP GIRDER TRUSS AT THE BASE OF THE PURLIN ' QV,LE IS DROpPD LESS THEN ALL THE OTHERR THE"BOTTOM EDGE EH'!P TRUSSES. AL1GtJS PWtT THE'LEFFT � Q�,p FACE OF THIS TRJjSS ' AND BEARS ON TOP. JL DETAIL #i APEX Z 0 U DETAIL #3 Dip Wif DOFF NOT IMPORTANT NOTE: ALL SON =ON NAILING AI I G SHALL \ "PURLIN�G�ABLE aF THE lOV TRUSS ON TRUSS TOP CHORD DETAIL #4 PU•RL!N. GA13LE ®ETAJL M111SAC - 12 7/15/2005 PAGE 3 OF 4 JP B) Pohl Industries, Inc. Y Peru Division PURLIN GABLE =R OR 16d BOX -ING BY OTHERS 8" MIN PURLIN GABLE %4 \`!Gd SINKER OR 16d BOX O.C. SPACING BY OTHERS HIP SET TRUSS DETAIL #2 SovFp_'_v'v' OG'& 'S Page # 18 ROV � FOR CONSTRU LC9248 �Aaxirns • Yerifi aestya parmaefe,s a.dZ5:ij=a=e OTT 2=. MW rnrtzoaeo sE Pd6sJ414,ia go*= cse. .1 Im Cream Lai PURLIN GABLE DETAIL miusAc ' 12 7/95/2DO5 'PAGE 4 OF 4 16d SINKER OR 96d BOX. TYPICAL IF PURLIN GABLE LAST �MD`�a `tnc. L ' RIDGE. BLOCKING FIRST COMMON 2X BLOCKIN WLCONNECTIONS W/FRAMING CONNECTORS BY OTHERS r"44 2-0-0 MAX 1� DETAIL 12 TIGHTLY SET JOINT O� \ I PURLIN GABLE r / L- ----------... HIP SET TRU S ROOF SHEATHING BY OTHERS DETAIL -IL 4 SUPPL. HIP SET TRUSS ROOF SHEATHING AND DIAPHRAGM 0-0- 2 NAILING BY OTHER%. �I PULIN-GABLE H1- 11,I BUILDING & sAFE #4A�,� I DETAIL N Pa e # 19 JUL 28 . 9 ® mdRBtt vd- vl r,w d..Igv P-^� onQaEeC 1Jozas axsrasym IIJtsQIIE)Y 88i+&Rj�'JJC& Pstte'mu Y� s a his veBd r+1th'N➢fteki ,eelots fils ded9 .. onb PW�tor+e k. arlhmvidual fx lRew.B '. o��rPA A b . 4�T ce�A_ heG' o ihE .�,....,....,., m.Y..,..a.,�,. _. - • et 07 of'Ihe�yy ure. that tobAtalion otoBp Nary. etecllon aR CA iIN1 ti RSB- mi h Cam I nent I ty inTem�Ren dve>Io :b troin TrustftI , W"ft" e, 5B3110. to DtWe, W WI S3719. CONI i STANDAR® GABLE EN® DETAIL MIEISAC - 20 4/27/2004 jPAGE1OF 2 -*DIAGONAL OR L -BRACING REFER TO TABLE BELOW SEE PAGE k FOR _ ALTERNATE BRACING DETAIL 1 X4 OR DO (TYP) VARIES TO COM. -1 Z TRUSS ERTICAL STUD TYPICAL 2x4 L -BRACE NAILED TO 2x44 VERTiGALS W/ad NAILS SPACED AT 8" O.C. L OAIJINOpSf) SPAGtkd 2-0-0 TCLL 50.0 Plates Increase 1.15 TCDL 10.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code IBCARC TOP CHORD 2 X 4 DFUSPFIHF - No.2 BOT CHORD 2 X 4 DFUSPF/HF - STUDISTD OTHERS 2 X 4 DFUSPF/HF - STUDISTD NATeK Industries, Inc. Western Division SHEATHING (BY OTHERS' -- z4i "MAX za^ o.c. 11/2" 3 1/2" 11-1 2X4LATERAL.BRACING NOTCH AT AS REQUIRED PER TABLE BELOW 24e O.C. (MIN.) TOP CHORD NOTCH DETAIL 3x5 = END WALL 0% CEILING MATERIAL D�TAEL A LATERAL BRACING NAILING SCHEDULE VERT. HEIGHT # OF NAIL&AT-END UP To 7'-011 2 - OVER 8'-611 4 -- 16d MAXIMUM VERTICAL STUD HEIGHT SPACING OF VERTICALS WITHOUT BRACE WITH LATERAL BRACE WITH L- BRACRJ 12 INCH O.C. QtM 3- -0 11-0-0 1s 24 INCH O.C. _ _ - t33 Q(P.3�1-13 civ r ro AiOTES - 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 (NDIViDUALTRUSS 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 TOP CHORD NOTCHING MOTES 1)THE GABLE MUST BE FULLY SHEATHED WIRIGID MATERIAL ON ONE FACE BEFORE NOTCHING ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD V ARE SPACED AT 24" O.C. AND FACE OFTRUSS IS NOT FULLY SHEATHED, 2) NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. 3) LuwaER MUST MEET OR EXCEED VISUAL GRADE#2 LUMBER AFTER NOTCHING. 4) NO NOTCHING IS PERMITTED WITHIN 2X THE OVERHANG LENGTH, Continued on page 2 0 a • VFW design Pw.wsxtma and RF4D HOT88 ON =18 AND TN MZV paTSEfC$sr= tat use o* vAlh Mitek connectors. M deslgn_Ic imsad a* upon pwomelem shovwn. and Is 10D NAILS Gi I YPOF QuIiNTA BUILD pa q c-#,}�DEFT. AHi I 02.� k—D FOR CONSTRUCTION tJS& Heights, CA. Safety lWarrm ion avola61e bom1rusr 'Isle Indnule. 533 D9no§b Ddva. Madaon. W153717. STANDARD GABLE END DETAIL MII/SAC - 20 4/27/2004 PAGE 2 OF 2 2-10d (fYP). SIMPSON A34 OR EQUIVALENT LEDGER------' 2X4 No. 2 OR BTR GABLE END, W-V' MAX TO BEARING WALL 4- 10d NAILS MIN. ,IJLYVVOU.D SHE&I HINU TO 2X4 STD. DF-L BLOCK 2X4 BLOCK 45° 2X4 ST iD OR BTR SPACED @ 5-0" O.C. SHALL E PROVIDED AT EACH END OF BRACR EXCEPT FOR BRACE EXTENDED STRONGBACK INTOT IE CHORDS & CONNECTED TO 2X4 No. 2 OR BTR CHOS IS W14-1Od NAILS. MAX NGTH = T-V STANDARD TRUSSESr SPACED @ 24" O.C. CTMAA%Q ►Li'EF NATE (RACING RETAIL NOTES 1)2X4 NO.2 OR BTR. FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH 1 OD NAILS 6" O.C. 2)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 = 6-6", UNLESS OTHERWISE SPECIFIED BY PROJECT ENG. OR QUALIFIED BUILDING DESIGNER. 2. MAXIMUM PANEL LENGTH ON TOP AND BOT. CHORDS = 7'-0" 3. THE HORIZONTAL TIE MEMBER AT THE VENT OPENING SHALL BE BRACED ® 4'-0" O.C. MAX. 4. PLEASE CONTACT TRUSS ENGINEER IF THERE ARE ANY QUESTIONS. Page # 21 0 S48RPd7J6. 7er�jg.dcsfynpmame.be "ndS-Ul)Na7S8 aN T1M.-80 NCLIIAEA! UMJWZjZEIVcE PAGE AM 7479 'AMR E VRL sunssuns GfetiabBQtl211B 7AppSaabZ�j dAn vat for use c* WBh M6ek corv..tm Thfs dedgn B baked o* upon p=rrkplers drown, andb for.on k>daual hmng eorsrponenl. coa 7 DA bl design pammenle s and propar hcotporalbn of eomponenl k respandbMy of hu 47lledgner- nol Inns desbru . Brodngshown pod of hd Adual web members only. AddiUpr lertipwary Wadng !o {nryre dobply,. &ekfig eohs{runllon Is kta respotulb161y o(!he1aNp_ �nailtradn U+eaverpB•�'�K'ANSI/TFi7'Qu691y'Crlteii�p'S�4'a�td BCS[7 BuBding Com entera..t., r..F�nne9nn rnnetlahfe from inns Plate hsiQvle. W3 D'Onoldo Ddve. Mocb=, M S3714. G- STUP-.ON A.GABLE TRUSS MIUSAC-27 11/1812064 PAGE I mrrqk 1"= Ric: I-TH19 ISASPECIRC REPAIR. PEfAILTO' BEU$W ONLY FORTM ORIGINAL IKA PX.-Y QTHAt -.n 00' ON P, AWP RF-.-.T..RUSS SHA LL BE TO Tkig EM TUOT119'. f URTHER REPAIRS AfW- -f �W IMM WHIN Ti!B R, tktl�%, U -WILL5ECqi.AB p LrOF.$U PORTING WREAFf .40., - '00V ROT --F,4MkNr 4AL -p6sm--JONIS BE, ORE, NIX JR10001j. 2. A , . _ S.— N A] ''KA -FUWGAPPLI.CX---"O OF', R. 3.*4D I GE-V ' "' t' OF NAILS. SkfhltE ,u 7XVNL& ENDED N H 4. Hp IU J N--G C F ?0 A IS 13r ORAIJ Ro US ONLY. S. THIS Rl� REPLACE MISSING VVF3 Wrm A NEW MEMBER OF THE SAME SIZE, GRADE, AND SPECIES THE ORIGINAL (GUT TO FIT TIGHT) 127 ft�i 24r MAX GA W. ATTACH 8"X 12"X 7116'O-a-8- OR PLYWOOD-(APA RATED SHEATHING 24116 EXPOSUt E 1) (MIN) TO THE Wsm)E FACE OF TRUS9. MTK;FfV- I 6d RAII-9f.1 13'X 2.01 INTO EACH MEIUiBER (TOTAL 1*0 NAILS PER GOSSET) THE OUTSIDE . ACE OF THE 'PLMOOD. THE.F , JE GABLE MUST BE SHEATHED WITH (MIN) 7116ft O.S.9 OR MITEK STANDARD GABLE END. DETAILS'FOR WIND BRACING REQUIREMENTS. TRUSS CRITERIA LOADING; 404 W--0 (MAX) LOAD DURATION FACTOR: 1.15 Q!NO: WO... (MAX) TOP OHORb: ?,X 4 OR 2X 6 (ND 2 MIN) PftH: 9/12. - 12112 PEARINO: 00"tious MD'SPACING, :24"O.C. {MAX) REFER TO INDPADUAL TRUSS DESIGN I If FOR PLATE SMS AND LUMBER GRADES COMMON I C. I T Y OF G # 27tlLDING & SAFE DEPT. A,pp,9ovI7"-U2 8 2011 n In"Llo WD&M -vlM*nt- w -M ttup dmbhar. *Odd shown = mk=s� BY- WWW REPAIR A BROKEN STUD ON A GABLE TRUSS MII/SAC - 28 11/18/2004 PAGE 1 W: tam Dfvlslon 1. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPL•YTHAT 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 AgE 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 15 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 ZX_ ORIENTATION ONLY. SCAB LUMBER SHOULD BE OF THE SAME SIZE, GRADE, AND SPECIES AS THE ORIGINAL ATTACH 2X 4X FULL HEIGHT SCAB TO THE INSIDE FACE OF TRUSS WITH TWO g ROWS OF 1 Dd NAILS (.12D' MIN X 3'7 SPACED 6" O.C. AND A CLUSTER OF THREE NAILS INTO THE TOP AND BOTTOM CHORDS THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/(RAIN) 7/16' O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. TRUSS CRITERIA LOADING:40.40-0-10 (MAX) DURATION FACTOR: 1.15 SPACING: 24" ` TOP CHORD: 2X 4 OR 2X 6 (NO 2 MIN) PITCH :.3112 -12112 BEARING: CONTINUOUS STUD SPACING :24' O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES A wmuam- 7-rw kw use Ao��cabl=ddast r. illwAffliodw ox2MBArw 24" MAX COMMON ciIYO 0111-11;`% BUILDING e#23 APPR FOR COiNSTJVLJ 8)2,019 sj'xL. s&'74 mar -not hm i EFAIR TO REIM.OVE OENTER M111SAC a 29 11/18/2004 PAGE 1 STAR .0 4 A GABLE TRUSS MrPek industries, Inc. ® Westem Division 1. THIS i5 A SPECIFIC. REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION; THIS REPAIR DOES NOT INIPLYTHAT tHE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED-M VERIFY -THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIR$ ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBER$ MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE'DUkING APPLICATION OF REPAIR. 3. TF15 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 WOO b MUST BE UNDAMAGED. S. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X ORIENTATION ONLY. 6. CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDtSTURBED. MAXIMUM STUD SPACING = 24" O.C. LUMBER TO BE CUT CLEANLY AND ACCURATELY, NO PLATES ARE TO.BE DISTURBED. NO REPAIR NEEDED. THE OUTSIDE FACE OF GABLE MUST BE SHEATHED W1SEE MITEK STANDARD GABBLE END DETAILS FOR WIND BRAG NG REQUIREMENTS. OOD EQUREMENTS.00D IMPORTANT This repair to be used only with trusses (spans less than 50) spaced 24" o.c. maximum; having pltchas between 3M2 and 12/12, total top chord loads less than 50 psf and maximum wind speeds of 100 mph. Trusses not flifjng these criteria Should be examined Individually. TRUSS CRITERIA LOADING: 40-10-0-10 (MAX) DURATION FACTOR :1.15 SPACING: 24" MAXIMUM TOP CHORD: ZX 4 OR 2X 6 (NO 2 MIN) PItCH : 3112 -12112 BEARING: CONTINUQUS STUD SPACING :24° O.C. (MAX) EREFERTOINDIVIDUAL TRUSS DESIGNLATE SIZES AND LUMBER GRADES o tPGRlVNfi • V-wm darV. pam—t& and BSeD Naps 00 ZZIIGAND DiCLIIDBD 7!T]�JCBEFRIagJiCE P Deft mV for usi 6*,v lh W9k.=MWcibm ft des4p k bose4 any upon pmanvkn shown, and h far an A' 9} de3Sgn lrls and proper 6�cmPaaAon o{ coairponen)fe res.p. btu' of bulidkig design, ._ 4e TdlaYu`IaAonalp4_Imf3++�*�bwcen �110ruaanab V . - erecMa. Addtlanat parma " hra�n9 orfhe`overo0 slriiduro klherravpcnslb0 of he b eneF. tag-' fa6rt *- qua!!y contra$ derage d4my. ereallod and,�roche. eotauR ANR/rPi10uapfy Gdfeda. DSO -St i Safely Lnlotma6on avoAabl® from rnm Plate woule. 513 D'O"Ift DwOm ModhOn, y4f Si71R 1 C1r # 2 BU'�U��,G`& ioi APPT.3 FOf3 COWS Brim COMMON EXIT. 3-31-13 swtk 102 - - M= He%A ts, CA, Y"- -- =--- REPAik TO NOTCH 2X6 TOP MIUSAC - 30 11/18/2004 PAGE 1 CM.OR3 ON A GABLETRUSS t-- Wesletn Rtvislon 1. THIS IS A SPECIFIC- REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INT6NTIQK THIS REPAIR'DOES• NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED, THE ENTIRE TRUSS SHAH BE INSPECTED TO VI MPY THAT NQ FURTHER REPAIRS.AREIREQUIRIED. WHEN THE REQUIRED REPAIRS ARE PF20PMLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE.LOAD5 INOlCATEb: 2 ALL MEMBERS VVST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE PIPPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE' END DISTANCE, EDGE DISTANCE, AND SPACING.OF NAILS SHALL BE SUCH AS T.0 AVOID SPLITi7NG.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 1N THE 2X_ ORIENTATION ONLY, 6. CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED, 3 1Ir X 1 112" NOTCH IN TOP CHORD 24" O.C. AS SHOWN LUMBER TO BE CUT CLEANLY AND ACCURATELY, NO PLATES PM TO BE DISTURBED, NO REPAIR NEEDED. {n rn Z)a �= _kµOG. {� 15 * MAXIMUM STUD SPACING = 24" O.C. THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/ (MIN) 7/16" O.S.B OR PLYWOOD. SEE M►TEK 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 arid 12412, total top chord loads less than 50 psf and maximum wind speeds of 100 mph. Trusses not fI fing these cifteria should be examined individually, TRUSS CRITERIA LOADING: 40-10-0-10 (IvM DURATION FACTOR :1.15 SPACING: ZV MAXIMUM TOP CHORD: ZX 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 e masntmo. €XW4U .ti .3-31-i3 Pa e # 25 CITY OF LA �,r�il TA BUILDING & Jl! I ��T$' 20��3T. APPR6 ED AVID nvcr vt+aD 6471sK cs pans 1�74Td 8EFb8E DSS'. - .� •T7tf 6tgeo5iadF'fl a l _ •::. r upon p =Tnetaa shown, and, h for on !n< inerd k rN at twlldhg d?.c1gnP1- M= Helghts, QA sown nhe —Bd. � 1 e.�..� REPAIR, TO. NOTCH 2X4 TOP MII/SAC - 31 11118/2004 PAGE 1 CHORD ON A GABLE TRUSS h MITek Industries, Inc. lam+ 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 It 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. S. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X ORIENTATION ONLY. S. CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. 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 MAUTY ADHESIVE AND 1 ROW OF 10d j3° X 4.131") NAILS SPACED 8" 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. IMPORTANT This repair to be used only with trusses (spans less than 50') spaced 24" o.c, maximum, having pitches betwean 3112 and 12112, total top chord bads 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 :1.1 S SPACING: 24" MAXIMUM TOP CHORD: 2X 4 (NO 2 MIN) PITCH: 3112 -12112 BEARING: CONTINUOUS STUD SPACING 24" O.C. (MAX) REFER INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES 0 C.�6433 CIT' OF LA I lo, DIM D& SAFE - I # 26 fi OVEDUL 2 201 FOR CONSTRUCTION � 0 raft drergn pwmnetaw andAUD MM off . MM n.C. =ffiYE}[s6PL7i X= 7�74478 -�8.�_ BY 7M use a* wHh m9ek cane-4m this dedgn k bamd any upon Pw=W en dwwn, and k rm.. olbum CatnpQln nl. ,yy STANDARD REPAIR DETAIL 25% MIIISAC - 21A 5i3l2004 PAGE 1 • C0464M EXP, 3-31-13 MITek Industries, Inc. Western Division NUMBER 01' MAXIMUM FORCE (Ibs) 25%LOAD DURATION �OTAL L8. EACH SIDE NAIOF BREAK BREAK S+YP DF SPF INCHES i HF 2x4 2x6 2x4 ! 2x6 2x4 2x6 I + 2x4 2x6 1 14 21 ! 24" 224D 3360 2065 3097 1750 2625 1785 2677 18 1 27 30" 2880 4320 2655 3982 2250 3375 2295 i 3442 I 22 33 36" 3520 5280 3245 4867 2750 4125 `- i 2805 I 4207 I 26 39 42' 4i60 6240 3835 5752 i —�— — 3250 4875 ; 3315 i 4972 ---�-_ 45 48 48DO 7200 1 442 830 37 3750 6625 3825 i 5737 UtvuwC CUUkkLLT t-KUNI ANU5ACK ATTACH 2x_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS (CENTER ON BREAK OR SPLICE) WICONSTRUCTION QUALITY ADHESIVE AND 1 Od NAILS (TWO ROWS FOR 2x4, THREE ROWS FOR 2x6) SPACED 6"oc STAGGERED AS SHOWN.(. 1 48"dia. x T g THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12". (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L=(2)x+C C"V"' i JUL 282011 - - x BREAK • el�7T r' .. •••mot k.r .r 3 IOd NAILS NEAR SIDE +1Dd NAILS FAR SIDE Pa e # 27 .yT,•,- M\N TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY L.= d 6" MIN THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FRO ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6" FROM A NTER OR JO - (�E SKSKC l —C AB VE) DO NOT USE REPAIR FOR JOINT SPLICES Gil y 0 �- Q U1 tVTA NOTES: BUILDING & SAFETY DEPT. I. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING ,P_ORTIONtOFgTHEfT13USS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED.,iWHEN;THE REQUIRE'b REPAIRE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. I t vV A AI 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLING REPAIR AND HEL IN PLAC p4U,-R,`I C4Tl0NbJjpI�N 3, THE END DISTANCE, EDGE DISTANCE AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTINGF �Fi c aJ s s s 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING C THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2x ORIENTATION ONLY. S. THIS REPAIR IS LIMITED 701- qi SES WITH NO MORE THAN THREE BROKEN MEMBER$, 1Dd$M1Vf; • Per1/lr desfgnparcmeLers onB READ NO2LS i l 77 'G NC Desgn va5d lar tseonwh dT2EFECS AACM =-7478 hORk ConnectorsD& deln s bated ordy upon paramefn zronand hfor aicabuAding eomponenl. B . bA � tyz W design paran+ensen and paper incoipo:orwn of aompenenl u rgzponsWffiIY W bvdd' designer not trutz designer. Bracing zhown Ciaus Heights CA 9501 PPorl of indwidual ixeb members only. Add�ionol bnxin b irniue sfo do - �-�---evertor: �sduion stye`:oYeraVSii�lE1�5`re'1s`afie�re � � o tTw.', �" ".g3��1'�Jc.tl�rEapDnsi'oBnfy of the - - - _ _ s _ fo`DriCokan, quolily conhol; zloroge, delivery. ereelbn and tuoang, consutl AN y �� . Forgenerol gurcloaee regard'arg - - .'. SI/rPtl Q4oply Ctiferto, DSB-B9 and BCSII Building Component Sdety tnlormalion ovoBoble ham Truss Pble Uolilule, SB3 D'Onohio Drive, Modlson, WI 53719. I FAL' �� B{r TOM CHORD FELLER DETAIL M11(SAG - I E311004 PAGE 1 AAFTwb {w.i..wtrlww Iw- TRUSS BOTTOM CHORD BRACED PER MAIN TRUSS ENGINEERING BRACING SPECIFICAI ALT. BEARING" r FILLER BOTTOM CHORD ' 2X4 NO2 OR BETTER LU EI FILLER BC MAY BE SPLICED WITH 3X4 M2D PLATES OR WITH 2X4 NO2 Z-0" LONG 48" TYP SCAB, CENTERED ABOUT THE SPLICE, NAILED TO ONE FACE Wl(.131-X3.0" MIN.) NAILS @ 4" O.C., 2 ROWS. Wesiem bMslon MAX 3-0-D EXTENSION 4X4 M20 PLATES OYP) OR ALTERNATE CONNECT W/ 2-10d COMMONS (TM . FILWR VERT M S.TUQ. 2X4 STD OR BETTER LUMBER NOTES: 1) FOR LUMBER SIZE AND GRADE, AND FOR PLATES TYPE AND SIZE AT EACH JOINT REFER TO MAIN TRUSS ENGINEERING DESIGN. 2) LOADING: FOR TOP CHORD SEE MAIN TRUSS ENGINEERING DESIGN. BOTTOM CHORD LOADS: LIVE = 0 PSF; DEAD: =10 PSF 3) TRUSS SPACING = 24" Q.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 WAWMW • V n& doelOaParematar" add RMV X=W 00 MW AM D:=WZD G346= E*. 3-31-I, • �F Ck �tr1dp4�rd 6u4�ng carp°nenL WHe181de CA OVERHANG REMOVAL DETAIL MIUSAC - 5G 121B/;2OD5 PAGE 1 TRUSS CR ITERIA: LOADING: ' DVMn6.WFAftC5R. 1.1511.25 S0AbINGi:Z4% O.G... Tbo'04OR-D;.W OR 20 - HEEL HEIGHT: STANDARD HEEL UP TO 12'ENERGY HEEL END'SEARING CONbMOk Tnises 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 0 12 2 - 12 !!Inc! r-I.- I FRI I pis inqu"wies, mr- WeStOM D 1Dn s PAGE � SCAB APPLIED OVERHANGS V�IIIISAG m 5 =5l2004 :E Bi ;70es Ion TRUSS CRITERIA: LOADING: 40-14-0-10 DURATION FACTOR.1.15 SPACING: 24" O.C. TOP CHORD: 2x4 OR W HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END dEtkkiNG CONDITION Trusses riot fifting these alferia 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 SEEN BROKEN OFF. 2. ATTACH 2x_ SCAB SAME LUMBER SIZE AND GRADE AS TOP CHORD TO ONE FACE OF TRUSS WITH TWO ROWS OF (0.131"X3") NAILS SPACED @.'6" O.C. 3. THE END DISTANCE, EDGE• DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4, WHEN NAILING THE SCABS, THE USE OFA BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 12 2- .12 [��' oil 9 :1 0 a N A 1 0 GENERAL MOTES NOTAS GENERALES HOISTING AND PLACEMENT OF TRUSS BUNDLES STEPS TO SETTING TRUSSES RESTRAINT & BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES RECOMENDACIONES PARA LEVANTAR PA UETES DE TRUSSES Trusses are not marked in any way to identify the Los trusses no estan marcados de ning6n modo que LAS MEDIDAS DE LA INSTALACION DE LOS TRUSSES RESTRICCIUN YARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 Q �3 m) or 10' frequency or location of temporary lateral restraint identifique/afrecuenciaolocalizad6nderestriccionlateral Diagonal bracing Repeat diagonal bracing and diagonal bracing. Follow the recommendations yarriostre diagonal temporales. Use las recomendaciones � DON'T overload the crane. Q 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 Refer to 15' 4.6 m)* every 15 truss spaces 30' for handling, installing and temporary restraining de manejo, insta/ad6n, restriction yarriostre temporal de NO sobrecargue la gr6a. trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal SCSI-67*** for more / (9.1 m) max. and bracing of trusses. Refer to BCSI- Guide to IDS trusses. yea e/ folleto SCSI- Guia de Buena Pradica bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five information. NEVER use banding to lift a bundle. trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see Vea el resumen BCSI-B7 Good Practice for Handling, Installing Restraining- fora el Mangjo Instalaci6n Restriction y.�lrriostre de las � *** below 7 Repeat r *** & Bracing of Metal Plate Connected Wood Trusses de Madera on ado con Placas de Metal NUNCA use las ataduras ara levantar un a uete. )• ) P process with groups of four trusses until all trusses are set. P P 9 para mas information. Trusses*** for more detailed information. para information mas detallada• 1) Instate /os arriostres de tierra. 2) Instate el primero truss y ate seguramente a/ arriostre de Q A single lift point may be used for bundles of Truss Design Drawings may specify locations of Los dibujos de disen"o de los trusses pueden especificar tierra. 3) Instate los proximos 4 trusses con restriction lateral temporal de miembro corto (vea •� z top chord pitch trusses up to 45' (13.7 m) and Apply diagonal brace to vertical permanent lateral restraint or reinforcement for las /ocalizaciones de restriction lateral permanente o abajo). 4) Instate el arriostre diagonal de la cuerda superior (vea abajo). 5) Instate arriostre - - parallel chord trusses in to 30' (9.l m). webs at end of cantilever and at individual truss members. Refer to the BCSI- refuerzo en los miembros individua/es del truss. yea la diagonal para los pianos de los miembros secundarios pat estabilice /os primeros onto trusses *** *** Use at least two lift points for bundles of top bearing locations. All lateral restraints - 83 for more information. All other permanent hoja resumen SCSI-83 para mas information. El ®WARNING Do not over load supporting (vea abajo). 6) Insta/e la restriccion lateral temporal y arriostre diagonal para la cuerda inferior - chord pitch trusses up to 60' (18.3 m) and paral- lapped at least two trusses. bracing design is the responsibility of the building resto de los disefios de arriostres permanentes son la structure with truss bundle. (vea abajo). 7) Repita este procedimiento en grupos de cuatro trusses hasta que todos los designer. responsabilidad del disefiador del edificio. lel chord trusses up to 45' (13.7 m). Use at least trusses esten instalados. *Top chord temporary lateral restraint spacing shall be 10' (3 m) o.c. max. for 3x2 chords three lift points for bundles of top chord pitch iADVERTENCIA! No sobrecargue la and 15' (4.6 m) o.c. ffoor/4x2 chorrdd�s.� /� p� ' trusses >60' (18.3m) and parallel chord trusses estructura apoyada con el paquete de Refer to BCSI-132*** for more information. INSTALLING 1 /rSTNL/1 C�®/\ >45' (13.7 m). trusses. Vea el resumen BCSI-B2*** para mas informacion. AWARNING The consequences of improper Out -of -Planed handling, erecting, installing, restraining Puede usar un solo lugar de levantar para pa- Q Place truss bundles in stable position. RESTRAINT/BRACING FOR ALL PLANES OF TRUSSES *caw and bracing can result in a collapse of the quetes de trusses de la cuerda superior hasta 45' RESTRICCIONIARRIOSTRE PARA TODOS PLANOS DE TRUSSES Q Tolerances for Out -of -Plane. Out of -Plumb Max. sow Truss Length Puse paquetes de trusses en una position To/erancias para Fuera-de-Plano. structure, or worse, serious personal injury y trusses de cuerdas paralelas de 30' o menos. 3/4" 12.5' Use or to menos dos untos de levantar con estab/e. Q This restraint and bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses Max Bow Dlso D (k.) or death. �-ai P P P P Length -► 19 mm 3.8 m A . grupos de trusses de cuerda superior inclinada (PCTs). See top of next column for temporary restraint and bracing of PCTs. _ _Al 1/4" 1' 7/8" 14.6' iADVERTENCIA! El resu/tado de un manejo, hasta 60' y trusses de cuerdas paralelas hasta .� LengM -► 6 mm 0.3 m 22 mm 4.5 m levantamiento, instalacicin, restriccion arriootre Este metodo de restriction y arriostre es para todo trusses excepto trusses de cuerdas paralelas Max. Be. / Y 45: Use por to menos dos puntos de levantar con grupos de trusses de cuerda superior inclinada PCTs 3X2 4x2. Vea la arte superior de la columna para la restriccion arriostre temporal de PCTs. I ( 1/2" 2' 1" 16.7' ncorredo puede ser la caida de la estrudura o mas de 60' y trusses de cuerdas paralelas mas de 45' ( ) y P P P Y P Max. Boca o 13 mm 0.6 m 25 mm 5.1 m a6n peor, heridos o muertos. ,} 1) TOP CHORD -CUERDA SUPERIOR - -- -- 3/4" 3' 1-1/8" 18.8' Length > ; 11' Plumb 19 mm 0 9 m 29 mm 5.7 m A& MUrM Exercise care when removing MECHANICAL HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES banding and handling trusses to avoid RECOMENDACIONES PARA LEVANTAR TRUSSES INDIVIDUALES damaging trusses and prevent injury. Wear personal protective equipment for the eyes, lea feet, hands and head when working with Using a single pick -point at the peak can damage the truss. trusses. m El use de un solo lugar en e/ pico para levantar puede 60' or less WAUYELM Utilice cautela at quitar las ataduras - - hacer dafio at truss. o los pedazos de metal de sujetar para evitar dafio a IDS, trusses y prevenir la herida personal. Lleve Approx. 1/2 el equipo protectivo personal para Ojos, pies, truss length ® MtMON Use QC Utilice Tagline manos y cabeza cuando trabaja can trusses. � TRUSSES UP TO 30' (9.1 m) special care in cuidado especial en TRUSSES HASTA 30 PIES ' /line 1" 4' 1-1/4" 20.8' Q Tolerances for f 25 mm 1.2 m 32 mm 6.3 m Out -of -Plumb. 1-1/4" 5' 1-3/8" 22.9' da. Tolerancias para D/50 max ' 132 mm 1.5 m 35 mm 7.0 m Fuera-de-Ploma1-1/2" 6' 1-1/2" 25.0' 38 mm 1.8m 38 mm 7.6m 1-3/4" 7' 1-3/4" 29.2' CONSTRUCTION LOADING 45 mm I2.1 m 45 mm 8.9 m CARGA DE CONSTRUCCION 2" >_8'm 2" a33.3' mm >10.1 m DO NOT proceed with construction until all lateral 51 2.4 51 mm restraint and bracing is securely and properly in place. windy weather or dias ventosos o cerca ' NO proceda con la construccon hasta que todas las restric- *Consult a Registered Design Professional for trusses longer than 60' (18.3 m). near power lines de cables eledricos p Attach clones laterales y los arriostres esten co/ocados en forma Locate spreader bar 10' (3 m) 'Consulte a un Professional Registrado de Disen"o para trusses mas and airports. de aeropuertos. apropiada y segura. reader bar above or stiffback o.cmax. de 60 pies. Toe -in Toe -in mid -height See BCSI-62 *** for TCTLR opG DO NOT exceed maximum stack heights. Refer to BCSI-64*** options. for more information. Vea el BCSI-82*** para las opciones de TCTLR. Spreader bar Spreader bar 1/2 to -� NO exceda las altures maximas de monton. Vea el resumen 213 truss length - *** BCSI-B4*** para mas informacion. for truss Tagrne Spreader bar 2 3 to Refer to BCSI-63 for TRUSSES UP TO 60' (18.3 m) -� �- -► TRUSSES HASTA 60 PIES 3/4 truss length Gable End Frame restraint/bracing/ A HANDLING v Tagline reinforcement information. TRUSSES UP TO AND OVER 60' (18.3 m) Truss Span T� " rTop"Ctioril'Tem'pohary` Lateral Restraint (TCTLR) Spacing Longltud de;Tramo. kds aclamiento del Arriostre:Temporal de'la;Cuerda Superior Up to 30' 10' (3 m) o.c. max. (9.1 m) 30' (9.1 m) - 8' (2.4 m) o.c. max. 45' (13.7 m) 45' (13.7 m) - 6' (1.8 m) o.c. max. 60' (18.3 m) 60' (18.3 m) - 4' (1.2 m) o.c. max. 80' (24.4 m)* Maximum Stack Height`" - for Material on Tnlsses, �, Material Height Gypsum Board 12" (305 mm) Plywood or OSB 16" (406 mm) Asphalt Shingles 2 bundles Concrete Block 8" (203 mm) Clay Tile 3-4 tiles high M/7NEJo O O TRUSSES HASTA Y SOBRE 60 PIES Para informacion sobre reStricc/Onl µ TCTLR Q Hold each truss in position with the erection equipment until top chord temporary lateral restraint arriostre/refuerzo para Armazones '� Hastiales vea e/ resumen BCSI-B ®• is installed and the truss is fastened to the bearing points. 10" or � NEVER stack materials near a peak or at mid -span. Avoid lateral bending. Sosten a cada truss en osicion cone Note: Ground bracing not shown for clarity. [[[ NUNCA amontone /os matenales cerca de L rco. Evite la flexion lateral. Q Use proper rig- Use equipo apropiado 9 p equipo de gr6a hasta que la restriccion lateral temporal de la Truss attachment P ging and hoisting para levantar a cuerda superior este instalado y el truss esta asegurado en los soportes. Q Repeat diagonal braces for each set of 4 trusses. required at support(s) � DO NOT overload small groups or single trusses. = The contractor is responsible for equipment. improvisar. Repita IDS arrisotres diagonales para cada grupo de 4 trusses. Section A -A NO sobrecargue pequehos grupos o trusses individuales. properly receiving, unloading and storing INSTALLATION OF SINGLE TRUSSES BY HAND 2) WEB MEMBER PLANE - PLANO DE LOS MIEMBROS SECUNDARIOS the trusses at the jobsite. Unload trusses to RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES Q Place loads over as many trusses as possible. Coloue las car9as sobre taxi trusses comp sea smooth surface to prevent damage. Q p q POR LA MANO ®LATERAL RESTRAINT &DIAGONAL BRACING ARE Bible. El contratista tiene la responsabilidad de _ , %x(; _ , , ; _ VERY IMPORTANT pO recibir, descargar y almacenar adecuadamente Q Trusses 20' - - " - Q Trusses 30' _ - _ IDS trusses en la obra. Descargue IDS trusses en (6.1 m) or (9.1 m or ILA RESTRICCION LATERAL Y EL ARRIOSTRE DIAGONAL Q Position loads over load bearing walls. Coloque las cargos sobre las Paredes soportantes. la tierra liso para prevenir e/ dafio. less, support less, supportat SON MUY IMPORTANTES! Diagonal near peak. 9 CLR sglice reinforcement ALTERATIONS - ALTERACIONES p quarter points. bracin Soporte Soporte de 9 Truss Member 2x_ CLR EM Refer to BCSI-BS-** Truss bracing not shown for clarity. y: cerca a/ pico l05 cuartos Vea el resumen BCSI-85 *** los trusses E Trusses up to 20' -► de tramp los f ruses up to � e members _ ti o de 20 pies o (6.1 m) trusses de 30 (9.1 m) � DO NOT cut, alter, or drill any structural member of a truss unless (S) DO NOT store NO almacene menos. Trusses hasta 20 pies pies o menos. Trusses hasta 30 pies specifically permitted by the truss design drawing. unbraced bundles verticalmente IDS NO Corte, altere o perfore ning6n miembro estructural de un truss, - upright. trusses sueltos. \ A a menos que este espectficamente permitido en el dibuito del disefio TEMPORARY RESTRAINT & BRACING - Q Trusses may be unloaded directly on the ground Bottom del truss. at the time of delivery or stored temporarily in hords Minimum 2' 2x Scab block RESTRICCIOIV Y ARRI®BYRE TEMPORAL c contact with the ground after delivery. If trusses centered over splice. Attach Trusses that have been overloaded during construction or altered without the Truss Man- ,.. are to be stored for more than one week, place Diagonal braces to CLR with minimum 8-16d ufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Refer to BCSI-B2*** for more PP Y ty blocking of sufficient height beneath the stack Top Chord Temporary every 10 truss spaces (0.135x3.5") nails each side of trusses at 8' (2.4 m) to 10' (3 m) on -center information. Lateral Restraint 20' (6.1 m) max. of splice or as specified by the Trusses que se han sobrecargado durante /a construction o han sido a/terados sin la autor- (o c) 10' (3 m) - 15' (4.6 m) max. Building Designer. I.zac/on previa del Fabricante de Trusses, pueden hacer nu/o sin efecto la arantia limitada del "�` Vea el resumen BCSI-62*** para mas infor- (TCTLR) - P Y g ! 2A min. Same spacing as bottom Note: Some chord and web members SECTION A -A Fabricante de Trusses. Los trusses pueden ser diento e e directamente macion. chord lateral restraint not shown for clarity. en e/ sue/o en aque/ momento de entrega o a/macenados temporalmente en contacto con el F Q Locate ground braces for first truss directly Contact the Component Manufacturer for more information or consult a Registered Design Profession" for assistance. •- . 3) BOTTOM CHORD -CUERDA INFERIOR sue/o despues, de entrega. Si los trusses estaran ,��e In line with all rows of top chord temporary Truss To view anon -printing PDF of this document, visit sbcindustrysom/bl. guardados para mas de una semana, ponga - lateral restraint (see table in the next column). f ": Lateral Restraints - 2x4x12' or Member NOTE: The truss manufacturer and truss designer rely on the presumption that the contractor and crane operator (if applicable) are b/oqueando de a/tura suficiente detras de la Pita DO NOT store on NO almacene en tierra greater lapped over two trusses professionals with the capability to undertake the work they have agreed to do on any given project. If the contractor believes it needs de los trusses a 8 ura st 10 pies en Centro a pfla Coloque los arriostres de tierra para el primer =90° or CLR splice reinforce- assistance in some aspect of the construction project, it should seek assistance from a competent parry. The methods and procedures uneven ground. desigual. truss directamente en linea con cada una de P Note: Some chord outlined in this document are intended to ensure that the overall construction techniques employed will put the trusses into place SAFELY. Q For trusses stored for more than one week, cover ment. and web members These recommendations for handling, installing, restraining and bracing trusses are based upon the collective experience of leading las filas de restriccion lateral temporal de la personnel involved with truss design, manufacture and installation, but must, due to the nature of responsibilities involved, be presented bundles to protect from the environment. Brace first truss Bottom not shown for only as a GUIDE for use by a qualified building designer or contractor. It is not intended that these recommendations be interpreted as cuerda superior (vea la tabla en la proximo v g gn Para trusses columna or uardado5 mas de una semana, °� . securely before chords clarity. superior to the building designer's design specification for handling, installing, restraining and bracing trusses and it does not preclude the g p ) erection of additional use of other equivalent methods for restmining/bracing and providing stability for the walls, columns, Floors, roofs and all the interrelated cubra IDS paquetes para protegerlos del ambiente. - structural building components as determined by the commotoc Thus, SBCA and TPI expressly disclaim any responsibility for damages (S) DO NOT walk on trusses. arising from the use, application, or reliance on the recommendations and information contained herein. Refer to BCSI*** for more detailed information _ �.. unbraced trusses. pertaining to handling and jobsite storage of _ -` � trusses. NO camine en trusses Diagonal braces every 10 SIX Vea el folleto BCSI*** para informde sueltos. truss spaces 20' (6.1 m) max. WOOD TRUSS COUNCIL TRUSS PLATE INSTITUTE e IDS r trusses detal- max. 6300 Enterprise Lane - Madison, WI 53719 218 N. Lee St., Ste. 312 - Alexandria, VA 22314 lads sobre e/ manejo y a/macenado dttr4 10' (3 m} - 15' (4.6 m) - en area de trabajo. 608/274-4849 - sbcindustry.com 703/683-1010 • tpinst.org ON 1 I I� I I I I 1 I • I I � I I / 1 • I I I I I I I] I P'mmWaPPPPPP Building Materials and Construction Services 45491 Golf Center Parkway, Indio, CA 92203 Telephone: (760) 347-3332 Fax: (760) 347-0202 Legacy Homes / 3418 - B La ' to L N oUINTA 0703 2oi3 ► a�f'� & SAFETY DEPT. FOf r COI ISTRUCTiON BY -- - 46-05-00 17-07-00 16-00-00 —Cr: ai f.� - F ✓� ' .. +� _..v�.a..a-s a- - _ h'v.4. ri. ....� e- wyL �n�'�i_�r. O.-y Q I..�Ci.-i'-+�lr..- ® �`Q .d` iSr'-`1�C�..��__..;.� JB JD JD M T4B Is 10, Von V, or, nn�n��in■u�u�■w�n��i■ FA 0 T1E T1F T1G Q 7 f1H 3000# F.A. U A O CV L r- M E O Z -Q N N m _Ob IT C'7 320- 2.4 Std B63 (6 L Q- L,e 26 (x02) QE - TEja26 (x07) C: M ©- M.,26.2 (02) U) 610/702 @4/12 (x16) n tll T4B T1 i N Z N n T48 to cC33 L 47- 00 Ti N �. P O -0 +. T4B T1 F.A. L�� . � � U 13OS-00 T1K 2p Op Ruj ' � T4B 3418 - B 20-00-00 T1 1-1 -pp e t .,a, T48 Q Ti ; s T1_L 2-0 -00 T4B BXI 'ti... T4T1 M 2-0 00 — C, r +' r 6-08-00 2 0 41}', r e 1-0 OB T48 T1_N � 06 bate i U N 1-0 00 T48 7 W C✓" = CA M 1-0 08 T4_C Ti_O g q ` Q M 2-0 00 T4—D F! Tt_P r. �"° .� (� T4_D o T1 (l i f 1..,-j iC1 O O M T4D u� ca _ of T1 R `..':' > Z ~ e — s$ T4_D S �� di V8 E 2DX o A T7_B W� pr� 99 T4_D JCX v9 o B — T7 A 3� 3P T4 E 50 00 —RJ2B) J2C o No I E E ° &' T5A JB o o N !e o co 0 aT58 JA 02 4/12 m B G ge a)S;��JB J"iZ`. oCb: m T58 g p 1500k 1-0 -00 J7 610/71 2 4/12 TSC �. m ' o o UX r r r r r r r r r Jr 5-04-00 20-00-00 7-08-00 13-08-00 12-04-00 21-00-00 33 04 00 --L U � O- 'his is a truss placement diagram only. 'hese trusses are designed as individual building components to be incorporated into the building design at the specification of the building designer. See individual design sheets for each truss design identified on the placement drawing. be building designer is responsible for temporary and permanent bracing of the roof and floor system and for the overall structure. The design of the truss support structure including headers, beams, walls, and columns is the responsibility f the building designer. For general guidance regarding bracing, consult "Bracing of Wood Trusses" available from the Truss Plate Institute: 83 D'Onifrio Drive Zadison, WI 53179 MiTek' Re: 3411813 3418-A MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by BMC-Indio, CA. Pages or sheets covered by this seal: R41608469 thru R41608516 My license renewal date for the state of California is December 31, 2015. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. OQFtOFESS/pN� SOON LU C 074486 Ix rn *� EXP. 12-31-15 J* C-1 March 19,2014 Ong, Choo Soon The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. Job Truss Truss Type ly 34111-AR4183418B_ 1:7 C_J7A Diagonal Hip Girder 1 Job Reference (optional) tiMc, inaio, GA - 92203 7.430 s Jul 25 2013 MTek Industries, Inc. Tue Mar 18 13:21:51 2014 Page 1 ID:JEIFAewaPpRQ16UXtXmRfEzKo7A-47kU1 vkMliBObDUyHA3mzg0eezArOmxrHVEgbzZfgU -11 5-7-6 8-5- 11-3-0 1-7.13 3-1-11 911 2-9-12 2-9-14 Scale = 1:21.9 4x6 = 2x4 11 6x8 = 6x8 = 8 7 Special Special Special 3x4 = Special Special Special Plate Offsets (X,Y): f2:0-4-3,Edgef f8:0-0-13,0-1-8j f9:0-3-9 0-3-0] f10:0-3-9 0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) -0.14 10-11 >952 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -0.21 10-11 >624 180 BCLL 0.0 Rep Stress Incr NO WB 0.53 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code IBC2009rrP12007 (Matrix) Weight: 50 lb FT = 20 % LUMBER BRACING TOP CHORD 2x4 DF No. t&Btr G TOP CHORD Structural wood sheathing directly applied or 3-1-8 oc pudins. BOT CHORD 2x4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 6=76/Mechanical, 2=690/0-7-6 (min. 0-1-8), 8=549/Mechanical Max Horz 2=84(LC 3) Max Uplift6=11(LC 3), 2=12(LC 3) Max Grav6=76(LC 1), 2=1387(LC 12), 8=1312(LC 11) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23=3946/0, 3-4=3212/0, 4-5=-1712/0 BOT CHORD 2-11=0/3787, 10-11=0/3787, 9-10=0/3130, 8-9=0/1660 WEBS 3-11 =1 21650, 3-10=-911/0, 4-10=0/997, 4-9=-1720/0, 5-9=0/1472, 5-8=-2056/0 NOTES 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 6, 2. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, loads. RpFESS/p nonconcurrent with any other,live "NAILED" 8) indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTews ST-TOENAIL Detail. Soon, 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 249 lb down and 2 lb up at 2-9-8, 249 lb down and 2 lb up at 2-9-8, 267 lb down at 5-7-7, 267 lb down at 5-7-7, and 287 lb down at 8-5-6, and 287 lb down at 8-5-6 on2� 2 bottom chord. The design/selection of such connection device(s) is the responsibility of others. ir1 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). C 074486 M LOAD CASE(S) Standard 12-31 15 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-6=-68, 2-7=20 Concentrated Loads (lb) �'j V �Q 9% Vert: 10=34(1`=17, OFIC 13=17) 9=74(F=37, 8=37) 5=113(8) 13=2(F=1, B=1) March 19,2014 AWAM&G.i-Verffirdesignparamtersand READW7FSOff 7HtSAil®fNatMKMKRFFERRVMPAuEMIT- 74nlea11P1120.1488rO USE Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. - � t Applicability of design parameters and proper incorporation of component is responsibility of building designer- 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 A �� 'Y„' K *—•- �-� — '=-fabrication:, quality conW, storage delivery, eroction•and4b cing-eonsuff,---ANSI/TP11-Qu 017-ErP.ori , W89�cnd-BCSI-Bu"ding Component. Safety InformoNon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. ,7rrMejn6ack nne,'5gBe"TOB�'c'�""""' ft'SOt1Y�i7Tt?atSei�i"ems I�P�lktilrii2S�$1a42.74a �Idlf'B�1'A 1w1Y4' Citrus Heights, CA, 95610 Job Truss Truss Type Ply 3418-A jQt1Y R41808470 3418_8_ CJ1A Diagonal Hip Girder 2 1 Job Reference (optional) BMC, Indio, CA - 92203 1-7-13 5-7-5 7,430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 13:21:52 2014 Page 1 ID:ItpEP9WCJUDSASPiSgblcuzKsev-YKIsVKwM7og2elohW hIJBMBJ1JMam54xFohlzZfgT 2-10-0 2-9-11 Scale = 1:23.2 3x10 = 2x4 II 6x8 = 6x8 = 8 7 Special Special Special 3x4 = Special Special Special LOADING (psf) SPACING 2-M TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code IBC2009/rP12007 CSI DEFL in (loc) I/deft L/d TC 0.36 Vert(LL)-0.1410-11 >951 240 BC 0.85 Vert(TL)-0.2110-11 >610 180 WB 0.54 Horz(TL) 0.05 8 n/a n/a (Matrix) LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD WEBS 2x4 DF Stud G REACTIONS (lb/size) 6=76/Mechanical, 2=709/0-7-6 (min. 0-1-8), 8=656/Mechanical Max Horz 2=75(LC 3) Max Uplift6=13(LC 3), 2=-26(LC 3) Max Grav 6=76(LC 1), 2=1395(LC 14), 8=1357(LC 13) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3982/0, 3-4=3298/0, 4-5=-1763/0 BOT CHORD 2-11=0/3822, 10-11=0/3822, 9-10=0/3213, 8-9=0/1711 WEBS 4-10=0/982, 4-9=-1754/0, 5-9=0/1483, 5-8=-2123/0, 3-11=13/650, 3-10=861/3 PLATES GRIP MT20 220/195 Weight: 50 lb FT = 20% Structural wood sheathing directly applied or 3-1-7 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=6.Opsf; h=12ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 2. 8) This truss has been designed for a moving concentrated load of 250.01b,live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 6 lb down and 31 lb up at 2-9-8, 6 lb down and 31 lb up at 2-9-8, 38 lb down and 13 lb up at 5-7-7, 38 lb down and 13 lb up at 5-7-7, and 113 lb down and 27 lb up at 8-5-6, and 113 lb down and 27 lb up at 8-5-6 on top chord, and 249 lb down and 2 lb up at 2-9-8, 249 lb down and 2 lb up at 2-9-8, 267 lb down at 5-7-7, 267 lb down at 5-7-7, and 287 lb down at 8-5-6, and 287 lb down at B-5-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-68, 2-7=20 A H'ARKM"i -Verif fde.s4r; pararrretern and READ AIDIFSON?HrS A&T rNC2WED NkdFKNFFFRFMT. PROF. Nff-7471 ML 1129120.14&90V1I&F. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown 's for lateral support of individual web members only. Additional temporary bracing to inure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsblity of the building designer. For general guidance reaardino Insfttute. 781 N. Lee OQROFESS/pN,q SooN L C 074486 c m * 12-31-15 1sT CIV �P gTFOF CA March 19,2014 MiTek' T777'�reeA83°kc'LSIIL*,SL1feiG9- "`->"�•' �.� Citrus Heights, CA, 95610 Job Truss Truss Type Ply 3418-A IUFy— R41608470 3418_B_ CJ1A Diagonal Hip Girder 2 1 Job Reference (optional) tsmu, malo, CA-e32u3 7,430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 13:21:52 2014 Page 2 ID:ItpEP9WCJUDSASPi5gbleuzKsev-YKIsVKwM7cg2elohW hIJBMBJ1JMam54xFohlzZfgT LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 4=-76(F=-38, B=38) 10=-34(F=17, B=l7) 9=74(F=37, B=-37) 5=-225(F=113, 8=113) 12=62(F=31, 8=31) 14=2(F=1, B=1) dWARtft- Verify desipaparane.mrs and RWMIESJNYWSAtINaIMEDKnEKREFEREWEMWKIT- 747.1me.tt2V2g1dBiUM, Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction S the respomibillfly of the WOWerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding eation-9aalily,aonlroKaforogeTdelivery, erectiomoFvJ bracing Dourssft AN5Apf14kQualb�r+Cxt3tadu, SE0wB4readd.8§I•BeBcRreS GenponaM,---- Safety Inlormotlon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, N'Cias a(SP}kgeta 3s spectfli$ffia are. - DC/fl5figlia bvALIG Job Truss Truss Type Qty, Ply 3418-A R41808471 3418_B_ CJ2A Diagonal Hip Girder 1 1 Job Reference (optional) 1.4JU s JOI 25 [u1J Mi I ex inaustnes, inc. I ue Maria 13:21:53 2014 Pagel ID:ItpEP9WCJUDSASPi5gbl cuzKsev-OWrFjgx?uwyuFvNt4iCXrOvOZRngJLOEJb_LDUzZfgS -1-7-13 3-1-9 5-7-5 12.1-9 1-7-13 3-1-9 2-5-12 Scale = 1:24.8 NAILED NAILED 3x4 = 2x4 II 3x4 = 3x4 = 3x4 =7 NAILED NAILED NAILED Special NAILED NAILED NAILED LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.20 Vert(LL) -0.03 10-11 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.37 Vert(TL) -0.11 10-11 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.33 Horz(TL) 0.03 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 53 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.18Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G REACTIONS (lb/size) 6=80/Mechanical, 2=717/0-7-6 (min. 0-1-8), 8=723/Mechanical Max Horz 2=89(LC 3) Max Uplift 6=-1 5(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1482/0, 3-4=1324/0, 4-5=-900/0 BOT CHORD 2-11=0/1396, 10-11 =0/1 396, 9-10=0/1279, 8-9=0/858 WEBS 4-9=-466/0, 5-9=0/550, 5-8=985/0 BRACING TOP CHORD Structural wood sheathing directly applied or 5-5-9 oc purtins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. NOTES 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20 h has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6. 8) "NAILED" indicates 3-1 Od (0.148"4") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTeks ST-TOENAIL Detail. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 274 lb down at 11-3-5 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-6=-68, 2-7=20 Concentrated Loads (lb) Vert: 10=-34(F=17, 131=17) 9=74(17=37, B=-37) 12=33(F=12, B=20) 13=2(F=1, B=1) 14=-274(B) 9? OF ESS/p�, CO12��0� SOON 0�FyG� i LU C 074486 c *, E�2-31-15 /* March 19,2014 AWARMM-Verffrsesigeisararnemrsand REM MIFS ON7WSAMPULER, KnWREFf'RF1'X 94GEKti-7473ree712912014X1iMLM . 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 Mi F erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding r—fabdcafiavr.-Gee+n available from r Truss Plareerectie, 781 . Leeng�e t, Suit�2, Alexandria, VA 22314. �`L-5HisS�dkrg,Eom�aacntn<,-- --. - y�'fj�'reE'rrdac C','S�ic*401;=,�-1i1e_ Safely Information available from Truss Plate Institute, 781 N. Lee Sheet. Suite 312. Alexandria, VA 22314. Cft us Heights, CA, 95610� ttc-�9 Job Truss Truss Type Qty Ply 34111-A R41808472 3418 B_ CJ3A Diagonal Hip Girder 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.430 s Jul 25 2013 MRek Industries, Inc. Tue Mar 18 13:21:53 2014 Page 1 ID:1tpEP9WCJUDSASPi5gbl cuzKsev-OWrFjgx?uwyuFvNt4iCXrOvM6RffJIFEJb_LDUzZfgS •1-7-13 S7.5 8-SS 11.3A 1� 57-5 2-10-0 2-9.11 I Scale = 1:22.6 4x6 = 2x4 11 Us = 6x8 = 7 Special Special Special Special Special Special 4x4 = i 3-3-6 + 57-5 B-SS 11-1-B 11r3r0 1 3-6 2-3-15 7-10-0 9-B-a 0.1-8 Plate Offsets (X,Y): (2:0-4-3,Edge), f9:0-3-9 0-3-0j f10:0-3-9,0-3-01 LOADING (cast) SPACING CSI TCLL 20.0 Plates Increase %0 1.25 TC 0.35 TCDL 14.0 Lumber Increase 1.25 BC 0.85 BCLL 0.0 Rep Stress Ina NO WB 0.53 BCDL 10.0 Code IBC2009/TPI2007 (Matrix) LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G REACTIONS (lb/size) 6=76/Mechanical, 2=705/0-7-6 (min. 0-1-8), 8=659/Mechanical Max Horz 2=84(LC 3) Max Uplift6=11(LC 3), 2=18(LC 3) Max Grav6=76(LC 1), 2=1388(LC 12). 8=1363(LC 11) DEFL in (loc) I/defl Ud PLATES GRIP Vert(LL)-0.1410-11 >954 240 MT20 220/195 Vert(TL) -0.21 10-11 >614 180 Horz(TL) 0.05 B n/a n/a Weight: 50 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 3-1-9 oc purtins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3959/0, 3-4=3269/0, 4-5=-1734/0 BOT CHORD 2-11=0/3800, 10-11=0/3800, 9-10=013185, 8-9=0/1682 WEBS 4-10=0/983, 4-9=1753/0, 5-9=0/1481, 5-8=2105/0, 3-11=12/650, 3-10=-865/1 NOTES 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 2. 9) This truss has been designed for a moving concentrated load of 250.011b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 4 lb down and 31 lb up at 2-9-8, 4 lb down and 31 lb up at 2-9-8, 38 lb down and 16 lb up at 5-7-7, 38 lb down and 16 lb up at 5-7-7, and 113 lb down and 30 lb up at 85-6, and 113 lb down and 30 lb up at B-5-6 on top chord, and 249 lb down and 2 lb up at 2-9-8, 249 lb down and 2 lb up at 2-9-8, 267 lb down at 5-7-7, 267 lb down at 5-7-7, and 287 lb down at 8-5-6, and 287 lb down at B-5-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 WARW&G-Verlfrdes7trnparaaw.mrsand RMWTES ONRttSAtefM2WED MM, REFERENT W51!NIT- 7413rec11291201dBffd1Pt M Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding VA 9?,OFESS/ON SOON 0. CO UJI C 074486 c rn * 12-31-15 s� CIV \4 gTFOF CA March 19,2014 MiTek' Y-7TYi;iB'etlD'�1'ftaTie;SitrcA'It1H` citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply 34111-A R41608472 3418_B_ CJ3A Diagonal Hip Girder 1 1 Job Reference (optional) om�, maro,'.-e44w 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 13:21:54 2014 Page 2 I D:ItpEP9WCJUDSASPi5gbl cuzKsev-UiPdwDydfD4lt2y3ePjmOcSXsRul lVOXFkvmwzZfgR LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-6=-68, 2-7=20 Concentrated Loads (Ib) Vert: 4=76(F=-38, B=-38) 10=-34(F=-17, B=-17) 9=-74(F=-37, B=-37) 5=-225(F=-113, B=-113) 12=62(F=31, B=31) 14=2(F=1, B=1) A& WARNfAG-Veriff desipn parai m" and REAL A01FS ON WS AM iNP LEER MI7FKAFRRFN-T PAW Nft-74i3 re 112911014 BEFUMME Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. �� Applicability of design parametersandproper incorporation of component is respom blity of building designer- not truss designer. Bracing shown a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction a the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi 1T ®k• _hsbicotion^, goclitq�ean4ml;atoroge:=ddiv�y�erea8omand-6reeligraensdh��lltlfi l4-�4,�rarkYTEdOeKe;� ding-eomponrnf-ram...-.�.,� - — ?M`Gfeefib a'ck-La €,StTfie fOg`"•"`•`-�.••". Safety InformaBon available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95670 rtsnushes�tatr+erkms,.h—kuur a.twneaeetaw:wd� .<�...s«�ncmay�naa1.arcr Job Truss Truss Type Qty�Ply 3416-A R41608473 3418 B_ CJ313 Diagonal Hip Girder 1 1 Job Reference (optional) BMc, Indio, CA - 92203 7,430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 13:21:54 2014 Page 1 ID:ItpEP9WCJUDSASPi5gb1 cuzKsev-UiPdwOydfD4lt2y3ePjmOcScTrBw1 rJOXFkvmwzZfgR 0 5 0-0-12 -21- 2.9-z 2 US 11 2.83 11-2 9 6 10 5 B 3x4 = 7 Special 3x4 =4 2x4 It Scale = 1:20.0 LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TPI2007 CSI TC 0.06 BC 0.27 WB 0.16 (Matrix) DEFL in (loc) I/deft Ud Vert(LL) -0.01 5-6 >999 240 Vert(TL) -0.02 5-6 >999 180 Horz(rL) 0.00 5 n/a n/a PLATES GRIP MT20 220/195 Weight: 30 Ito FT = 20 LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-4-5 oc pudins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ride. REACTIONS All bearings Mechanical. (lb) - Max Horz 7=30(LC 3) Max Uplift All uplift 100 Ito or less at joint(s) 3 Max Grav All reactions 250 lb or less at joint(s) 3 except 5=498(LC 10). 7=304(LC 7). 1=403(LC 13) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-448/0 BOT CHORD 5-6=-8/431 WEBS 25=545/11, 1-6=0/510, 2-6=-66/312 NOTES 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide metal plate or equivalent at bearing(s) 1, 3 to support reaction shown. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 3. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, RpFESS/p Q N nonconcurrent with any other live loads. 9) Gap between inside of top chord bearing and first diagonal 0.500in. �O 9 SOON or vertical web shall not exceed 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 113 lb down and 30 lb up at �44�C 2-6-11 on top chord, and 287 lb down at 2-6-11 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. CO y 11) In the LOAD CASE(S) section, loads to the face the truss front (7 rn LU C 074486 applied of are noted as (F) or back (B). M LOAD CASE(S) Standard P 2-31-15 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 * Uniform Loads (pit) Vert: 1-3=-68, 4-8=20 Concentrated Loads (lb) OF C Vert: 2=113(B) 6=-37(B) March 19,2014 A FPARKM-Verlffdesiga parameters and READ MISS ON TWS AM IA.UCi D MZVKRFFERFMT Alt aE Krf-7473 ree 1129120.I4 BEND LIM Design valid for use only with MiTek connectors. This design 6 based any upon parameters shown. and B for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiteiC' .,•+,4abricatianrqualityrcxmtrolrskaoge�dekverysereotionrntdbraoing�emmsulM+M""AMS>)4PIiFdeo �51BrsBidh+g&amponen}+^=-•+Ym:•,,,�-..�.,-_-,.77iYGT€ei1C1�iSQ'; Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. 50Tic�'169"---'".""-_ .••. N3arMhe FMh ,&;:k -r cho-.sas s,vsnsx-0—ffi yarn CICms frm 3 �arvl Citrus Heights, CA, 85810 9 T Job Truns Truss Type Qty Ply 3418-A R41808474 3418_B_ G_1 Jack -Open Supported Gable 1 1 Job Reference (optional) 1 1.43U s Jul zb 2u13 MI Iek Inaustnes, InC. Tue Mar 18 13:21:55 2014 Pagel I D:JEIFAewaPpRQ16UXtXmRfEzKo7A-yuz?7MZFQXCcVCXFB7E?xp_kCFQamioXmvTSIMzZfgQ 5-1-2 2-1414 Scale = 1:18.9 2x4 I I 3 4x4 = 3x4 = Plate Offsets (X,Y): I1:0-3-5,Edgej LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.25 Vert(LL) -0.07 1-5 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.50 Vert(TL) -0.10 1-5 >876 180 BCLL 0.0 Rep Stress Incr NO WB 0.14 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code IBC2009ITP12007 (Matrix) Weight: 32 lb FT = 20 % LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-7-0 oc pudins, except BOT CHORD 2x4 DF No. 1&Btr G end verticals. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 5-10-8 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 1=335/0-5-8 (min. 0-1-8), 4=335/Mechanical Max Horz 1=61(LC 12) Max Uplift 1 =-489(LC 12), 4=-15(LC 13) Max Grav 1=838(LC 11), 4=433(LC 28) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1907/1348, 2-3=618/558 BOT CHORD 1-5=1320/1765, 4-5=-524/969 WEBS 2-5=0/340, 24=586/50 NOTES 1) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=6.Opsf; h=12ft; Cat. II; Exp C; encosed; MWFRS (low-rise) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-" wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) OFESS/ 1=489. OQ� �/�/�` 7) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Soot, F Bottom Chord, nonconcurrent with any other live loads. h� �� O 2A 8) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag � V� 2C ) loads along bottom Chord from 0-0-0 to 8-0-0 for 187.5 plf. W rtt rn LOAD CASE(S) Standard C 074486 X * E 12-31-15 LP 1 �OFC O March 19.2014 A WARWAG - Venlydesipa Paramer-n and READ AG TES ON THIS AMD INaMEG NRWREFERM2 PAGE NIF-7473 lea 1/29j2914 ARW.. LISP - Design valid for use only with M7ek connectors. This design's based only upon parameters shown, and is for an individual binding component. Applicability of design parameters and proper incorporation of component B responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction's the responsibillity of the ■ �. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MI ®. .�f®bricatien etioln aen4PaNxaageruss i late Ieroation-781 N. Lei Street. Suite 312, Alexandria, VA 22314. {;S8=89awd 96879altdln®2omponerf � •d =.... -_a=�+ p y Cr C• iita"t➢9'"".'°n- Safely Information available from Truss Plate Institute, 781 N. Lee Sfreet. Suite 312, Alexandda, VA f, 3 Citrus Heights, CA, 95610 ia`SSPkse[�t&re�er,k mee�r�3�� iafaeLasS.nwtinvcam-- _�nr"rastartw a.�ns•or 9 Job Truss Truss Type Qty Ply 3418-A R41608475 3418_B_ G2_A MONOPITCH GIRDER 1 2 Job Reference (optional) BMC, Indio, CA - 92203 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 13:21:56 2014 Page 1 I D: J EI FAewaPpR Q 16UXtXmRfEzKo7A-Q5XN LhztBrKT6M6SIgm ETOXtmfhn Vgmh?YD?gpzZfgP 4-7.5 4-0-11 2x4 I I Scale = 1:20.4 3 4x4 % �x v 4x6 = i 0-8-0 4-7-5 B-8-0 LOADING (psf) SPACING 2-1-0 CS' TILL 20.0 Plates Increase 1.25 TC 0.33 TCDL 14.0 Lumber Increase 1.25 BC 0.82 BCLL 0.0 ' Rep Stress Incr NO WB 0.48 BCDL 10.0 Code IBC2009/TPI2007 (Matrix) DEFL in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.06 4-5 >999 240 MT20 220/195 Vert(TL) -0.14 4-5 >699 180 Horz(rL) 0.02 4 n/a n/a LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD BOT CHORD 2x6 DF SS WEBS 2x4 DF Stud G BOT CHORD REACTIONS (lb/size) 4=2709/Mechanical, 1=1218/0-5-8 (min. 0-1-8) Max Horz 1=89(LC 4) Max Grav 4=3364(LC 11), 1=1749(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4541/0 BOT CHORD 1-5=0/4284, 4-5=0/4284 WEBS 2-5=0/2968, 2-4=-4580/0 Weight: 83 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-3-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Use USP JL24 (With 1Od nails into Girder & NA9D nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 4-0-12 to conned truss(es) to front face of bottom chord. 10) Use USP THD26-2 (With 16d nails into Girder & 1Od nails into Truss) or equivalent at 6-1-8 from the left end to connect truss(es) to front face of bottom chord, skewed 0.0 deg.to the right, sloping 0.0 deg. down. 11) Use USP JL26 nth 16d nails into Girder & NA9D nails into Truss) or equivalent at 8-0-12 from the left end to connect truss(es) to front face of bottom chord, skewed 0.0 deg.to the right, sloping 0.0 deg. down. 12) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard A WARNMG -Veff ydesign parameters and READ MISS Off IWS ALBS IN12WED t4I7FICRFFERENCE PAAGFF ifit-7473 rec 112912014 99WLI5E Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual balding component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown B. for lateral support of individual web members only. Additional temporary bracing to insure stability during constructions the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding .- <�febrirm9iear,�Geality eonlroHaforegeudelrverylerectiornond+brereingred�eM.c� 4G"ugdl Comeo—nt= available from QROFESS/ply SOON o� c 2 LU C 074486 rn * E 12-31-15 t9� ) 9TFOF C O� March 19,2014 MF MiTOW 'P7'T7�I�n�Tei�i L-an2'SGif@'9'0�""". e Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 3a16-A R41608475 3418 B_ G2_A MONOPITCH GIRDER 1 2 Job Reference (optional) —usuw za cu— m—K inausmes, inc. iue mansis:n:ao zufn rage I D:J EI FAewaPpR Q16UXtXmRfEzKo7A-Q5XN LhztBrKT6MSSlgm ETOXtmfhn Vgm h?YD?gpzZfg P LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-71, 1-4=-21 Concentrated Loads (lb) Vert: 6=148(1`) 8=-236(F) 9=1897(F) 11=-886(F) A NAPJ9&G-Vefftrdes4a paramemn and RIM NOTES ON IW AN [NaME6 M17iKREFERF ca AAGIF M11.7473 ref T,129110.i88ff6A UM. .Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members any. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ...._.-..�,�.- from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. W MiT®k` 'PING er-er"i!'i9CREarTB"34i Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 3416-A R41608476 3418_B_ T1_L Hip Truss 1 1 Job Reference (optional) ams., Inalo, mow- n[[us 1.430 S Jul ZS 2013 MITeK Inaustnes, Inc. Tue Mar 18 13:21:58 2014 Page 1 1 D:JEI FAewa PpR Q 16UXtXm RfEzKo7A-NTf8m N?7j SbBMgFgtFoiYRc79SLSzS LzSsi6vhzZfgN - - - -2 33- 3 -0.0 -2 7-3.13 6-5-15 8-2-0 3-0.0 4-1-2 4.1.2 6-5-15 7-3-13 -2-0 4.00 i 6xl0 MT';OH = US = Scale = 1:86.1 44 — 10 18 20 17 1621 15 22 23: 24 14 25 26 27 13 28 12 29 4x6 _ — I 5x6 = — 2x4 If 7x10 B = WI 7x10 = 7x10 = 2x4 II LOADING (psf) SPACING 2-0-0 CS' DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.65 Vert(LL) 0.28 13 14 >999 240 TCDL 14.0 Lumber Increase 1.25 BC 0.94 Vert(TL) -0.64 13-14 >615 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.99 Horz(TL) 0.09 10 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF Stud G BRACING TOP CHORD BOT CHORD WEBS REACTIONS (lb/size) 2=205/0-5-8 (min. 0-1-8), 17=2894/0-3-8 (min. 0-3-1), 10=1426/0-5-8 (min.0-1-8) Max Horz 2=81(LC 6) Max Uplift2=54(LC 5) Max Grav2=361(LC 16), 17=2894(LC 1), 10=1426(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=26/744, 3-4=0/1512, 5-6=-1070/50, 6-7=1171/46, 7-8=-2354/10, 8-9=2386/0, 9-10=-3278/0 BOT CHORD 2-18=668/89, 17-18=-668/89, 15-17=1401/0, 14-15=0/718, 13-14=0/1594, 12-13=0/3028, 10-12=0/3028 WEBS 3-18=0/406, 3-17=973/0, 4-17=-2466/0, 4-15=0/2034, 5-15=1543/0, 5-14=0/1013, 7-14=929/28, 7-13=0/1056, 8-13=-355/64, 9-13=894/3, 9-12=0/390 PLATES GRIP MT20 220/195 MT20H 165/146 Weight: 231 lb FT = 20% Structural wood sheathing directly applied or 3-1-3 oc puffins, except 2-0-0 oc puffins (5-10-0 max.): 5-6. Rigid ceiling directly applied or 5-6-9 oc bracing. 1 Row at midpt 5-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. LOAD CASE(S) Standard A►WARUM-lierifl ignparanretersandRAAOACTESOH7H[SAX1M2L TMl7>:ICRFFFR REAWffff-7473leeSf29j29.IdSEg{ V9. Design valid for use only with MOek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding =-_fobneatiarvquoli�y+aontwt-sioraget�fiverylesee4iorfiand-4eaeoing;-consulW-9Fa9wlkpE-AIoBO�ndAGSFBuflclln Safety Information available from Truss Plate Institute, 781 N. Lee Sheet. Suite 312, Alexandria. VA 22314. Q?,pFESS/p/y S00 � 2 L C 074486 m * ��-31-15 OF 1.\Ffl� MiTek' 777TUrei-ir, Der, Citrus Heights, CA, March 19,2014 Job Truss Truss Type Qty Ply 34111-A R41808477 3418_B_ Tt_M Hip Truss 1 1 Job Reference (optional) �• _'<�� r.vw s aw ea [via mi i es mausrnes, mc. i ue mar its 13:21:5s Zu14 rage 1 ID:JEIFAewaPpRQ16UXtXmRfEzKo7A-rgDWzjOIUmj2_gq 1 QyJx5f9JgshliwW7hWRgR7zZfgM - - - 3-1 1 0 33- - 39-8-3 -0-0 -2- 7-113 6.7-1 6.1-3 7-0-0 6-1.3 6-7-1 7-3-13 -2-0 4.00 12 6x8 = Sx6 = Scale = 1:86.1 4x6 = 'r 16 18 15 IV zu 14 zi 2< 13 23 24 12 25 11 26 4x6 i 13-bB II 6x10MT20H = 5x6 = 7x10 = 6x8 = 2x4 II LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) -0.19 9-11 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.93 Vert(TL) -0.51 11-12 >766 180 MT20H 165/146 BCLL 0.0 ' Rep Stress Ina NO WB 0.93 Horz(rL) 0.09 9 n/a n/a BCDL 10.0 Code IBC2009frP12007 (Matrix) Weight: 224 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-1-11 oc purlins, except BOT CHORD 2x4 DF No. 1&Btr G 2-0-0 oc purlins (5-6-4 max.): 5-6. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 5-10-6 oc bracing. WEBS 1 Row at midpt 7-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=253/0-5-8 (min. 0-1-8), 15=2816/0-3-8 (min. 0-3-0), 9=1397/0-5-8 (min. 0-1-8) Max Horz 2=74(LC 5) Max Uplift2=55(LC 5) Max Grav 2=380(LC 16), 15=2816(LC 1), 9=1404(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=92/634, 3-4=0/1404, 4-5=-600/80, 5-6=-1247/53, 6-7=1375/49, 7-8=2295/0, 8-9=3219/0 BOT CHORD 2-16=-563/80, 15-16=-563/80, 14-15=-1288/0, 13-14=0/448, 12-13=0/2100, 11-1 2=0/2972,9-1 1 =012972 WEBS 3-16=0/402, 3-15=1025/0, 4-15=2292/0, 4-14=0/2214, 5-14=1093/0, 5-13=0/1141, 7-13=1048/1, 7-12=0/555, 8-12=924/0, 8-11 =01396 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. RQFESS/O Q q 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� Soo N F 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-" wide will �' �� CZ fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. �Z` 7) A plate rating reduction of 20% has been applied for the green lumber members. fj "A8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. UJ C 074486 A 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonooncurrent with any other live loads. P 2-31-15 10) Graphical puriin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. * LOAD CASE(S) Standard 9TFOF C March 19,2014 AMARK&S- Verity designparame.rers and REM 10TFSONIMiSANDftiaMP,NI7 KRFFERFAa.. PAGE MIT- 7473reeV29f20.4®BAOW..UV.. 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 WOW •-� .fabrication;�uali�oogt�Irskorc3ge�.delivsry�r�tiewandbraeing.�5i�!'F1ZioaB.yirq.Bub.89�ECSkSulf�ng�omponenl.+..z �-��v__.,�.•.. Safely Infomia8on available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. •�T7�$nBs�CICt'gTi�'S1tin'9•P�"•"'--- r rf'xn:#}r{SAihzRseryi8d.saze2e aCO3d3A!].3tuel4Es Citrus Heights, CA, 95810 Job Truss Truss Type Qty Ply 34111-A R41808478 3418_B_ T1 N HIP TRUSS 1 1 Job Reference (optional) o. um n accw r.4su s vm co cuu mi i ea mausmes, mc. i ue mar to 1 sze:uz zu14 rage 1 I D: JEI FAewaPpR Q 16UXtXmRfEzKo7A-FFuebl2emh5drHZc65tfj H nsc313vlOZN UgK2SzZfgJ - 1 9- 35--4 0. 4 -0-0 -2- Mil2 5 56-0 5-6-0 6-2-4 S30 6.6.12 -2-0 4.00 12 6x10 MT20H = 3x6 = 6x8 = Scale = 1:86.1 I Lo t6 LI Ltl 17" 3u 31 32 14 33 34 30 13 36 12 37 3x6 = 8x12 MT20H = 5x6 = 3x6 = 5x8 = 3x6 = 4xB = N m I� 386 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) 0.22 12-13 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.77 Vert(TL) -0.54 12-13 >733 180 MT20H 165/146 BCLL 0.0 ' Rep Stress Incr NO WB 0.81 Horz(TL) 0.08 10 n/a n/a BCDL 10.0 Code IBC2009fTP12007 (Matrix-M) Weight: 223Ito FT=20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-10-4 oc purins, except BOT CHORD 2x4 DF No. 1&Btr G 2-0-0 oc purlins (4-9-3 max.): 5-7. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 4-11-2 oc bracing. WEBS 1 Row at midpt 5-16, 6-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=211/0-5-8 (min. 0-1-8), 16=2937/0-3-8 (min. 0-3-5), 10=1407/0-5-8 (min. 0-2-1) Max Horz 2=-68(LC 6) Max Uplift2=-434(LC 20), 16=7(LC 9), 10=507(1-C 12) Max Grav 2=681(LC 21), 16=3087(LC 8), 10=1940(LC 20) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1070/1820, 3.4=661/1523, 4-5=-233/1893, 5-6=-737/324, 6-7=1863/490, 7-8=3091/811, 8-9=-4170/1032, 9-10=-4676/1416 BOT CHORD 2-17=1733/1131, 16-17=-1796/633, 15-16=-366/391, 14-15=-275/1438, 13-14=-542/2250, 12-13=943/3397,10-12=-1264/4369 WEBS 3-17=-378/69, 4-17=0/804, 4-16=702/62, 5-16=-2799/73, 5-15=-03/1508, 6-15=1364/153, 6-14=-1021939. 7-14=-643/180, 7-13=0/892, 8-13=-632/78, 8-12=19/725,9-12=338/79 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 16 except (jt=lb) 2=434, 10=507. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) This truss has been designed for a total drag load of 3000lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 47-0-0 for 63.8 pill. 11) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. LOAD CASE(S) Standard iLWARKM- Verify design Raramiersand REAOWIFS ONRRSAMFM..t MMI(REFFRFIXEWGFXfl-7473rec112*20.14BOWLIV Design valid for use only with MTek connectors. This design B based only upon parameters shown, and B for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabricatiemgtlal#y+cordval; sta,-�c,^,.,.deGvoryl-erecfionnndf.�xvcingvsMk—='A1tbt�RS7+®aeA. tpGrtrerlap968-B&ar,51 Svllmng.Companenl Safety Inforna8on available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. QROF ESS/pN SOON c i LIJ C 074486 c M * E 12-31-15 CIV s�gTFOF C March 19,2014 MiTek' P mmii' hnar-E r18'.9li Ye 168- Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 3418-A R41606479 3418_B_ Tt_O Hip Truss 1 1 Job Reference (optional) o inuiu, n - e[iva r.43u s Jul 25 2u13 MI iek Inausures, Inc. 1 ue Mar 16 1322:05 2a14 Pagel ID:JEIFAewaPpRQ16UXtXmRfEzKo7A-gganEm4W3cTCi1IAnDQMLwPL9Hln6iM?3Su fnzZfgG S 0. -6 1110 4-7-13 510.10 7-54 7�r12 510.10 4-7-13 SS10 -2-0 6xl0 MT20H = 4.00 12 12xl8 S 3x6 = 7 Scale = 1:82.9 4x6 = 20 19 21 18 1r 22 23 16 242526 15 27 28 14 29 13 30 4x6 = 3x6 = 6x8 = 5x6 = 5x6 = US = 5x8 = Plate Offsets LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.60 Vert(LL) -0.18 14-15 >999 240 MT20 2201195 TCDL 14.0 Lumber Increase 1.25 BC 0.89 Vert(TL) -0.48 13-14 >818 180 MT20H 165/146 BCLL 0.0 Rep Stress Ina NO WB 0.58 Horz(TL) 0.07 11 n/a n/a BCDL 10.0 Code IBC20091TP12007 (Matrix) Weight: 217 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3-1-4 oc puffins, except BOT CHORD 2x4 OF No.1 &Btr G 2-0-0 oc puriins (4-7-7 max.): 4-8. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 5-2-8 oc bracing. WEBS 1 Row at midpt 4-18, 5-16 recommends that Stabilizers and required cross bracing [leiTek installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=-15/D-5-8 (min.0-1-8), 18=3043/0-5-8 (min. 0-3-5), 11=135110-5-8 (min. 0-1-12) Max Horz 1=-69(LC 6) Max Uplift 1=401(LC 20), 11=243(LC 12) Max Grav 1=263(LC 21), 18=3108(LC 8), 11=1619(LC 20) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=545/1497, 2-0=-358/1491, 3-4=104/2056. 4-5=-483/198, 5-6=1644/238, 6-8=1551/259, 8-9=-2568/392, 9-10=-3498/470, 10-11=3930/633 BOTCHORD 1-19=-1438/569, 18-19=-1618/311, 16-18=943/142, 15-16=106/1255, 14-15=-167/2013, 13-14=-363/2931, 11-'13=569/3631 WEBS 2-19=429/67, 3-19=01669, 3-18=736142, 4-18=-2651/0, 4-16=-2/1806, 5-16=1459/93, 5-15=19/820, 8-15=633/118, 8-14=0/654, 9-14=637/51, 9-13=0/607, 10-13=-329/69 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) `This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=401, 11=243. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 47-0-0 for 31.9 plf. 11) Graphical purfin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. LOAD CASE(S) Standard k WAPMAG-Verff`ydes4a parameters and READ AD7ES ONTHMAMi i. ..WESs 14d7EKREEEREW.. ii /fPf-7413 mr..1,I29f20.I4&i=115f. 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 auidance reaardina N. Lee Street. Suite 312, Alexandria. VA- 22314. OQROFESSI sooty 0 ul C 0744862c * EX 12-31-15 T�TFOFCA �\P March 19,2014 MiTek' Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 3418-A R41808480 1 3418_B_ T1_P Hip 1 1 Job Reference (optional) tsmu, Inato, uA - uzzu s 1.43U s JUI Z7 ZU73 MI I eK Inausnles, Inc. 1 ue Mar 1 B 13:Z2:U8 ZUl4 Pagel ID:JEIFAewaPpR Q16UXtXmRfEzKo7A-8089R658gvb2JutNLwxbt7xVKh3tr41916eXBDzZfgF 4 5 0-0 7 0 7-4-5 6-7-11 683 6-11-12 O-B- 4-D-0 6-11-8 7-8.8 -2- 6xl0 MT20H = 4.00 12 6x8 = 5x8 = 6x8 = 5x6 = Scale = 1:84.5 4x6 = 17 16 18 15 19 14 20 13 21 t2 22 11 23 4x6 2x4 I I 7x10 = 5x6 = 4x6 = 6xl2 = 2x4 II 0 0 to n 6 LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-M Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009frP12007 CSI TC 0.64 BC 0.97 WB 0.92 (Matrix) DEFL in Vert(LL) -0.22 Vert(TL) -0.55 Horz(TL) 0.08 (loc) I/deft Ud 9-11 >999 240 9-11 >721 180 9 n/a n/a PLATES GRIP MT20 220/195 MT20H 1651146 Weight: 221 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.l &Btr G TOP CHORD Structural wood sheathing directly applied or 3-2-12 oc pudins, except BOT CHORD 2x4 DF No. 1&Btr G 2-0-0 oc puriins (4-9-10 max.): 3-5, 6-7. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 1-16,15-16. WEBS 1 Row at midpt 4-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=27/0-5-8 (min. 0-1-8), 15=2868/0-5-8 (min. 0-3-1), 9=1299/0-5-8 (min. 0-1-8) Max Horz 1=62(LC 6) Max Uplift 1=190(LC 8), 9=-1(LC 4) Max Grav 1=264(LC 16), 15=2868(LC 1), 9=1323(LC 8) FORCES (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-13/1035, 2-3=0/1802, 3-4=0/1653, 4-5=1602/31, 5-6=1521/12, 6-7=1792/21, 7-8=-1962/10, 8-9=-2953/0 BOT CHORD 1-16=-942/65, 15-16=942/65, 14-15=0/508, 13-14=0/512, 12-13=0/1619, 11-12=0/2719, 9-11=0/2719 WEBS 2-16=0/407, 2-15=1076/1, 3-15=986/18, 4-15=-2441/0, 4-14=0/388, 4-13=0/1360, 5-13=648/34, 7-12=0/279, 8-12=992/0, 8-11=0/411, 5-12=342/51, 6-12=30/632 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9 except at -lb) 1=190. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) Graphical puriin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard jL WARKAG- Verify des4a parame.tEn and REM AD IFS ONTHI'S A&V 1,VatXFA AQTEKREFEREMT. ACiF Kfr-3473 rec Sf2V. 20.T4i19MUSE Design valid for use only with Mnek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsblity of building designer- not truss designer. Bracing shown B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building desianer. For aeneral guidance moordino Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. QROFESSj SOO�r i C 074486 M * E 12-31-15 s� C O March 19,2014 MiTek' 7YTl(YreenFacPLTW,"ZWJr'lU§— - — CiWs Heights, CA, 95610 Job Truss Truss Type oty Ply 3418-A R41606461 3418_B_ T1 Q Hip 1 1 Job Reference (optional) �• � �. �� aw za cvu mi t eK ineusmes, mc. i ue mar, a ,s:z :us zu14 rage 1 I D:JEIFAewaPpR Q16UXtXmRfEzKo7A-4PFwso7PMXrmZC01SLz3yY1 rwUmEJ21SIQ7eF6zZfgD 6.4-11 12-0-0 1 B-10.0 25-B-0 2 3 30-5-12 34A-0 4043 47: -0 4 -2 6-10-0 6-10-0 0.8• 4-1-12 310-3 60A 67-12 -2-0 6x10 MT20H = 4.00 F12 5x8 = 6x8 = 6x8 = US = 516 = A o Scale = 1:84.5 4x6 = 20 19 21 16 22 17 23 16 24 15 14 25 26 13 27 12 28 4x6 2x4 II 5x6 _ 3x6 _ 5x6 = 4x6 = 7x10 = 2x4 II 1a-1� Cr1-11 -0-0 3-1412 19A75 2 34d-0 40-0-0 47-0-0 6-4-1, S7.5 1-10-12 n ., S7-B 571-0 e-0-0 6.Od &7-12 Plate Offsets (X,Y): f3:0-5-4,Edge] f 13:0-4-8 0-3-8] f16:0-3-0 0-3-0] 118:0-3-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) -0.21 13-14 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -0.60 13-14 >654 180 MT20H 165/146 BCLL 0.0 ' Rep Stress Incr NO WB 0.70 Horz(rL) 0.08 10 n/a n/a BCDL 10.0 Code IBC2009/fP12007 (Matrix) Weight: 224 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G BRACING TOP CHORD BOT CHORD WEBS REACTIONS (lb/size) 1=41/0-5-8 (min.0-1-8), 17=2858/0-5-8 (min. 0-3-1), 10=1294/0-5-8 (min. 0-1-8) Max Horz I=55(LC 6) Max Uplift 1=182(LC 8). 10='1(LC 4) Max Grav 1=272(LC 18), 17=2858(LC 1), 10=1315(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=33/948, 2-3=0/1453, 3-4=0/2016, 4-5=1521/27, 5-6=1661/18, 6-7=-1594/17, 7-8=2032/0, 8-9=-2200/0, 9-10=2991/0 BOT CHORD 1-19=-866179, 18-19=866779, 17-18=1342/0, 16-17=-48/268, 15-16=-47/269, 14-15=0/1549, 13-14=0/1954, 12-13=0/2761, 10-12=0/2761 WEBS 2-19=0/393, 2-18=-875/0, 3-18=01495, 3-17=1421/0, 4-17=-2600/0, 4-16=01360, 4-15=0/1553, 5-15=-878/0, 6-14=0/345, 7-13=-52/251, 8-13=0/375, 9-13=783/12, 9-12=01371, 7-14=548/5, 5-14=-138/451 Structural wood sheathing directly applied or 3-5-8 oc puriins, except 2-0-0 oc puriins (4-6-12 max.): 3-5, 6-8. Rigid ceiling directly applied or 5-8-5 oc bracing. 1 Row at midpt 4-17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10 except at=lb) 1=182. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard AWABldM- Verify des4nparaaw. ten and REA&MTES ON7fdtSAtefNa(ZEDNnTKRFFERFM7AAGEtoff-7473rec1129(2At4 &MMUSE 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 6 the responsibility of the erector. Additional permanent bracing of the overall structure's the responsibility of the building designer. For general guidance reaardina Safety Infa malion available from Truss Plate Institute, 781 N. Lee OQ,p,OFESS/pN� CO 0� SOON Gi LU C 074486 c m * E 12-31-15 sT9T 1 FOFC March 19,2014 EF M7ek' 7777`G-,*e'-.n% rfrrT�Suite'f69'�' Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 34111-11 R41608482 3418 B_ T1 R Hip 1 1 Job Reference (optional) ory „ n - accw /.43V s Jul Z0 ZUl3 MI1 ex inausmes, Inc. i ue Mar l e 13:z2:1u 2014 Pagel ID:JEIFAewaPpRQ16UXtXmRfEzKo7A-OnNgHUBfu85UoWA8amOX2z6Edl UOnvSkDkdK?zZfgB 0. -s 8- 3 •3-1 -0.0 5-5-1 4.6-15 42-5 47-1 410.10 . M6-1-12 5-10.3 411-13 5-8.3 -2- 4.00 12 6x8 = 6x8 = 5x8 = 416 = 6x8 = 3x10 = 5x6 = Scale = 1:54.5 4x6 = 22 21 23 20 24 19 25 18 26 17 16 27 28 15 29 14 30 13 31 4x6 = 2x4 II US = 5x8 = 5x8 = 7x10 = 2x4 II 7x10 = 2x4 II l 13-8-0 l US = l l LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d TCLL 20.0 Plates Increase 1.25 TC 0.49 Vert(LL) -0.15 15 >999 240 TCDL 14.0 Lumber Increase 1.25 BC 0.74 Vert(TL) -0.51 14-15 >765 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.85 Horz(TL) 0.08 11 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G BRACING TOP CHORD BOTCHORD REACTIONS (lb/size) 1=55/0-M (min. 0-1-8), 19=2832/0-5-8 (min. 0-3-0), 11=1307/0-5-8 (min. 0-1-8) Max Horz 1=49(LC 6) Max Uplift 1 =1 66(LC 8) Max Grav 1=280(LC 19), 19=2832(LC 1), 11=1320(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=180/816, 2-3=0/1235, 3-4=0/2290, 5-6=1455/20, 6-7=-1479/20, 7-8=-1572/16, 8-9=-2307/0, 9-10=-2469/0, 10-11=-3051/0 BOT CHORD 1-21=742/155, 20-21=-742/155, 19-20=1170/26, 18-19=2288/0, 16-17=0/1545, 15-16=0/2431, 14-15=0/2431, 13-14=0/2821, 11-13=0/2821 WEBS 2-20=769/0, 3-20=0/470, 3-19=-1552/0, 4-19=-1730/0, 5-17=0/1834, 6-17=462/13, 7-17=-607/0, 7-16=0/774, 8-16=-1020/0, 8-15=01368, 8-14=296/123, 9-14=0/423, 10-14=-W/12, 10-13=0/348, 2-21=0/364, 5-18=1364/7, 4-18=0/2564 PLATES GRIP MT20 220/195 Weight: 224 Ito FT = 20% Structural wood sheathing directly applied or 3-6-2 oc purins, except 2-0-0 oc purlins (4-2-13 max.): 3-6, 7-9. Rigid ceiling directly applied or 44-6 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=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=166. 8) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. LOAD CASE(S) Standard 9?,OFESS/p�, S00/� o� � 2 LIJ i ty-C 074486 m EP.,^ 1 15 I it March 19,2014 A1AR AG-Verffrdesignparatifill and REAL"WIFSONIINISAWf,%UtXFZisNr7FXAFFe'RFMT..ArM9EIdft-X4T.iree11291.V.f4a9W.M. 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 ;� ek� is for lateral support of individual web members any. Additional temporary bracing to insure siabirity during construction a the responsibillity of the MI i erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding .v-r,..rfabrication:e7ocG�i'ee+iCTol; rage;7deliveryaereet�rrond!•brocing. van — Cxonponan?e.e+.<.s---..--_ r 'bre' 1a°cK-f�'ri�;'301fA'�I'C9"'— Safely In1*nrn on available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. CiWs Heights, CA, 95610 ilft t�'ErVat541usil3"'Is sazs8f� :w6.ses tu!¢t4�tastr wga.xAmt36rriif3rl] 4 twA[4'C Job Truse Truss Type b Ply 3418-A R41608483 3418 B_ T1_S HIPGIRDER 1 Job Reference (optional) on m n accw —,s dim—cuia m,,-rwusmes,—, , ue mar i o ia:u:.zuia ragei ID:JEIFAewaPpRQ16UXtXmRfEzKo7A-NIAZKBCoigknuH36MJbill p5AJEzSGeUMOJW7CZZfg6 3. QJ 0 0 4-St 3.6-15 2-11-6 2-11.6 3-10.10 3-10.10 0-8- 3-6-8 4-8.3 4-1.5 1-10-0 59-15 48.1 -2- Scale = 1:83.7 NAILED 4.00 12 5.6 = NAILED 6x8 = 5x6 — NAILED 4x6 = 2x4 II 4x6 = 6x8 ^ NAILED 3x10 = US = 5x6 = 12 4x6 = 30 26 31 25 3233 34 24 35 36 23 37 22 21 38 39 2R0 41 19 42 18 43 17 44 16 45 416 2x4 II 5x8 = JL26 JL26 5x8 = 7x10 —_ 4x4 = JL26 3x10 II 7x10 = 5x8 = 4x4 = 2x4 II - HJC26 JL26 4u6 = Special LSSHISTZ 4S1 8-0.0 1310-12 17-9-G 21-8-0 2 0 2510.8 30.611 34-8-0 38-515 42-315 47-0.0 4-11 3-6.15 5-10.12 3-10.10 3-10.10 0$ 8 4-8 4-1 5 1 '',- 15 4 8-1 Plate Offsets (X,Y): 17:0-24,0-3-81(19:0-5-0,0-4-81, (23:0-5-004-81 LOADING (psf) SPACING 2-M 'C"20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code IBC2009frP12007 LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x6 DF No.2 G WEBS 2x4 DF Stud G CSI DEFL in (loc) I/deft Ud TC 0.44 Vert(LL) -0.15 19 >999 240 BC 0.52 Vert(TL)-0.5019-20 >788 180 WB 0.47 Horz(TL) 0.07 14 n/a n/a (Matrix) PLATES GRIP MT20 220/195 Weight: 784 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-M oc purlins (6-0-0 max.): 3-7, 8-11. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (Ib/size) 1=-407/0-5-8 (min. 0-1-8), 24=7709/0-5-8 (min. 0-2-12), 14=2173/0-5-8 (min. 0-1-8) Max Horz 1=-52(LC 6) Max Uplift 1 =-457(LC 8) Max Grav 1=161(LC 21), 24=7709(LC 1), 14=2173(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=0/1701, 2-3=0/2401, 3-4=0/2199, 4-5=Of7800, 5-6=0/7800, 6-7=0/1898, 7-8=4830/0, 8-9=5386/0, 9-10=8167/0, 10-11=-6597/0, 11-12=6857/0, 12-13=-5404/0, 13-14=-5704/0 BOT CHORD 1-26=-1565/0, 25-26=-1565/0, 24-25=-4878/0, 23-24=1897/0, 22-23=0/4684, 21-22=0/5185, 20-21=0/8842, 19-20=0/8842, 18-19=0/8167, 17-18=0/4874, 16-17=0/5360, 14-16=0/5360 WEBS 2-26=21/261, 2-25=752/0, 3-25=1118/0, 4-25=0/4263, 4-24=-4356/0, 5-24=379/19, 6-24=7533/0, 6-23=0/3853, 7-23=7331/0, 7-22=0/2338, B-22=2452/0, 8-21=0/3718, 9-21=5121/0, 9-20=0/3662, 9-19=1346/0, 10-19=0/870, 10-18=-2119/0, 11-18=-2260/0, 12-18=0/3642,12-17=0/541,13-17=386/79 NOTES 1) 3-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 25-3 2x4 - 1 row at 0-5-0 oc, member 21-8 2x4 - 1 row at 0-7-0 oc, member 9-20 2x4 - 2 rows staggered at 0-4-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except (jt=lb) 1=457. 10) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonooncurrent with any other live loads. A KARWM-Verffjdes4a Parameter; and REAL WIESONTHISAM ri4C=151i NP7FICIZVEREMK7. ACE MR-74YI tel: V29110141 FRIVd7SF. Design valid for use only with MOek connectors. This design 6 based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the respomiblity of the buldnp designer. For general guidance reaardina Truss Plate Institute, 781 N. Lee QRpFESS/pN SOON o� c 2 i L C 074486 m * EX 12-31-15 T9TFOFCA �\P March 19,2014 MF MiTek' Citrus Heights, Heights, CA, 95610 Job Truss Truss Type Qty Ply 3418-A R41808483 3418_B_ T1 S HIP GIRDER 1 3 Job Reference (optional) umu, Indio, CA-92203 NOTES 7.430 s Jul 25 2013 Mfrek Industries, Inc. Tue Mar 18 13:22:16 2014 Page 2 I D: JEI FAewaPpR Q 16UXtXmRfEzKo7A-rxlo=DQT_seVWRd Iw17xH EMGwjaC Bjtdbg33XezZfg5 12) Use USP HJC26 (With 16d nails into Girder & 10d nails into Truss) or equivalent at 8-0-6 from the left end to conned truss(es) to front face of bottom chord. 13) Use USP JL26 (With 10d nails into Girder & NA9D nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 10-0-12 from the left end to 13-6-4 to conned truss(es) to front face of bottom chord. 14) Use USP LSSH15-TZ (With IOd nails into Girder & NA9D nails into Truss) or equivalent at 224-0 from the left end to connect truss(es) to front face of bottom chord, skewed 45.0 deg.to the left, sloping 0.0 deg. down. 15) Use USP JL26 (With 10d nails into Girder & NA9D nails into Truss) or equivalent at 23-8-12 from the left end to connect truss(es) to front face of bottom chord, skewed 0.0 deg.to the left, sloping 0.0 deg. down. 16) Fill all nail holes where hanger is in contact with lumber. 17) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 18) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3344 lb down at 25-10-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-68, 3-7=-68, 7-8=-68, 8-11=-68, 11-12=68, 12-15=-68, 1-14=-20 Concentrated Loads (lb) Vert: 3=137(F) 25=-719(F) 21=-703(F) 20=2689(1`) 27=137(F) 28=-137(F) 29=17(F) 32=-83(F) 34=-83(F) 35=-323(F) 39=255(F) A i1APMAG-tFerffydesgn Aaraaw.a?rs and RFAB AD7FS ON TWS AND EV..(9EF,141TFKRITERi7W AA,& Nff-74T3 me .I/29f2A.f4INTOWLINE Design valid for use only with Mi1ek connectors. 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 ity of the building desigFor general guidance regarding lebrioon miciflon available ge;Es Plate electie, 781 brocin reef, Suite 312, Alexan ri VA-22314.►9b&84�dk15�SI.DciLAng-componaa'w�.w,w•n:e==+ v:dip$ri�5eait�nE'S�Re'1Dg""m""Q"',•-.-. Safety InformaBon available from Truss Plate Institute, 781 N. Lee Sheet, Suite 312. Alezandria, VA JtS(! Citrus Heights, CA, 95610 1f5�',:_��--PIi�(•f'� - sea�6ro�r..fl6l�R44F301A twAtSC Job Truss Truss Type Qty Ply 341B-A R41608484 3418_13_ T1A Half Hip Girder 1 Job Reference (optional) omV, inmo, l:X - w"uJ /.4JU s JUI ZO eUi3 mt I ex Inausines, Ina I ue Maria 13:zz2U zu14 rage 1 ID:ItpEP9WCJUDSASPi5gblcuzKsevji SNvGxXDM3?2x39tBtR4WyBKrj7V3DWH1HgQzZfg1 4-6-11 10-0.10 154-9 20.8-8 26-0.8 I 29-7-7 34-0.8 352-8 48-11 54-0 5 4 S4A o 3.6-15 4S1 1-2-0 Special Special Special Special Special Special Special 44 = Special 3x4 = Special 3x4 = Special Special 5x6 = Special 46 = Special Scale = 1:60.7 Special 44 = 4.00 12 R 0 N O 3u 10 31 32 33 14 34 303a 3f 13 36 39 40 12 41 42 43 1144 40 10 46 2x4 II 6x8 = Special 7x10 = Special 4x6 = Special 4x4 = Special Special 7x10 = Special 3x4 = 3x4 = Special Special Special Special Special Special Special Special LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0.09 10-11 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.93 Vert(TL) -0.17 10-11 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.52 Horz( L) 0.02 8 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Weight: 358 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 DF No.2 G end verticals, and 2-0-0 oc puffins (6-0-0 max.): 1-6. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-M oc bracing: 12-13,11-12. REACTIONS (Ib/size) 16=1643/0-5-8 (min. 0-1-8), 12=4572/0-5-8 (min. 0-3-3), 8=824/0-5-8 (min. 0-1-8) Max Horz 16=75(LC 6) Max Uplift 16=21(LC 3) Max Grav 16=2101(LC 18), 12=6034(LC 22), 8=1131(LC 25) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-16=-1992/16, 1-2=1499/0, 2-3=-3234/31, 3-4=-1448/93, 4-5=0/3892, 5-6=-132710, 6-7=3003/0, 7-8=2991 /0 BOT CHORD 14-15=-29/2482, 13-14=-92/2475, 12-13=1238/0, 11-12=-1266/0, 10-11=011813, 8-10=0/2807 WEBS 1-15=0/2344, 2-15=1462/121, 2-14=0/1027, 3-14=0/1064, 3-13=1582/65, 4-13=0/3380, 4-12=3863/37, 5-12=3789/0, 5-11=0/3286, 6-11=-957/35, 6-10=0/1651 NOTES 1) 2-ply truss to be connected together with 1Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except If noted as front (F) or back (B) face in the LOAD CASES) section. Ply to ply connections have been provided to'distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=6.Opsf; h=13ft; Cat. It; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 16. 10) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) Graphical pur in representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. QROFESS/ON `��`��00 SOON 0 y UJIU C 074486 c rn *\ � l2 31-15 J* March 19,2014 dL WAMAG-Yerftr design parameters and RFAS AD TFS ON ififS AN MILTED NiTAIRFFFRFhYF WE KH-7473 rely. 1/29/20.1d mamm. Design valid for use only with MTek connectors. This design a based only upon parameters shown, and is for an individual building component. �■��I l�" Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 6 the responsibillity of the IYI �k" erector. Addipermanent tional peanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding _-�-•=r--.fakricbfientcgrrdi4yconhetr-eToracseFdeliveoYrereaiionncsdtxa.ang»esnwM--<+ _ itBcRding€omposrerst •-�--.-:--�,,. '7T7/die:eriE�`ad'L'�"i°eS9i$e�l'TO"`•.8••"�• Satey Informa8on available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria. VA 22314. I Citrus Heights, CA, 95810 tt5d _01' ..€Mk—&. �3e _ftra eseetarn,wateae srms4u..m.alre.ea�ela;m+f f*nq m�,.. Ar 9 Job Truss Truss Type Qty Ply 6 AR4163418B_ �J`o4bl T1A Half Hip Giber 12 Reference o tionat amc, mmo, uA - uzzus 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 13:22:20 2014 Page 2 ID:ItpEP9WCJUDSASPi5gblcuzKsev-i SNvGxXDM3?2x39tBtR4WyBKg7V3DWH1HgQzZfg1 NOTES 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 145 lb down and 35 lb up at 1-1-4, 145 lb down and 35 lb up at 3-1-4, 145 lb down and 35 lb up at 5-1-4, 145 lb down and 35 lb up at 7-1-4, 145 lb down and 35 lb up at 9-1-4, 145 lb down and 35 lb up at 10-6-8, 145 lb down and 35 lb up at 11-11-12, 145 lb down and 35 lb up at 13-11-12, 145 lb down and 35 lb up at 15-11-12, 145 lb down and 35 lb up at 17-11-12, 143 lb down and 35 lb up at 19-11-12, 143 lb down and 35 lb up at 21-11-12, and 143 lb down and 35 lb up at 23-11-12, and 159 lb down and 46 lb up at 26-0-8 on top chord, and 324 lb down at 1-1-4, 324 lb down at 3-1-4, 324 lb down at 5-1-4, 324 lb down at 7-1-4, 324 lb down at 9-1-4, 324 lb down at 10-6-8, 324 lb down at 11-11-12, 324 lb down at 13-11-12, 324 lb down at 15-11-12, 324 lb down at 17-11-12, 295 lb down at 19-11-12, 295 lb down at 21-11-12, and 295 lb down at 23-11-12, and 1631 lb down at 25-11-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-60, 6-9=60, 12-16=-50(F=-30), 8-12=-20 Concentrated Loads (lb) Vert: 6=159(B) 14= 83(B) 12=-83(8) 17=-145(B) 18=145(B) 19=145(131) 20=-145(B) 21=-145(B) 22=-145(B) 23=-145(B) 24=145(B) 25=-145(B) 26=145(B) 27=143(B) 28=143(B) 29=-143(B) 30=-83(B) 31=83(B) 33=-83(B) 34=83(B) 36=-83(B) 37=-83(B) 38=-83(B) 40=-83(B) 41=54(B) 43=-54(B) 44=-54(B) 45=690(B) A►14ARNM-Vefiffdesiga Saralrerers and REM 0DIFFS'JNMSAM Filill 111I7FXN15FFREW AAMNtUM] ML Sf29f20id8=F M1t5£ Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. � Applicabirity of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction's the responsibillity of the Mi t erector. Addpermanent Additional peanent bracing of the overall structure is the responsibility of the building designer. Fa general guidance regarding - ^ fabnomtion: ond>lxaeing ee AN6W-I1{ye P0?—G ik4wDSS--89�.Gomyanent'K--:—.-.u: ,.' Safety Informatlon available from Truss Plate Institute, 781 N. Lee Sheet Suite 312, Alexandria. VA 22314. iF'- --3tfm 6awYrarae ennrYfi.A. A—xw..—h..-^- -._-. rcefsaf^ ar,...af cn Citrus Heights, CA, 95610 Job Truss Truss Type aty Ply 3418-A' R41608485 3418 B_ T1B Half Hip 1 1 Job Reference (optional) r.4su s uw ze z01 a mi i ex muusmes, mc. i ue mar 1 s 13:ZZ:7l zU14 rage 1 ID:ItpEP9WCJUDSASPi5gbl cuzKsev-g56CoaHB3gcnEMSSHI DLXVcE47Y6bLmVzbWNIlzZfg? 49-5 138-12 18-3-4 24-0.8 27-11-5 � '�-0-8 25.2-8 49-5 8-11-7 4.6.9 5-9-4 3-10.13 6-1-3 1.2-0 3x4 = 2 6x8 = 4x4 = 4x4 = 4.00112 3 4 5 Scale = 1:62.4 M 6 13 14 12 15 11 16 10 17 9 18 4x4 = 6x10 MT20H = 7x10 = 5x8 = 2x4 11 6x6 = 9-3-0 1844 za-O-B z7-11-s 34-0-8 - - - - -- Plate Offsets (X,Y): (3:0-4-0 0-3.41 f12:0-4--0 0-3-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.66 Vert(LL) -0.34 11-12 >638 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.87 Vert(TL) -0.61 12-13 >360 180 MT20H 165/146 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 Horz(TL) 0.03 7 n/a n/a BCDL 15.0 Code IBC2009/TPI2007 (Matrix) Weight: 155 lb FT = 20% ' LUMBER TOP CHORD 2x4 DF No.t&Btr G BOT CHORD 2x4 DF No.t&BtrG WEBS 2x4 DF Stud G *Except* 1-13: 2x4 DF No. 1&BtrG BRACING TOP CHORD BOTCHORD REACTIONS (lb/size) 13=721/0-5-8 (min. 0-1-8), 11=2017/0-5-8 (min. 0-2-2), 7=65910-5-8 (min. 0-1-8) Max Horz 13=90(LC 7) Max Uplift 13=6(LC 4), 7=-39(LC 7) Max Grav 13=748(LC 10), 11=2017(LC 1). 7=659(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-820/29, 3-4=0/863, 4-5=-383/71, 5-6=-418/61, 6-7=-991/34 BOT CHORD 12-13=0/824, 11-12=18/423, 10-11=863/78, 9-10=0/878, 7-9=0/878 WEBS 2-13=935/152, 2-12=50/254. 3-12=0/660, 3-11 =11 4321109. 4-11=948/95, 4-10=-47/1326, 6-10=-714/11, 6-9=0/412 Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals, and 2-0-0 oc pudins (6-0-0 max.): 1-5. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=6.Opsf; h=13ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-" wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13, 7. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Q?,pF ESS/ON `��0 SOON OqZ, �� L C 074486 m * 12-31-15 1sT v �P gTFOF C March 19,2014 d PtARtQN6 -Verity des4f; Saranler;rs and READ MIES ON iftf5 AM htf%I EP, M17F/f RFFERM7 PAM Nff-Mn ML I/19/281489WI SE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component. OfApplicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Addtional temporory bracing to insure stability during construction a the responsibility of the MOW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding _,---fabr;cotiaerrgsmlitgesmtrol<storm_xdeRvery�emctionvndhxvanggcoraslk-=-iMdS'1�Ilb9e¢itlyEsBe#a;�iSS.r34x�eed.9Cdl�Odlnp;Component-r—�.n-,r..,� - �7�jgenfta�`�R`La'i1B;'Sut�'tb�""-""'"' Safely InformaFlo0 available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Hei hLS, CA, 95610 t!`Stss1"�--"`PYew±Cl;{+1 �s kxnbet.ffied .rss.>aa art.+ mrrswn.0111Mf2tf9 hl AV g Job Truss Truss Type Oty Ply 34111-p R416011486 3418_B_ TIC Hag Hip 1 1 Job Reference (optional) o �, m h accw r.4su s Jw za zuu mn ex mausmes, mc. i ue mar 1a I3:zz:z3 zul4 rage 1 ID:ItpEP9WCJU DSASPi5gb1 cuzKsev-8Hfb.,wlpgSkesWgeq?la3j8PjXyAKgOfCFFxHk7Zfg_ 2-10.7 30.11 15.2.15 22-0-8 27.7.2 34.0.8 35-2-8 2-10.7 6-2-4 6.2-0 6-39 5-6-10 6-5.6 3x4 = 3x4 = - 5x8 = 2 3 4 6xB = 5 4.00 12 Scale = 1:60.7 9 N O 15 ." „ ,, „' „' 12 ,, „ 10 "' g c' 4x4 = 4x6 = Sx6 = 3x4 = 5x8 = 3x4 = 2x4 11 Plate Offsets (X,Y): [4:04-0,0-3-01, f 12:0-2-0,0-3-41[14:0-3-00-3-41 LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.66 Vert(LL) -0.12 7-9 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.63 Vert(TL) -0.26 7-9 >711 180 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.03 7 n/a n/a BCDL 15.0 Code IBC2009ITP12007 (Matrix) Weight: 163lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc puriins, except BOT CHORD 2x4 DF No. i&Btr G end verticals, and 2-0-0 oc pudins (6-M max.): 1-5. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 15=683/0-5-8 (min. 0-1-8), 11=2098/0-5-8 (min. 0-24), 7=616/0-5-8 (min. 0-1-8) Max Horz 15=-105(LC 7) Max Uplift 15=-11(LC 4), 7=-43(LC 7) Max Grav 15=732(LC 10), 11=2098(LC 1), 7=616(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-654/41, 3-4=-443/60, 4-5=0/981, 6-7=830/30 BOT CHORD 14-15=0/445, 13-14=0/715, 11-13=264/64, 9-10=0/726, 7-9=01726 WEBS 2-15=749/98, 2-14=0/411, 3-13=503/51, 4-13=0/739, 4-11=1306/96, 5-11 =1 243/58, 5-10=0/563, 6-10=900/22, 6-9=0/449 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=6.Opsf; h=14ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15, 7. 8) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard 4?,OFESS/ON SOO � W CST ccC 074486 X * E 12-31-15 FOFC O / March 19,2014 di4ARWM-VerffydesigaParaineten and REM ADIFS ON7iffSAHDrA IZEr,,M17FKAFFERE14MAA:.EKrr-7473rec1129f20.i88TWIIISf. Design valid for use only with MTek connectors. This design is based only upon parametersshown, and is for an individual building component. � Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown ;� a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 6 the resporuibillity of the Id! erector. Additional permanent bracing. of the overall structure is the responsibility of the bulding designer. For general guidance regarding —fobdcatimwquarty, coc�rol.•storoy:. flel'wery; erectioncnd�braeing�oen�t(iPli-QuaB�6�87wrd-88SI�BuAdingLomponenl — a.._ t,!—,ter �11` f7'i1ira'NabaM- tIcli'8, u Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 1fEovtlseeelFel3Pi'erisi�stimffises m�.ffisaaslenaFwe:t3G/'n4ltarat; '0 Job Truss Truss Type�Qty 3418-A �PIY R41608487 3418_B_ T1D Hip 1 1 ' Job Reference (optional) BMC, India, CA - M03 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 13:22:24 2014 Page 1 I D:ItpEP9 WCJU DSASPi5gbl cuzKsev-cUDzDGJRbRsVTgFgOiGpcwhesxEQ3FZoRv?UpBzZffz 1-0.8 5.6-12 I --.-81Wo 250.B018 I 66920 3315 4.00 12 4x6 = 2x4 II 5x8 = I 9.0-0 l r I 3x4 = 6x8 = Scale = 1:62.9 2 h 0 LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 15.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2009/TPI2007 CSI TC 0.44 BC 0.88 WB 0.81 (Matrix) DEFL in Vert(LL) -0.29 Vert(TL) -0.63 Horz(TL) 0.01 (loc) I/deft L/d 7-9 >653 240 7-9 >296 180 7 n/a n/a PLATES GRIP MT20 220/195 Weight: 166 Ito FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No. 1&Btr G end verticals, and 2-0-0 oc puffins (6-0-0 max.): 2-5. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 10=218010-5-8 (min. 0-2-5),13=650/0-5-8 (min. 0-1-8), 7=608/0-5-8 (min. 0-1-8) Max Horz 13=-118(LC 7) Max Uplift 13=-15(LC 4), 7=-43(LC 7) Max Grav 10=2180(LC 1), 13=714(LC 10), 7=608(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=341/20, 3-0=-459/49, 4-5=0/882, 5-6=-468/62, 6-7=-098/57 BOT CHORD 11-12=0/606, 9-10=-473/69, 7-9=0/597 WEBS 2-12=-0/588, 3-12=415/103, 3-11=-315/56, 4-11=0/639, 4-1 0=1 226/81, 5-1 0=-1 076/80, 5-9=0/1076, 6-9=-498/110, 2-13=-773/66 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=6.Opsf; h=14ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 15.Opsf. ROFESS/� 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13, 7. �� O Soot' 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the2C 1 Bottom Chord, nonconcurrent with any other live loads. CJ� 2� 9) Graphical puriin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord.LU C 074486 LOAD CASE(S) Standard * E 12-31-15 9rFOFC O March 19,2014 A N/ARMW -VP. ffrdesiga paramemrs and READ AD TES ON TWS AN IM21CFdi Mi7FKREFc'RFAQE TAC.E MIT-7473 rec .1/29f20td BiiMlISE Design valid for use only with MTek connectors. This design B based only upon parameters shown, and is for an individual balding component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown ;� is for lateral support. of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiliity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MIiek' Q��fabica59-Gg a d&G$KuRdirg=ComPon mM- �«+.-..- -...®. 97�'i�r�09%alt `wrive X -:.—� < Safety Inlormalion available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Citrus Heights, H`we*ewe...tiLsn(kesn7bas'h atar..'uui rr...:.s.etm,r...nb,a<et,.,rn.. rrtrm. yarn a way ig CA, 95610 Job Truss Truss Type Qty Ply 34111-A R4160ti488 1 34188 TIE Hip 1 1 Job Reference (optional) 4.00 f12 auuo r.43U s Jul Zo Zul3 ml I eK Inausales, Inc. i ue mar 16 13:ZZ:z6 Z014 Pagel I D:ItpEP9WCJUDSASPi5gbl cuzKsev-YsLjeyLh736DjzOD W71HhLmxDlxMX8D5uDUbt3zzffx 6-9-8 i 143-8 1&0-6 1 26-2.5 3-9-0 7.6 o 3-9-0 11-13 7-10-3 1-2-0, i i Scale = 1:61.4 4x4 = 3x4 = i 3x4 = 4xl2 MT20H = 6 0 13 .' 12 .� .� ,• i „ ,� „ `� 10 9 " 4x4 = 2x4 II 3x10 = i 5x8 = WO = Sx8 = 9-0-0 i i i LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 ' BCDL 15.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2009/TP12007 CSI TC 0.58 BC 0.79 WB 0.86 (Matrix) DEFL in Vert(LL) -0.25 Vert(TL) -0.48 Horz(TL) 0.02 (loc) I/defl Ud 9-10 >740 240 7-9 >389 180 7 n/a n/a PLATES GRIP MT20 220/195 MT20H 165/146 Weight: 172 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puilins, except BOT CHORD 2x4 DF No. 1&Btr G end verticals, and 2-0-0 oc puffins (6-0-0 max.): 2-5. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 6-10 that Stabilizers and required cross bracing [MiTestamendsecom beinduring truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 10=2259/0-5-8 (min. 0-2-7), 13=699/0-5-8 (min. 0-1-8), 7=584/0-5-8 (min. 0-1-8) Max Horz 13=-124(LC 7) Max Uplift 13=16(LC 4), 7=-44(LC 7) Max Grav 10=2259(LC 1), 13=773(LC 10), 7=586(LC 11) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-410/33, 2-3=367/38, 3-4=-473/60, 4-5=0/755, 5-6=0/889, 6-7=-624/41, 1-13=785/47 BOT CHORD 11-12=0/587, 9-10=01510, 7-9=0/520 WEBS 3-12=-374/90, 3-11=-291/52, 4-11=01685, 4-1 0=-1 138/50, 5-10=-650/76, 6-1 0=-1 347/65, 6-9=0/506, 1-12=19/671 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=6.Opsf; h=15ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit between the bottom chord and any other members, with BCDL = 15.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13, 7. 9) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard & WAR W%-Verffrdesiga parafrtears aadREM ADT&"#iWSAtR7I.VaLMi D 14dTF7CREFf'Rft£EpR,: MIT-i4i3 rec Jf2912014&9W.LiS . - Des'ign valid for use only wish M1ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individualweb members only. Additional temporary bracing to insure stability during construction B the resporssibill'ity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fotxioafiar, t9oaRtpaotY,?ssk.�wcxt9ge;:�eFserq�rectiace®rdbracing, eons�AR�;@A.!1e$eclBy.aa59�&9�artct-86AI-�uBdQag�a-.a.,ranerC-.. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. q�OFESS/j SOO 610 ti LIJ C 074486 Df m t *\ )P.)2-31-15 /* Lp 9TF�F C March 19,2014 MiTOW Citrus Heights, CA, 95610 Job Truss Truss Type City Ply 34111-p R41608489 3418_B_ T1F Hip 1 1 Job Reference (optional) time, Inato, CA - 92203 7.430 s Jul 25 2013 M7ek Industries, Inc. Tue Mar 18 13:22:27 2014 Page 1 ID:ltpEP9WCJU DSASPi5gb1 cuzKsev-02v5rILKuME4L7zP3rpWEZJ7h8GCGhHF7tD8P Wzzftw 7-4-9 16-0-8 22-5-434-0.85-2-8 S0.8 2-4-1 6-4-12 5-2-3 6-5-1 1-2-0 Scale = 1:61.4 4XI Plate Offsets (X,Y): [4:0-54,Edgej, [5:0-3-0,0-3-0], [710-3-0,Edgej, (10:0-4-0 0-3-41 LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.54 Vert(LL) -0.27 11-12 >810 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.81 Vert(TL) -0.56 11-12 >387 180 MT20H 165/146 BCLL 0.0 ' Rep Stress Ina YES WB 0.49 Horz(TL) 0.01 7 n/a n/a BCDL 15.0 Code IBC2009frP12007 (Matrix-M) Weight: 174 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-4-8 oc pudins, except BOT CHORD 2x4 DF No. 1&Btr G end verticals, and 2-0-0 oc pudins (6-0-0 max.): 2-4. WEBS 2x4 OF Stud G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 13=771/0-5-8 (min. 0-1-8), 10=2185/0-5-8 (min. 0-2-5), 7=649/0-5-8 (min. 0-1-8) Max Horz 13=-131(LC 7) Max Uplift 13=13(LC 4), 7=32(LC 7) Max Grav 13=832(LC 10), 10=2185(LC 1), 7=650(LC 11) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-467/34, 2-3=393/49, 3-4=-430/67, 4-5=0/773, 5-6=539/46, 6-7=-1414/58, 1-13=874/35 BOT CHORD 11-12=0/601, 7-9=0/1513 WEBS 3-12=358/93, 3-11=354/63, 4-11=0/773, 4-10=-1483/76, 5-10=-807/83, 5-9=0/836, 6-9=391/92, 1-12=0/690 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=6.Opsf; h=16ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) The Fabrication Tolerance at joint 4 = 8% R()FESS/p 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. SooN �c 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will2C ) fit between the bottom chord and any other members, with BCDL = 15.Opsf. t cp �� 2C 8) A plate rating reduction of 20% has been applied for the green lumber members. tr 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) 13, 7. LU C 074486 � 10) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. EX 12-31-15 11) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. * LOAD CASE(S) Standard LP TgTFOF � \P CA March 19,2014 A KARRIAG-Verffr design parameters and REAM 107FS ON?W9 AM F4U LCLED K17K RFFFRF&a AA ;E KII-7473 mn t f1aI1014 SMI Et: LIM. Design valid for use only with M7ek connectors. This design is based any upon parameters shown, and is for an indvidual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown B for lateral support of individual web members any. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 'YI WOW .......-Aabricatiorr,�geali�rreantrdrsMeregerdetivergrereclion ondbroein9v�e�xtlid-da0.M8tsaleda,-DSBr84cnx406Se.Bw?lrJlngGamPanaM..,n._._a,��-+�,.;... �`�"j 77 rb"a�Ya- r%;.�58if@'S'09—�_..•-.—.. Citrus Heights, 91s, CA95610 Safety InformaRon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandda, VA 22314. H'PFttie.Ptrhroc_gymt3as9knsax�mlSusaarasur. nctadasftalwstsr Job Truss Truss Type 341B-q �IQtY�Ply R4160649D 3418 e_ T1G Hip 1 1 Job Reference (optional) BMC, Indio, CA • 92203 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 13:22:29 2014 Page 1 ID:ItpEP9WCJUDSASPi5gb1cuzKsev-zR1sG_NaP_UoaR7oBGs J OMHyx2kUUXbBiFUOzzffu 7•D-8 •} 14-D-B 20.4-3 2&2� 34-0-852-8 7-0.8 7-0.0 63.11 5-10.1 7-10.4 1.2.0 5x W 0 m d nn 1,7 A.A � r-t/-o I 14u-O i [u�-s Lo-L-a 39-U-tl LOADING (psi) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.98 TCDL 14.0 Lumber Increase 1.25 BC 0.85 BCLL 0.0 ' Rep Stress Incr NO WB 0.96 BCDL 10.0 Code IBC20091TPI2007 (Matrix-M) DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL)-0.2010-11 >999 240 MT20 2201195 Vert(TL) -0.53 8-9 >769 180 Horz(TL) 0.13 6 n/a n/a LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btf G TOP CHORD BOT CHORD 2x4 DF No. I&Btr G WEBS 2x4 DF Stud G BOT CHORD REACTIONS (lb/size) 12=1560/0-5-8 (min.0-1-11), 6=1620/0-5-8 (min. 0-1-12) Max Horz 12=137(LC 7) Max Uplift6=10(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1509/94, 2-3=-1957/138, 3-4=2123/126, 4-5=2931/122, 5-6=3662/112, 1-12=1498/98 BOT CHORD 1 0-11 =0/1 372, 9-10=0/2705, 8-9=31/3399, 6-8=31/3399 WEBS 2-11=597/121, 2-10=-39/863, 3-10=0/279, 4-10=-929/63, 4-9=0/535, 5-9=753/50, 5-8=0/361, 1-11=54/1561 Scale = 1:61.7 Weight: 172 lb FT = 20% Structural wood sheathing directly applied or 340-13 oc purins, except end verticals, and 2-0-0 oc purlins (4-6-1 max.): 2-3. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required Cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=6.Opsf; h=16ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by I-M wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6. 8) This truss has been designed for a moving Concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Graphical purlin representation does not depict the size or the orientation of the pur in along the top and/or bottom chord. LOAD CASE(S) Standard OQ?,OFESS/pNq SOON 0" C 2 I— LU C 074486 c rn *\ E1 15 �* \\F March 19,2014 AWARAM-Verlff de signparwmEten; and 9WMIFS Off 7HfSAMffsY2(MMM, REFFRE14MAOMMIr-74T3reeVaj20.tdsow..IM 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 two designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Mi%k� eci rector. Additional permanent brang of the overall structure is the responsibility of the building designer. For general guidance regarding ++za-.-,fabrieationsgeeli�scontrof. etcxege�elivery.erectivrrand-bracing-eonsugy�ualfly>v dlernrbSB,gAand'BESIBuIldlnpCompo;tenl+rr.—�•,er��.y- 7i�fie�uiteidb�""""` . Solely Informa8on available from Truss Plate institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95810 if'.Sbitdl�*!'�P8!le.Mka :� 1t,1D1�S smThaswa feafhe 006112011 bVAfSC Job Truss Truss Type Qty Ply 3418-A R41808491 3418 B_ T1H Hip 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 13:22:31 2014 Page 1 ID:ItpEP9WCJUDSASPi5gb1 cuzKsev-vgBchfOgxblVpkHAIguSOPUnfmdVCUtg2VBMYHzZffs Plate LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code IBC2009/TPI2007 CSI DEFL in (loc) I/deft Ud TC 0.60 Vert(LL) -0.19 11-12 >999 240 BC 0.85 Vert(TL) -0.52 9-10 >777 180 WB 0.51 Horz(TL) 0.15 7 n/a n/a (Matrix-M) LUMBER BRACING TOP CHORD 2x4 OF No. t&Btr G TOP CHORD BOT CHORD 2x4 OF No. 1&Btr G WEBS 2x4 OF Stud G *Except` BOT CHORD 1-13: 2x4 OF No.1&Btr G WEBS REACTIONS (lb/size) 13=1631/0-5-8 (min. 0-1-12), 7=1635/0-5-8 (min. 0-1-12) Max Horz 13=-144(LC 7) Max Uplift7=10(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1470/97, 3-4=-1888/154, 4-5=2124/119, 5-6=2993/122, 6-7=-3696/107 BOT CHORD 12-13=0/940, 11-12=0/1455, 1D-11=0/2765, 9-10=24/3430, 7-9=24/3430 WEBS 2-12=0/787, 3-11=56/849, 5-11=1033191, 5-10=0/530, 6-10=-715/43, 6-9=0/362, 4-11=0/284, 3-12=-414/64, 2-13=1697/94 PLATES GRIP MT20 220/195 Weight: 181 lb FT = 20% Structural wood sheathing directly applied or 3-0-3 oc puriins, except end verticals, and 2-0-0 oc purlins (4-4-10 max.): 3-4. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 5-11, 2-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=6.Opsf; h=17ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. LOAD CASE(S) Standard A l9ARAM-trerifrdesl7a Sarametars and RM ADTFS ONTHfSAM fNaWiED NfVKREFc'REWE AV4 NH -An rec t,/n/nld89{164FLiM.. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and B for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- 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. Fa general guidance regarding Safety Informa8on available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. It�SaatffitHaPkwenMovk'arilow-'s wrMad, a s6.5 Wwftoso�alftcdve, 06/fttj2M bVMW O9gQFESS/j SOON o` 2 2 U C 074486 M *\ 2-31-15 /* �e MiTek' f9f1'GiCen55c Le Citrus Heights, CA, March 19,2014 Job Truss Truss Type Qty Ply 3418-A R41606492 3418_B_ T11 Hip Girder 1 1 Job Reference (optional) BMC, Indio, CA - 92203 23-M 7.430 s Jul 25 2013 Mn`ek Industries, Inc. Tue Mar 18 13:22:34 2014 Page 1 I D:ItpEP9WCJUDSASPi5gb1 cuzKsev-JPglJhRjE W74gC01_pRg016GizfoPnLHkTQ09czzffp = 1:84.5 Plate Offsets (X,Y): [3:0-4-0 0-3.8], [4:0-4-0 0-1-12] [5:0-4-0 0-1-1 ] [8:0-4-0,0-3-41, [13:04-00-3-8] [14:0-4-00-3-0] f 16 0-4-0 0-3-8] LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.74 Vert(LL) -0.25 12-13 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.58 12-13 >694 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.79 Horz(TL) 0.14 10 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix-M) Weight: 228 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. t&Btr G TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc purtins, except BOT CHORD 2x4 DF No. 1&Btr G 2-0-0 oc purlins (10-0-0 max.): 5-6. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 4-5-7 oc bracing. WEBS 1 Row at midpt 3-16, 4-15, 8-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 1=179/0-5-8 (min. 0-1-8), 16=2744/0-3-8 (min.0-3-4), 10=1414/0-5-8 (min. 0-2-0) Max Horz 1=-82(LC 19) Max Uplift 1=803(LC 27), 16=228(LC 13), 10=-486(LC 15) Max Grav 1=1072(LC 28), 16=3052(LC 10), 10=1877(LC 10) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=2348/2898, 2-3=1818/3135, 3-4=1682/1131, 4-5=-229/387, 5-6=1031311, 6-7=198/355,7-8=-1845/445,8-9=-3212/899,9-10=-4438/1307 BOT CHORD 1-17=1639/1762, 16-17=-1617/1113, 15-16=2156/1045, 14-15=-1255/2031, 13-14=-1287/3483, 12-13=-1260/4198, 10-12=1260/4198 WEBS 2-17=01388, 2-16=937/56, 3-16=2607/289, 3-15=239/2373, 4-15=-1234/229, 8-14=-1061/86, 8-13=01533, 9-113=842/68, 9-12=0/363, 4-7=-1779/386, 4-14=108/1128 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=6.Opsf; h=17ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=803, 16=228, 10=486. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) This truss has been designed for a total drag load of 3300 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 4-0-0 for 825.0 plf. 10) Graphical puriin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. LOAD CASE(S) Standard AWARKA9G-Verffrdesgaparaw.mrsand RFAGADTFSON?Mfg AMBWa FI,NITFKREFFREM7PAGENII-7413teetl2912014 9'A4ft1Sf Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding �-�icatrora��mlityrnnirol'sta�+er-de'nvery;'E2C11011'and,b[aC'Irlg}GOr15Ult>v%AN�f/'�Pr��r}f{j�B�$�Ah*$IBIiBL�r�0iil�.: nM1ar. Safety Intormallon available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Q?,pFESS/ON SOON LU C 074486 G) m * 12-31-15 9TFOF C March 19,2014 MLR MiTek' Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 3416-A R41608493 3418 B T1J COMMON 2 1 Job Reference (optional) aml:, inaio, GM- uzzus /.4- 5 Jnl 4D ZU- ml I ex ino=nes, Inc. i ue mar l0 1 s:L :so ZU14 rage l ID:ltpEP9WCJUDSASPi5gbl cuzKsev-FnyVkNSzm7NowW985EUd5SBYAnK_tgdZCnv7EUzZffn 29-1 A 77 6-4-12 7-10-0 2-0-1 5-2-10 4-4-0 14- 4-0-11 5-9-12 0-1- 3 7-10-5 -2-0 0-7-8 Scale = 1:81.4 4.00 12 5x6 5 5x8 19 18 16 4x4 = .,., 4x4 = " " 13 ,,.. 12 2x4 II 7x10 = 6x12 = 5x8 = 5x6 = 4x6 = = 4x6 4x4 4x4 = i 7-10-3i 13-9-12 13-�1-9 33-2-3 39-1-11 47-0-0 � 7-10-3 ST 11-9 _1-13 19-2-10 Plate Offsets (X,Y): 13:0-3-0,0-3-01, j8:0-4-0,0-3-41, f10:0-2-9,Edge), f12:0-3-0,0-3-41, f17:0-5-9,0-3-41 5r 11-8 7-10-5 LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 1.00 Vert(LL) -0.39 16-18 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.83 Vert(TL) -0.81 13-16 >491 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.80 Horz(TL) 0.08 10 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix-M) Weight: 234 Ito FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF No.1&Btr G 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing: 14-15: 2x6 DF No.2 G WEBS 1 Row at midpt 6-16, 4-18 WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 10=1520/0-5-8 (min.0-1-10), 18=3020/0-3-8 (min. 0-3-4), 1=138/0-5-8 (min. 0-1-8) Max Horz 1=-91(LC 6) Max Uplift I =-79(LC 8) Max Grav 10=1520(LC 1), 18=3020(LC 1), 1=328(LC 17) FORCES (lb) - Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1147/872, 23=0/1532. 3-4=0/1538, 4-5=107410, 5-6=1125/0, 6-7=-1499/0, 7-8=-2623/0, 8-9=2619/0, 9-10=3314/0 BOT CHORD 1-19=794/1301, 18-19=794/12, 13-16=0/1677, 12-13=0/3067, 10-12=0/3067 WEBS 2-19=0/382, 2-18=-85717, 3-18=-324/59, 4-16=011265, 6-16=128310, 5-16=0/590, 7-13=0/1320, 8-13=-486/44, 9-13=-700/44, 9-12=0/351, 4-18=2623/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 3) 180.Olb AC unit load placed on the bottom chord, 29-0-0 from left end, supported at two points, 5-0-0 apart. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1. 8) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard " H'ARNPVG -Verffr design paraw.mrs and REAL i'A7ES OM Tttf5 AM fAU (ZED AR7FKREFEREM T Mr& Nrf-7473 rer. 11291201890=119.. Design valid for use only with MiTek connectors. This design B based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper incorporation of component B responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabFeation,^gaafily isr+ArOMaQ�,x*gr;'delivc=tyr'ereationand brocing:•cewseiM�sL4 C17•QueL asEe,95B-3inams"^gE§§rrBc `-rg Safety Information Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Q�OFESS/p�, SOO �N ti��c i U C 074486 G)m * E 12-31-15 �s� C(V \TFOFC F0 MF MiTek' 7r7T Gra7ll5-5if'ra eUd CiWs Heights, CA, 95610 March 19,2014 Job TrussTruss Type Ply 3418-A �:Qty R41808494 3418_B_ T1K COMMON 1 Job Reference (optional) 6MG, Maio, CA - nzzus 7,430 s Jul 25 2013 MITeK Inaustnes, Ina Tue Mar 18 13:22:33 2014 Page 1 ID:ItpEP9WCJUDSASPi5gb1 cuzKsev-CA3F93UDIld W9pJWDfW5AtGudaOKLZasf5OElNzzffl 29-1-8 -2-0 8�12 10-1-4 5-0.0 4-4-0 0-5-11$ 7-10-5 -2-0 0-7-8 Scale = 1:83.0 4.00 12 5x6 = 6 5x8 ZZ N''TT d _. 19 __ 18 __ __ _. 17 ._ __ _- _- .- --14 .... 4x6 2.4 II 7x10 = 7x10 = 4x4 = 4x4 = 5x8 = = 4x4 = 4x4 = 13 5x6 = 4x6 = 7.10.3 F 13-9-12 23-6-0 i 33-2^3 39-1:11 i 47-0-0 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 1.00 Vert(LL) -0.39 17-18 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.84 Vert(TL) -0.81 14-17 >491 180 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.08 11 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix-M) Weight: 236 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF No.1&Btr G *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 15-16: 2x6 DF No.2 G WEBS 1 Row at midpt 7-17, 5-18 WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=226/0-5-8 (min. 0-1-8), 18=3015/0-3-8 (min. 0-3-3), 1 1=152210-5-8 (min. 0-1-10) Max Horz 2=87(LC 6) Max Uplift2=67(LC 5) Max Grav2=365(LC 17), 18=3015(LC 1), 11=1522(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1182/867, 3-4=0/1519, 4-5=0/1526, 5-0=1079/0, 6-7=113310, 7-8=1508/0, 8-9=-2630/0, 9-10=-2626/0, 10-11=3322/0 BOT CHORD 2-19=789/1317, 18-19=-789/13, 14-17=0/1685, 13-14=0/3075, 11-13=0/3075 WEBS 3-19=0/381, 3-18=845/5, 4-18=-337/61, 5-17=0/1221, 6-17=0/601, 7-17=1285/0, 8-14=0/1318, 9-14=-485/44, 10-14=-700/44, 10-13=0/351, 5-18=2640/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 3) 180.0Ib AC unit load placed on the bottom chord, 29-0-0 from left end, supported at two points, 5-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will RpFESS/0 fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A rating reduction of 20% has been for the lumber �OQ N9� Soo plate applied green members. 7) Provide mechanical connection (by others) of truss to bearing capable of withstanding 100 lb 2. N plate uplift at joint(s) 8) This truss has been designed for �� 0 � ) a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads.LU C 074486 LOAD CASE(S) Standard W. 12-31-15 * r31J, �P 9TFOF C March 19,2014 A tY W&V-Verifydes4a Earaw.tErs and RM NOTES ON THIS AN rM2(lEEf, NITFKRVgRAY;E WE tilt-7411 rec 1129110.Y4 SEFLAt LM Design valid for use only with Mgek connectors. This design is based only upon parameters shown, and is for an individual building component. ��e Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown isfor lateral support of individual web members only. Additional temporary bracing to insure stability during construction's The responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the buildng designer. For general guidance regarding MiTek �---fabric.cst' +_m.4 available 12, Ali'Nandra. }A2231r7a�i3$4h.xd.8E-S9•BuBdln�E�mopsreueA.-- - - .— efro � Truss Plate erectie. 781 N. Safely Informa8on available from Truss Plate Institute. 781 N. Lee Sheet. SuBe 312. Alexandria. VA 22314. Suite '7T99�feei6it�C'�e�199'-��""•:•. �.ousE�crtD&re�1)asMasr'de macxrna.rh..esestan,sen.ex s.,�..w,me� srrs ncsm nm3ti..asar - Citrus Heights, Ig CA, 95610 Job Truss Truss Type Qryply 8-A R416OB495 �Jo`bl 3418_B_ T3A Hip Giber 12 Reference (optional) aml., Il101c, l.X • eL[US /.43U s JUI 40 "14 ml I eli houses, Inc. I ue mar 1 a is:ZZ:41 Zu14 rage 1 I D:ItpEP9WCJU DSASPi5gb1 cuzKsev-dlOn4W6bg?5OH25un3ooWuYuo2jYzsl L3cuvizZffi i_1-2_-0 11-io-10 15-7-7 1s-6-o 23-4-0 1.2.0 f 10-0 3-10-10 3-8-13 3.10-10 3-10-0 l 4x6 = Special Special Special Special Special 3x10 = Special 3x4 = Special 04 = Scale = 1:43.1 3x10 = is ri 1u y 8 6xB = Special WO = Special 3x4 = Special 7x10 = 4x4 II Special Special Special Special 8-0-0 11.10-10 115-7:7 19�-0 23-4-0 LOADING (psf) SPACING 21-0 CS' TCLL 20.0 Plates Increase 1.25 TC 0.42 TCDL 14.0 Lumber Increase 1.25 BC 0.80 BCLL 0.0 ' Rep Stress Incr NO WB 0.67 BCDL 10.0 Code IBC20091TP12007 (Matrix) DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL)-0.2011-12 >999 240 MT20 220/195 Vert(TL) -0.43 11-12 >643 180 Horz(TL) 0.09 8 n/a n/a LUMBER BRACING TOP CHORD 2x4 DF No. I&Btr G TOP CHORD BOT CHORD 2x6 DF No.2 G WEBS 2x4 DF Stud G BOT CHORD REACTIONS (lb/size) 2=2112/0-5-8 (min. 0-1-8), 8=2170/0-3-8 (min. 0-1-11) Max Harz 2=41(LC 4) Max Grav 2=2860(LC 14), 8=3154(LC 19) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-8189/0, 3.4=-7612/0, 4-5=-7185/0, 5-6=4214/0, 6-7=-4516/0, 7-8=-3020/0 BOT CHORD 2-12=Of7749, 11-12=0/8303, 10-11=0/8303, 9-10=0f7185 WEBS 3-12=0/2388, 4-12=961/116, 4-11=0/977, 4-10=1503/0, 5-10=0/1547, 5-9=3561/0, 6-9=0/1241, 7-9=0/4383 Weight: 242 lb FT = 20% Structural wood sheathing directly applied or4-6-13 oc puffins, except end verticals, and 2-0-0 oc puffins (5-14 max.): 3-6. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) 2-ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20 % has been applied for the green lumber members. 9) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 135 lb down and 38 lb up at 8-0-0, 135 lb down and 38 lb up at 10-0-12, 135 lb down and 38 lb up at 12-0-12, 135 lb down and 38 lb up at 13-9-0, 135 Itodown and 38 Ib up at 15-5-4, and 135 Ito down and 38 lb up at 17-5-4, and 179 lb down and 49 lb up at 19-6-0 on top chord, and 1638 Ito down at 8-M, 295 lb down at 10-0-12. 295 lb down at 12-0-12, 295 lb down at 13-9-0, 295 lb down at 15-5-4, and 295 lb down at 17-5-4, and 773 Ito down at 19-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard AWARIM-11,,V/designparameters and REV, WIFSONTHrSAte1,121MV,H[.TFKRFFFRF&aWEKff-74T3ML11nIT14ii cwtim. Design valid for use ony with MOek connectors. This design 6 based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown 'a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsibilliy of the erector. Additional permanent bracing of the overall structure is the responsibility of the buildng designer. For general guidance regarding '�^R'etion�ealilyecofrfrol atawe; deliveWerectioramk'.txoeirag cevrar! �s4N6fRBJkQua?tip4;stFmrtap®Sf1.Y.rMerdB65l nypGomponerrf-V. Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria. VA 22314. O9,?,OFESS/p�9 SooN Oy C 2 i UJ C 074486 rn * E 12-31-15 FOFC O March 19,2014 MF MiTOW Tr77e'tr L`8Ek'Lan�;`Sure'f419'�*,--�- _. Citrus Heights, CA, 95610 Job Trus TrussType Qty Ply E-AR41608495 �J3o`bl 3418B_ T3A Hip Girder 1 2 Reference (optional) BMC, Indio, CA-92203 7,430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 13:22:41 2014 Page 2 ID:ItpEP9WCJUDSASPi5gb1 cuzKsev-dlOn4VWbg?50H25un3ooWuYuo2jYzslL3cuvizZffi LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-68, 3-6=-68, 6-7=68, 2-8=20 Concentrated Loads (lb) Vert: 3=135(F) 6=-139(F) 12=-693(F) 11=54(F) 10=54(F) 4=135(F) 5=135(F) 9=-254(F) 13=-135(F) 14=135(F) 15=135(F) 17=-54(F) 18=54(F) 19=54(F) AIL WARWATs-Ver designparaae.tEnandREALMTF.5ONInNANIDM2.MFGNnFKREFEREACEPAGENIT-7473MLJ,I29/Ml4A9W.H&F Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsblity, of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability dudng construction is the responsibillity, of the Ml lek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding w�==tabdeotion;:geielty�ocatrol, stcrage.z�ilivdyrerectiomand-drawing?ec�reemA.r.#rd8!}SPF:e�a91yr 6Ci6alo,^®54.89�so�Bfi3tlaufldingEwnponen:�:-�.,..-•---air..6..a:I Safety Informallon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 H'Sn_-__y�wnr3filh�erfue'ie YAn eiaNa:n,vtPo��m,?Fa�meBuefRm rL:!lSAI MA i—A ti" Job Truss Truss Type Qty Ply 3418-A R41608496 3418 B_ T3B Hip 1 1 Job Reference (optional) �• � _'<�� r.4au s dw co culs mi i eK mausules, mc. rue mar 1 u 13:21:42 za14 rage 1 I D:IIpEPg WCJUDSASPi5gbl cuzKsev-4xJm?QXkMz7yeRdl SUal LjRfYBNDHUKSajMRR8zZffh -1-2-0 SS-1 10-0-0 17-6.0 234-0 1-2-0 5-5-1 4ii-15 7-6-0 5-10-0 W 6 6x8 = 4x8 = Scale = 1:43.0 4x4 = ,.. o 0 7 2x4 II 7x10 = 5x8 = 5x6 II 5-5-1 I 10-0-0 F 17-6-0 23-4-0 SS-1 4-6-1 7-6-0 5-10-0 Plate Offsets (X,Y): f2:0-3-5,Edge1 f7:Edge 0-3-91 f9:0-0-8 0-3-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.69 Vert(LL) -0.22 8-9 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.84 Vert(TL) -0.48 8-9 >580 180 BCLL 0.0 Rep Stress Incr NO WB 0.40 Horz(TL) 0.07 7 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 104 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puffins, except BOT CHORD 2x4 DF No.18Btr G end verticals, and 2-0-0 oc puffins (5-1-2 max.): 4-5. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-8 that Stabilizers and required cross bracing [MiTesle-mmendsr beintalled during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=1111/0-5-8 (min. 0-1-8), 7=1007/0-3-8 (min. 0-1-8) Max Horz 2=43(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2426/0, 3-4=1932/0, 4-5=-1400/0, 5-6=1521/0, 6-7=952/0 BOT CHORD 2-10=0/2231, 9-10=0/2231, B-9=0/1806 WEBS 3-10=01331, 3-9=584/19, 4-9=0/469, 4-8=-533/0, 6-8=0/1311 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. If; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, live loads. �oFESS/p k9� nonconcurrent with any other QQ 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. �� O Soot' LOAD CASE(S) Standard CO 0 G2 V LU C 074486 m E 12-31-15 * �jgTEOF March 19,2014 A H'AANM 40d[rdesign parameters and REAL MTES ON?Mfg AA47 iMaKED K1TEKRFFEREN E AAGE MR-703 ML 1129J28.19S9r0 IZE. Design valid for use only with MiTek connectors. This design B based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stobilify during construction B the responsibiliity of the Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding WOWerector. -+'-=fabricafionrquali4ycosirot,s}ocygarslefivery>erecfiarrand bracingresonst+i9.�*8e5l flwRd9n-j4,cmpon®M_.+--x� Safety Informa8on available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. =cy'M' H'SasutAaatet kanbes" alt6e art-4siw, tf6ltllt4tx] 4.:3seAf3� Citrus Heights, CA, 95810 0 Job Trus Truss Type pty Ply 3418-A R41608497 3418_B_ T3C Hip 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 13:22:43 2014 Page 1 ID:ItpEP9WCJU DSASPi5gb1 cuzKsev-Y7t8CmYM6HFoFaCU?C6Gb¢tHbkbOwbbpM5?_azZffg 0 273-000-201 r5 3611-2--0 650 2.4 II 4x6 = 5x6 = US = 3xio = Scale = 1:44.4 H 6x10 MT20H 11 Plate Offsets (X,Y): [2:0-3-5,Edgei, [4:0-2-8,0-0-121, [6:Edge 0-1-81, [7:0-3-9 Edge] f9:0-2-8 0-3-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.16 7-8 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.77 Vert(TL) -0.31 9-10 >886 180 MT20H 165/146 BCLL 0.0 ' Rep Stress Ina NO WE 0.47 Horz(rL) 0.07 7 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 107 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-11-13 oc purlins, BOT CHORD 2x4 DF No. t&Btr G except end verticals, and 2-M oc purlins (5-4-9 max.): 4-5. WEBS 2x4 DF Stud G *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 6-7: 2x4 DF No.1&Btr G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 7=1007/0-3-8 (min. 0-1-8), 2=1111/0-5-8 (min. 0-1-8) Max Horz 2=50(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2401/0, 3-4=-1624/0, 4-5=-1361/0, 5-6=-151810, 6-7=-918/0 BOT CHORD 2-10=0/2206, 9-10=0/2206, 8-9=0/1484, 7-8=-6/350 WEBS 3-10=0/378, 3-9=775/0, 6-8=0/1047, 4-9=0/476, 4-8=312/25 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, live loads. (t()FESSlp nonconcurrent with any other 9) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. �� O Sooty Fy LOAD CASE(S) Standard O2� ) �Z`� Lu C 074486 M E 12-31-15 * �T�TFOF March 19,2014 A WAANM -Verify design para r atom and READ h07E8 ON 7WS AN [A01FEi4 MEEK REFEREM7 .. AAGE Nit-74T3 re r lIZ91201499OR 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 6 responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding EYiI lek• •�-fabricationrgcregMscfitmikstd ge,�-riveWerection andbraafng conselYrrABIS+11sdCFM�Bmfa: DSB*B omPonQr,1:.. ��..,--a-.�-... v, a I.O�.,, a.;.;-.. �aR Safety Informa8on available from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria. VA 22314. 83`S�wEtl�vcP&tira•.!'"4:�ire6Er� d�ntifar4sf, - t�ffiii91.f±M�llarA4::9C Citrus Heights, CA, 95610 t0 Job Truss Truss Type aty�Ply 3418-A R41608498 3418_B_ T30 COMMON 3 1 Job Reference (optional) om�, maio, �H • azcua r.-u s um za 4u,4 - i ex inausmes, inc. i ue mar i o is:zz:ao zura rage i lcu ID:ItpEP9WCJUDSASPi5gbzKsev-VW vdSZceuVVMuLt7d8kyM3AMPNnUoLuGga52TzZffe r - -0 7-10.15 I 13-9-0 I 19-7.1 23-4-0 1-2-0 7-10.15 510.1 5-10-1 3-8-15 Scale = 1:41.3 4x6 = 4 13 5x8 = 3x4 = 7 4x6 = 4x6 = I 9-8-4 17-9-12 23-4-0 9-8-4 8-1.8 I 5.8-4 LOADING (psf) SPACING 2-3-0 CS1 TCLL 20.0 Plates Increase 1.25 TC 0.65 TCDL 14.0 Lumber Increase 1.25 BC 0.98 BCLL 0.0 ' Rep Stress Incr NO WB 0.58 BCDL 10.0 Code IBC2009/TPI2007 (Matrix-M) LUMBER TOP CHORD 2x4 DF No.t&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4.DF Stud G REACTIONS (lb/size) 2=1286/0-5-8 (min. 0-1-8), 7=1152/0-3-8 (min. 0-1-8) Max Horz 2=63(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2481/0, 3-4=2167/0, 4-5=-1610/0 BOT CHORD 2-9=0/2329, 8-9=0/1422, 7-8=0/1367 WEBS 3-9=519/90, 5-7=162010, 4-9=0/878, 4-8=-33/283, 5-8=0/259 DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.29 9-12 >960 240 MT20 220/195 Vert(TL) -0.61 9-12 >455 180 Horz(TL) 0.08 7 n/a n/a Weight: 100 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 3-8-11 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonooncurrent with any other live loads. LOAD CASE(S) Standard 4ROF ESS/0�, 5 ��40 SOON ��F� 10 v C 074486 c m" *\ )aj 2-31-15 /* March 19,2014 U WARNfM;-Yerftfdssign parameters and READ ACTESON7HESAte [M211 -R AfMKRFFERFMF WAGE Ilia-7473 ML 1129f28.14aid1via.. Design valid for use only with MTek connectors. This design is based only upon parameters shown. and is for an indvidual building component. ��R Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 6 the responsibillity of the MiTek� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding - -+'cr- abr,2atiarrs3seli vallable from ry co, Suite Alexandra, V 22314. �9eS1+0eoP.dkrgyonspa�ien4 ..,.R,�,�...�n-�7T7`7'OraEilE9'Ck'L�fl'2',`"a0il�fib�"-'� - fy<e ergs dal'roe erectleaa=arrd=�a ' Safely Information available from Truss Plate Institute, 781 N. Lee Sheet, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 ft'sd2tltal;�Fi'axg �.�: —_='- rt/leaeinGiaxut't�YatevntWefm -• _" rfi;7lY9fN'AlwiSC' Job Truss Truss Type Qty Ply 3418-A R41608499 3418 B T3E COMMON GIRDER 6 1 Job Reference (optional) BMC, Indio, CA - 92.203 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 13:22:46 2014 Page 1 ID:ItpEP9WCJUDSASPi5gbl cuzKsev-ziYHgoaEPCeN62w3hKfzVZbLnpi5DEi2VKKfavzZffd i1-2-0 , 42-13 10-8-13 13-9-0 16-11-3 23-3� 27d-0 ,28-B-0, 1-2-0 4-2-13 6-0-0 3-2-3 3-2-3 6-41 42-12 1-2-0 Scale = 1:50.2 . US = 15 14 _ - - 11 - - 10 44 = 2x4 II 5x8 = 3x6 = 2x4 II Plate Offsets (X,Y): [5:0-2-0,Edge], f14:04-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.61 Vert(LL) -0.28 14-15 >998 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.98 Vert(TL) -0.88 14-15 >314 180 BCLL 0.0 Rep Stress Ina NO WB 0.70 Horz(TL) 0.10 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 130 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-7-13 oc puriins. BOT CHORD 2x4 DF No.1&Btr G `Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 12-13: 2x6 DF No.2 G WEBS 1 Row at midpt 4-6 WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=1256/0-5-8 (min. 0-1-8), 10=898/0-5-8 (min. 0-1-8), 8=726/0-3-8 (min. 0-1-8) Max Horz 2=55(LC 6) Max Grav 2=1256(LC 1), 10=1122(LC 8), 8=746(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23=3061/0, 3-4=2179/0, 5-6=-281/0, 6-7=2153/0, 7-8=1619/0 BOT CHORD 2-15=012849, 14-15=0/2849, 11-14=0/1987, 10-11=0/1514, 8-10=0/1514 WEBS 3-15=01380, 3-14=938/10, 4-14=0/476, 4-6=-1782/0, 6-11=0/298, 7-11=0/1100, 7-10=962/6 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) 180.01b AC unit load placed on the bottom chord, 13-9-0 from left end, supported at two points, 5-0-0 apart. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20 % has been applied for the green lumber members. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-68, 5-9=68, 2-10=20, 8-10=-50(F=30) Concentrated Loads (lb) Vert: 13=90 12=90 AWAFAM-VerffrdesfynSaram m-nand REM MIESONIWSAMP tX-EDMITFKPFFERFIOMA4MMR-7473fPLvlg/20.149m Lm Design valid for use only with MTek connectors. This design S based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding e ..--f+alsmatiom. ueldyosrttrah�bsage;derr�ry re¢tiomm�d�brvein�•earxX�cF-ANS7TPF1 eBh�Ei +ailerfvt96B•B4aad6GSk3ow6ng Compone4- Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. QgOFESS/pN CO��Soo OO LU C 074486 G)rn *\ EXP1231-15 l* \6 F EF MiTek' "7g'GWft9F%WuMd Citrus Heights, CA, 95610 March 19,2014 Job Truss Truss Type Qty Ply 34111-q R41808500 3418_B_ TV Common 1 1 Job Reference (optional) cuzKo mi i ex mausmes, mc. i ue mar i a i s:":no [uiq rage i ID:ItpEP9WCJU DSASPi5gb1 sev-z YHgoaEPCeN62w3hKfzVZbLKpntDCO2VKKfavzZffd 'i 7-2-0 I 7-10-1s I 13-9-0 1s7-1 z7$o 1-2-0 7-10-1s 5.10-1 110-1 7-10-1s Scale = 1:48.5 4x6 = 4 7 _ 4x4 = 6x8 = 3x4 = 3x4 ' US i 9-8-4 17-9-12 23-3.4 27-6-0 9.8.4 8-1-8 ttR 4- -1 rx Yr ra�n_rLa FAnol ra�n�_n n_��1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) -0.15 2-9 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.67 Vert(TL) -0.60 2-9 >465 180 BCLL 0.0 Rep Stress Incr NO WB 0.81 Horz(rL) 0.07 7 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 111 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.t&Btr G TOP CHORD Structural wood sheathing directly applied or 3-6-12 oc puffins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 DF Stud G 6-0-0 oc bracing: 6-7. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 6=14/0-3-8 (min. 0-1-8), 2=1118/0-5-8 (min. 0-1-8), 7=1398/0-5-8 (min. 0-1-8) Max Harz 2=59(LC 5) Max Upfift6=62(LC 7) Max Grav 6=72(LC 8), 2=1118(LC 1), 7=1398(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2271/0, 3-4=1965/0, 4-5=-1414/0, 5-6=0/640 BOT CHORD 2-9=0/2074, 8-9=0/1237, 7-8=0/1207, 6-7=-524/0 WEBS 3-9=-095/80, 4-9=0/858, 5-7=-2102/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-" wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-68, 4-6=68, 2-10=20, 10-11=60, 6-11=20 QROFESS/0N SOO � 2 LIJ cr_C 074486 c �F March 19,2014 A WARNING-Yediydaj4a urammin and REAL AG TFS ON?HfS AN fM2t 6FD AlMWFFR -F AAM 1011-7473 ML 1129120.T8 agwit7SE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applcabirity of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsibillity of the MiTek� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding w•>++-fabricaHeer,�ue'i!y�orsfra6-s;wvye!�efrvery; ereativrrard>L�eing-conmlh-�kMN�.5�„W06D�ecBIg.EMedv�95..-9�®rest.BCSI8s8dIngKcompsononl=.r�.�:...�.,,.�...s.:,. `Glee;'F'ib3"u'F43'Te.`8LTl�1iJtY = "�` Safety Informa8on available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95810 H'6myshS.mxWETAkkwwtnarlant.N.s-..taeEeuush.e. e.e..e...rs.rm. san7.:nrr r9 Job Truss russ Type Qty Ply 3418-A R41608501 3418_B_ T3G Common 1 1 Job Reference (optional) BMC, Indio, CA- 92203 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 13:22:48 2014 Page 1 ID:ItpEP9WCJUDSASPi5gblcuzKsev-v5g1FTcVxpu5MM4RolhRa hhrr-P2h5hKyepmfozzftb -1-2-0 7-10-15 13-9-0 19-7-1 2�-0 1-2-0 7-10.15 s-10-i f s-10-1 3-8.1s Scale = 1:41.3 4x6 = 13 5x8 = 3x4 = 7 4x8 = 6x8 = g-s-a e-1-8 t e o-a1 Plate Offsets (X,Y): 19:0-4-0,0-3-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.63 Vert(LL) -0.29 9-12 >960 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.94 Vert(TL) -0.58 9-12 >484 180 BCLL 0.0 Rep Stress Incr NO WB 0.86 Horz(TL) 0.09 7 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix-M) Weight: 100 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 2-7-0 oc puffins, except BOT CHORD 2x4 DF No. 1&Btr G end verticals. WEBS 2x4 OF Stud G BOT CHORD Rigid ceiling directly applied or 4-3-13 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=1143/0-5-8 (min. 0-2-2), 7=1024/0-3-8 (min. 0-1-12) Max Horz 2=84(LC 13) Max Uplift2=-847(LC 9), 7=-569(LC 12) Max Grav 2=2013(LC 8), 7=1653(LC 7) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4748/2431, 3.4=-3246/1201, 4-5=-1903/523, 5-6=-614/587 BOT CHORD 2-9=2340/4430, 8-9=-890/2231, 7-8=678/2050 WEBS 3-9=481/100, 5-7=-2441/933, 4-9=0/819, 4-8=-417/553, 5-8=-298/572 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=847, 7=569. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the �OQROFESS/p�,� � Soo l Bottom Chord, nonconcument with any other live loads. 8) This truss has been designed for a total drag load of 3900 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 23-4-0 for 167.1 plf. C 074486 LOAD CASE(S) Standard E 12-31-15 * sTgTFOF 0F��\P March 19,2014 AWAR1E &G-Ilerlfrdesignparametersand REMI WTFSAIMRIM AMIAII216Ftit4ITKREFEREWW&NIF-7473lee1129(?Ole fItSF Design valid for use only with Mgek connectors. This design is based only upon parameters shown, and is for an individual building component. �� Applicability of design parameters and proper incorporation of component Ls responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek - '� �falxieatiar!r goali�+eonkd^�s}wege, efeiiczry, aetionnnd•bracingaeere^sN�++FeN61FPN=@um8pls .gtea•e758=B9and 8QLsk SvW. np4;osveponert4 ..+..-- +.= Safety Informalion available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandra. VA 22314. p-e_.,.�__V,'. llsa 'kmxsn�t_t�e WMSIVMa twt[se Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 3418-A R47608502 3418_B_ T3H Common 4 1 Job Reference (optional) age, I D:ItpEP9WCJU DSASPi5gb1 cuzKsev-NHEQTpc7i7DyzVfeMSCg7CDsb01HQdLUBIYJBEzZffa 0 -1_-Z-0 f 7-10.15 , 13-9-0 19-7-1 23-0-n 1-2-0 7-10.15 5-10-1 510-1 3-B-15 Scale = 1:41.3 4x6 = 4 13 Sx8 = 3x4 = 7 4x6 = 4x6 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TIC 0.63 Vert(LL) -0.29 9-12 >960 240 MT20 2201195 TCDL 14.0 Lumber Increase 1.25 BC 0.94 Vert(TL) -0.58 9-12 >484 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.51 Horz(TL) 0.07 7 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix-M) Weight: 100 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-0-11 oc purlins, except BOT CHORD 2x4 DF No.t&BUG end verticals. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required truss bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1143/0-5-8 (min. 0-1-8), 7=1024/0-3-8 (min. 0-1-8) Max Horz 2=84(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2205/0, 3.4=1926/0, 4-5=-1431/0 BOT CHORD 2-9=0/2157, 8-9=0/1264, 7-8=0/1215 WEBS 3-9=-461/80, 5-7=1440/0, 4-9=0/780, 4-8=30/275 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.O1b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard QgOF ESSipN� CO(t�OOO 500/,( O`��i C !� LU C 074486 c M * 12-31-15 �TFOF C March 19,2014 A►M'ARtdM-Veffrysesignparameters and REM ACTESONWSAdR1ING..IffiF&K1.VKRFFFa:RR4MM^xEMR-i471re.L.V291;?g14 T4VU9. Design valid for use only with M7ek connectors. This design 6 based only upon parameters shown. and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding WOW �ek• xfabricaM1on;,�ror7n available from Plate erection -ant+. Lee tr eomxM -M exan ria. V r-22314.zASB 4Aav�-0@SI-Beibing6omponent.••:. ,w:... �n�.:. :'i'Y/5-ure i, a`J{fe Safety Inforrna8on available from Truss Plate institute, 781 N. Lee Street. Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 M`3os�ffieeoPkfe(3r�EtseLes'§morlvsa4 dam: f3EIfl1T38L45rwf' Job Truss Truss Type Qty Ply 341BA R416g851)3 3418 B_ T3.1 Common 1 1 Job Reference (optional) -•• ,•,�,-, ��- ��-� IUC mar 1013:/1;Ga GUIq rage 1 1 cu'Ksev-NHEQTpc7i70yzVfeMSCg7CDgdOIJQZFUBIYJBE7Zffa ID:ItpEP9WCJIJDSA�W,9�1b -1-2-0 7-10.15 13-9-0 1-2-0 7-10.15 5-70.1 5.10-1 3-8-15 Scale = 1:41.3 5x6 = 4 14 2x4 i 6x8 = 3x4 = 7 4x6 = 4x6 = LOADING (psf) SPACING 3-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.76 Vert(LL) -0.25 8-9 >999 240 MT20 2201195 TCDL 14.0 Lumber Increase 1.25 BC 0.94 Vert(TL) -0.64 8-9 >432 180 BCLL 0.0 Rep Stress Incr NO WB 0.78 Horz(TL) 0.11 7 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix-M) LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G BOT CHORD REACTIONS (lb/size) 2=1710/0-5-8 (min. 0-1-13), 7=1540/0-3-8 (min. 0-1-10) Max Horz 2=125(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3467/0, 3-4=-2892/0, 4-5=-2159/0 BOT CHORD 2-10=0/3181, 9-10=013055, 8-9=0/1903, 7-8=0/1830 WEBS 3-10=0/575, 3-9=7281101, 5-7=-2174/0, 4-9=0/1165, 4-8=-37/313, 5-8=0/352 Weight: 106 Ito FT = 20% Structural wood sheathing directly applied or 2-9-14 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-" wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf: 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard QRpFESSIpN� 1��0� SOOro �r L C 074486 c M E�2-31-15 /* t *\ OF March 19,2014 A tt'ANMA,G-Yerifydesiga parame rva and READ AWES ON IWS AM hV..(ZR, MITFKAFFFREMT Mrr.E MIT-7471 me .tIT.9f20.14119rdD4 . VV. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an indvidual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members any. Additional temporary bracing to insure stability during construction is the responsibillity of the MT®k' erector. Additional permanent ional peanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardng = �s�fatraieatl .7eelit7rce 1arv9e-de:rvery,Yereckorxcmdbrvcing; +' Sir7tfEioeS�Rs71xs1or9698 BGShBvW-ng 6om9oneni-+s.. _+. w�.. 717i� 2Y5'acfilane, �uT�'C6g"-�c .. Safety Informotion available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 tt'Sniti�IIififf£S�k+C'� -hL..tSe.3e�' 9t5R5JS aR ffioaa06t81.f�7d7tiifSt' Job Truss russ Type Qty Ply 3416-A R416g8504 3418SL T3K Common Girder 1 1 Job Reference (optional) cmc, maio, uA-v"us er, ID:ItpEP9WCJUDSASPi5gblcuzKsev rUoog9dlTR8pbfEgwAkvFPmzxQ5Y9_WdQylsjgzZffL -1-2-0 7-10.15 13-9-0 I 79-7-1 234-0 1-2-0 7-10.15 5-10.1 570.1 3-8-15 Scale = 1:41.3 �1 0 54 = 4 14 2x4 i 6x8 = 3x4 = 7 3x10 = 4x6 = LOADING (psf) SPACING 3-0-0 CSI TOLL 20.0 Plates Increase 1.25 TC 0.85 TCDL 14.0 Lumber Increase 1.25 BC 0.94 BCLL 0.0 ' Rep Stress Incr NO WB 0.90 BCDL 10.0 Code IBC2009/TPI2007 (Matrix-M) DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.25 8-9 >999 240 MT20 220/195 Vert(TL) -0.64 8-9 >432 180 Horz(TL) 0.11 7 n/a n/a Weight: 106 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD BOT CHORD 2x4 DF No. 1&Btr G WEBS 2x4 DF Stud G BOT CHORD REACTIONS (lb/size) 2=171010-5-8 (min. 0-2-3), 7=1540/0-3-8 (min. 0-1-14) Max Horz 2=84(LC 13) Max Uplift2=306(LC 9), 7=151(LC 12) Max Grav 2=2046(LC 8), 7=1784(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-0=-4392/665, 3-4=3399/361, 4-5=2344/129, 5-6=274/259 BOT CHORD 2-10=652/4058, 9-10=-572/3738, 8-9=-7/2273, 7-8=-237/2154 WEBS 3-10=0/575, 3-9=747/119, 5-7=-2564/286, 4-9=0/1178, 4-8=-184/401, 5-8=-60/486 Structural wood sheathing directly applied or 2-4-5 oc purlins, except end verticals. Rigid ceiling directly applied or 8-4-8 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=306, 7=151. 7) This truss has been designed for a moving concentrated load of 250.011b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 23-4-0 for 64.3 plf. LOAD CASE(S) Standard KARKM-Yerffr-*sign Aarwww-rs and REAL AOTFS ONTfffS AM V0.00 NI7WRFFEREM7 AAGF NIF-7473 mt. S/29/Z0.14 YfO LU.. Design valid for use only with Mnek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicabirity of design parameters and proper incorporation of component is responsibility of building designer- not true designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsiUllity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding N. Lee Street, Suite 312. Alexandria. VA 22314. s;;a 12HM& 0610IT 013 bvALSC QROFESS/so ply ti i U C 074486 c rn t *\ E 2-31-15 J* OF MiT®k' 7r77 ree—ni �i'i Citrus Heights, CA, March 19,2014 Job Truss Truss Type ally 3418-A JPly R41608505 3418_B_ T4_C GABLE - 1 1 Job Reference (optional) BMC, Indio, CA- 92203 7.430 s Jul 25 2013 MTek Industries, Inc. Tue Mar 18 13:22:51 2014 Page 1 ID:JEIFAewaPpRQ16UXtXmRfEzKo7A-JgMAuVeNEkGgDppOTtFBCdJEsq, iuQgneclQG7zzffy -1-2-0 SS-12 12-7-15 19-8-7 25-4-0 1-2 0 SS12 7-2-4 7-0-B 57-9 1 �1 d 2.4 11 5x6 = 5x8 = 9 18 8 19 7 20 Scale = 1:44.2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.46 Vert(LL) -0.20 10-11 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.40 10-11 >587 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.96 Horz(TL) 0.06 8 n/a n/a BCDL 10.0 Code IBC2009ITP12007 (Matrix) Weight: 110 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G 'Except' TOP CHORD Structural wood sheathing directly applied or 3-8-9 oc purlins. 5-6: 2x6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 5-6-3 oc bracing. BOT CHORD 2x4 DF No. 1&Btr G MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 DF Stud G be installed during truss erection, in accordance with Stabilizer [installation OTHERS 2x4 DF Stud G guide. REACTIONS All bearings 5-9-8 except Qt=length) 2=0-5-8. (lb) - Max Horz 2=91(LC 14) Max Uplift All uplift 100 lb or less at joint(s) 9 except 2=-359(LC 9), 6=-500(LC 16), 8=-423(LC 25) Max Grav All reactions 250 lb or less at joint(s) 8 except 2=1291(LC 8), 6=601(LC 20), 9=1435(LC 8), 7=331(LC 34) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3032/951, 3-4=-1632/535, 4-5=1841/741, 5-6=-1518/1671 BOT CHORD 2-11=-88012775, 10-11=880/2775, 9-10=1008/785, 8-9=-649/489, 7-8=-584/424, 6-7=1496/1438 WEBS 3-11=0/373, 3-10=995/38, 5-10=143/1401, 4-10=0/303, 5-9=-1238/136 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable studs spaced at 14-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9 except Qt=lb) 2=359 6=500, 8=423. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) This truss has been designed for a total drag load of 2300 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 19-0-0 to 25-4-0 for 363.2 plf. LOAD CASE(S) Standard A WARN M-Vedfrdesipn parameters and READ AD7FSONIWSAM Lt .(9;9, MITEKREFERFIl f A4BENIr-7473 mt. V2912014&gUV b . Design valid for use only with Mlrek connectors. This design is based only upon parameters shown, and B for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction o the respomibiliity of the erector. Additional permanent bracing of the overall structure a the responsibility of the building designer. For aenerol guidance reaardino Truss Plate Institute. 781 N. Lee Q?,OFESSj S00/� 2 i C 074486 G)M * E 12-31-15 sTgTFOF March 19,2014 MiTek' Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 3418 A R41606506 3418 B_ T4_D Special Truss 5 1 Job Reference (optional) aml., ...... l.N..LLus I RJu s Jul . ""J mi I ex Ina -es, Inc. I ue mar l0 14:L :aZ ZU14 rage l I D:JEIFAewaPpRQ16UXtXmRfEzKo7A-nswY5rf??2OXgzOD1 bmNkgrPGDnOduiwtGnzozzzftX -1-2-0 5-5-12 12-7-15 19-8-7 F 254-0 1-2-0 1112 7-24 7-0-8 Scale = 1:44.6 5x6 = 4 3x6 = y Is 3x6 = 2x4 11 5x8 = 2x4 II LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.22 7-8 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.88 Vert(TL) -0.54 8-9 >557 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.92 Horz(TL) 0.12 6 n/a n/a BCDL 10.0 Code IBC2009lfP12007 (Matrix) Weight: 103 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 3-10-1 oc puffins. BOT CHORD 2x4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 6=1092/0-5-8 (min. 0-1-8), 2=1195/0-5-8 (min. 0-1-8) Max Horz 2=56(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2739/0, 3-4=1865/0, 4-5=-1865/0, 5-6=-2769/0 BOT CHORD 2-9=0/2534, 8-9=0/2534, 7-8=0/2565, 6-7=0/2565 WEBS 3-9=0/367, 3-8=918/8, 5-8=-951/21, 4-8=0/654, 5-7=0/371 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard WARNZ-Yedfrdes4aparaw.mrsand READW7F5ON7HISAMIM21MEDIff7FXREFEREM7PAGE fdfi-7473refsS/29;20.148r#di/ ISF. Design valid for use only with Wek connectors. This design is based only upon parameters shown, and is for an individual balding component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respomibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding available from Truss Plate Institute, 781 N. QROFESS/pN SOON O� � L C 074486 M *\ E- I -31 15 �* OF W'^ MiTek' Y777'�ftB7i6bdrtfl Citrus Heights, CA, March 19,2014 Job Truss Truss Type Qty Ply 3418-A R41606507 3418 B_ T4_E GABLE 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 13:22:54 2014 Page 1 IID:JEIFAewaPpRQI6UXtXmRfEKo7A-kF1JWXgFXfeF4HXb9Oorg2F5x-4n-0vl W5wWDKaG4sRzZffV 12-745 1510-1-12210 7.26-1 SS15 �1 6 Scale = 1:45.4 CONN. OF GABLE STUDS BY OTHERS. 4x6 = 3x4 = 4x8 = 12 11 10 3x6 27 14 28 13 5x8 = 5-5-12 I 10.9.15 , 12-7-15 1S3.15 19-10-1 25-4-0 r 5-5-12 5-d-3 ' 1.1M1n ' 2-Rn Plate Offsets (X,Y): f3:0-3-0,Edgel, 17:0-3-12,0-0-01111:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) -0.08 10 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.65 Vert(TL) -0.23 10-11 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.33 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code IBC2009frP12007 (Matrix) Weight: 135lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G *Except* TOP CHORD Structural wood sheathing directly applied or 3-7-6 oc purlins. 6-7,3-6: 2x6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 DF No. 1&Btr G JOINTS 1 Brace at Jt(s): 5 WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 DF Stud G be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 5-9-8 except (jt=length) 9=0-5-8. (lb) - Max Horz 2=53(LC 13) Max Uplift All uplift 100 lb or less at joint(s) except 2=237(LC 9), 14=126(LC 25), 9=-203(LC 12) Max Grav All reactions 250 lb or less at joint(s) 14 except 2=600(LC 8), 13=1099(LC 8), 9=1112(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1287/704, 4-6=1055/453, 6-7=764/283, 5-13=1100/0, 5-7=903/0, 7-8=1896/362, 8-9=-2954/651 BOT CHORD 2-14=709/1238, 13-14=-487/1001, 12-13=-257/1821, 11-12=0/1515, 10-11=-312/2423, 9-10=-609/2726 WEBS 8-11=-769/22, 4-13=596/102, 7-11=0/527, 8-10=0/344, 5-12=0/323, 5-11=404/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Lumber DOL=1.00 plate grip DOL=1.00 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 237 lb uplift at joint 2, 126 lb uplift at joint 14 and 203 lb uplift at joint 9. 10) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 25-4-0 for 59.2 plf. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 QROFESS/pN S00/� o� c 2 i LU C 074486 G)m *`�� 31 15 /* 0 �rl _V� 0��;/ March 19,2014 AtY.OM&G-Verfffdes4aparanetersand RWADTFSONTWSAMf+X2f&�MI7FKRF�RFr#�Pd^ufNR-7473res..;1T.4J2P.t®86rOJPEi15f. ' Design valid for use only with MOek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiT®k• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding <4Naia�tiar. gweMy'conTrolrstera3e+�rl'wary; erectiomand.LRaesicg=eonsulMsa+peHEIAW 9y��F.4F 6A E�a9 ®wit+BC#F@aBdn�6ompnnenf -' --..-+ �r•.� . 7777TG19ffVJW=ft'$uft&V0V-- - Safety Infor p=n available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 H't Plru±M111XV16"19 P*.�RLw u 3fmsp.WMerBus nrslAi-f3[ti'1liwiWr" Job Truss Truss Type Qty Ply 34111-A R41608507 3418_B_ T4 E GABLE 1 1 Job Reference (optional) aMC, InaID, CA-97203 LOAD CASE(S) Standard 7,430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 13:22:55 2014 Page 2 1 D: J EI FAewa PpR Q 16UXtXmRIEzKo7A-C Rbhjthulzm5iQ6oijJ4MTTyfRsLq NI MZE?d PuzZffU d H'ARKM-VeriTfdesign sarammrs and RW M TFS Off WES AM MMEG tfMRFFEREW PAGE MIT- 7473 ML {/2V20.148✓3r(DWLU Design valid for use only with Mgek connectors. This design 6 based only upon parameters shown, and is for an individual building component. � Applicability of design parameters and proper incorporation of component a responsibility of building designer- not truss designer. Bracing shown a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the 14t erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding WOW �-- briavtion:rque!ity:cs®ntrolrstoraye�cJelivery*erteatic>wlmmdsbrocingsca!salt-x*r/1k69pP#TYeehng$�FBroB�ingComponc-nhw-.rw..a:u.,�r-=.f-s_.. entiaElFG Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, ii3;rx .1tF4'reetS h91 "'.t s�. ar�Mesr nBn�Ree ffiJO1.M196vdlCG Job Truss Truss Type QtY Ply 34111-A R41608508 341E_6_ T4A Common 1 1 Job Reference (optional) om�, maio, �N • ezzw r.aau s um zo zur a mi i eK mausmes, mc. i ue Mar i o is:ZZ:ou 2ui4 rage r I D:ItpEP9WCJU DSASPi5gbl cuzKsev-geg3xCi W3HuyJah_GQrJvgOz8r9oZotWoulBxKzZffT -1-2-0 7-7-15 12-7-15 20-0-0 1-2-0 7-7-15 5.0.1 7-4-1 4x6 = 4 Scale = 1:36.3 so 3x6 2x4 11 5x8 = 6x10 MT20H I I Plate Offsets (X,Y): [2:0-4-1,0-1-81, [5:Edge 0-2-4) [6:0-3-9,Edgel, 17:0-4-0 0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 1.00 Vert(LL) -0.20 2-8 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.89 Vert(TL) -0.46 2-8 >517 180 MT20H 165/146 BCLL 0.0 ' Rep Stress Incr NO WB 0.46 Horz(TL) 0.06 6 n/a n/a BCDL 10.0 Code IBC2009rrP12007 (Matrix) Weight: 86 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-11-15 oc purlins, BOT CHORD 2x4 DF No. 1&Btr G except end verticals. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Ada. REACTIONS (lb/size) 2=965/0-5-8 (min. 0-1-8), 6=860/0-5-8 (min. 0-1-8) Max Horz 2=51(LC 14) Max Uplift2=-366(LC 9), 6=178(LC 12) Max Grav 2=1336(LC 8). 6=1092(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2967/1007, 3-4=1639/498, 4-5=1524/350, 5-6=-1006/218 BOT CHORD 2.8=-969/2672, 7-8=-011/2170, 6-7=537/744 WEBS 3-8=0/390, 3-7=834/25, 47=40/393, 5-7=-329/1178 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 366 lb uplift at joint 2 and 178 lb uplift at joint 6. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 20-0-0 for 75.0 pit. LOAD CASE(S) Standard &WARNMi-VerdydesigaparametersandUABMTFSON?HIS AM[AM (ZED NnFXRFFFRMTPAGE Xlf-7473feaS/29f20.t4S9rdD 113E. Design valid for use only with M7el, connectors. This design is based any upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stabirity 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 Informallon available from Truss Plate Institute, 781 N. Lee QROF ESSI pN SOON 0. ti i U C 074486 G)m * E 12-31-15 9TFOFC �pF March 19,2014 Mi%k` 7771-011lelifSait$''T09 Citrus Heights, CA, 95610 Job Truss Truss Type Ply 341s-AR4160B509 F(,).ty 3418 8 T48 Common 1 Job Reference (optional) oms., Inaro, l.N • aeeus r.4ju s aurzo zul3 mi i eK rnausmes, Inc. i ue mar l is i3:zz:ar Za14 Pagel I D:ItpEP9WCJUDSASPi5gbl cuzKsev-BgjR8Y8pa0pxkGAgBMYRuZB?EV21FGf1 YUkTmzZffS -1-2-0 7-7-15 12-7-15 r 20-D-0 21-2-0 r 1-2-0 7-7-15 SO-1 7-4-1 1-2 0 1 n 0 Scale = 1:37.0 4x6 = 4 44 = 7 2x4 11 Sx8 = 6x10 MT20H I I Plate Offsets (X,Y): [5:0-2-15,0-2-81, ]7:0-3-9,Edge], f8:0-4-0 0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.99 Vert(LL) -0.20 2-9 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.89 Vert(TL) -0.45 2-9 >518 180 MT20H 165/146 BCLL 0.0 ' Rep Stress Incr NO WB 0.45 Horz(TL) 0.04 7 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 88lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-0-1 oc puffins, except BOT CHORD 2x4 DF No. 1&Btr G end verticals. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=962/0-5-8 (min. 0-1-8), 7=956/0-5-8 (min. 0-1-8) Max Horz 2=73(LC 6) Max Uplift2=-18(LC 4), 7=2(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1833/40, 3-4=-1077/60. 4-5=1102156, 5-7=-873/127 BOT CHORD 2-9=10/1657, 8-9=-10/1657 WEBS 3-9=0/390, 3-8=813/32, 4-8=0/374, 5-8=0/805 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=6.Opsf; h=13ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 18 lb uplift at joint 2 and 2 lb uplift at joint 7. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the O ROFESS/C q Q N Bottom Chord, nonooncurrent with any other live loads. � 0 SOON F� LOAD CASE(S) Standard 0 01.7 2C ��O UJ C 074486 M 12-31-15 * CIV �Q OFCA March 19,2014 A WSORN %-Verffrdesiga parameters ant: REAR f0l!ES ONWTSAX f'4R7.11I.ETi MITEKRFFERE&U AAM MIt-7473lea v..OV ..Tlnl2Olg&7 Design volid 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 MIS@k' •u*^+ -«w'.+*++o•fabneation;-Gualitycr�rsf�l;sbtage;^delivey: erection+and brcinc3�eevs '°'f,x7§5/T SB•89rond��ES!?laEl Hng-Cn��ponerii:..-+r». +..A+---._ ++ - • y t9aCkT�n-e,`5ffl19'fb'9`^ _"^a. �,n. —2.., Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 8`Stssesl� lis)�u.FSlskhx�e� -.a t(Mdw �xs�.aaK aanYNnrat�rtxkue rlY;7121 f]A93iw3E�' Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 3418-A R41608510 3418_B_ T5A COMMON 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.430 s Jul 25 2013 MTek Industries, Inc. Tue Mar 18 13:22:58 2014 Page 1 I D:ItpEP9WCJU DSASPi5gbl cuzKsev-cOHpMujmau8gZurMOrtn_55VgeuS1 mapFCEH?DzZffR -1-2-D 5-4-2 10-0-0 1a-7-1a 20-0-0 71-z-o i 1-2-0 5-4-2 47-14 47-14 5-4-2 1-2-0 �1 0 4x6 = 16 Sx6 = 3x4 = 20 3x6 = 3x6 = Sole = 1:37.0 Plate Offsets (X,Y): [2:0-3-0,Edge1, [6:0-3-0,Edge], [9:0-3-0,0-341 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.22 Vert(LL) -0.16 8-9 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.68 Vert(TL) -0.35 8-9 >678 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.19 HOrz(rL) 0.06 6 n/a n/a BCDL 10.0 Code IBC2009lrP12007 (Matrix-M) Weight: 78 lb FT = 20 LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-9-0 oc pudins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=963/0-3-8 (min. 0-1-8), 6=963/0-3-8 (min. 0-1-8) Max Horz 2=39(LC 6) Max Uplift2=-7(LC 4), 6=6(1-C 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1924/72, 3-4=-1716/61, 4-5=1710/60, 5-6=-1923/72 BOT CHORD 2-9=-9/1779, 8-9=0/1244, 6-8=-10/1779 WEBS 3-9=322/76, 4-9=0/630, 4-8=0/626, 5-8=325/77 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=6.Opsf; h=12ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7 lb uplift at joint 2 and 6 lb uplift at joint 6. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOADCASE(S) Standard OQ?,oFESS/��9 �i O sooty CO C 074486 m E 12-31-15 * sTgTFOF March 19,2014 A H'ARN &G - Vedfrdesfga pamw. ten and READ A0IFS ON Wfg AN fAKI.l NM95Fc'I4E E ACE MR- 7473lac I1291ZOldBBr{fR LM 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 construcfion is the responsibillity, of the Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding WOWerector. :--fobricatlya-gacli4yeoishat-staege; dei'ivev^�arectiorcedixec4tg:cser�rnatk�IByE•rtfs+ta;�50.8@e:*4BC-SI+BuBding6omponant>-=....+.r�...�. TFGfBe`riO3tn3$Pl"; SCrI�'I08` '•."'--±6T .' Safety Inform=n available from Truss Plate Imtitute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. gS fK�q 9Qh .ems Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 341E-A R41606511 3418_B_ T5B Common 2 1 Job Reference (optional) �• _�� co<uiemiiexmeusrnes,mc. iuemana,s:zz:oazusc ragel I D:ItpEP9WCJUDSASPi5gbl cuzKsev-4CrCZEkOLCGXA2QZxZ00XJefW2CUmDkyUszrYf7ZffQ 14&11 20-0-0 I 12 2� 1-2-0 5-0-2 47-14 49-12 5-2-5 1-2-0 �1 d Scale = 1:37.0 4x6 = 4 US = 5x6 = 3x4 = US = i 6.9-10 13-2-5 i 20-0-0 _ fi.9-10 6�-11 6-9-11 Plate Offsets (X Y): (2:0-1-5 Edge1 (6:0-1-6 Edge1, (9:0-3-0,0-3-4) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.29 Vert(LL) -0.16 8-9 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.76 Vert(TL) -0.34 8-9 >699 180 BCLL 0.0 Rep Stress Incr NO WB 0.20 Horz(TL) 0.06 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 78 Ito FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-6-1 oc purlins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=958/0-5-8 (min. 0-1-8), 6=958/0-5-8 (min. 0-1-8) Max Horz 2=39(LC 7) Max Uplift 2=-13(LC 4), 6=-13(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1985/47, 3-4=-1750/37, 4-5=1751/37, 5-6=-1986/47 BOT CHORD 2-9=0/1821, 8-9=0/1258, 6-8=0/1822 WEBS 4-8=0/650, 4-9=0/649, 3-9=334/73, 5-8=335/74 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=6.Opsf; h=12ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 13 lb uplift at joint 2 and 13 lb uplift at joint 6. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard U H6CW&S-Yerffr,-sign aamaretera and REAL WIFS'JN TFtf9 AN IM%IfFD N1TFKRFFFRFMT.. Mr.F NX7473 mt. 1/291:016 &9r014 . dV Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicabirity of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown 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 ogeneral guidance regarding a]ne=...:. rz a...e.�e.fntyies,fi�nn+Rn,nifivcc,nlnaMrfe.rn...».dnF..a,...�.a,-.4i...�n,..d.L.�..,:�s •.�•••-nu..��^•. .••• ..cs �.0 _e,-n_n-n___ ______� from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. QROFESS/ON S00l� L C 074486 m *� E�31 15 f �FO MiTek` 797'YL�'erySS�.'ah�;`SU Citrus Heights, CA, 95610 March 19,2014 Job Truss Truss Type Qty Ply 3a18-A R41608512 3418_B_ T5C Common Supported Gable 1 1 Job Reference (optional) on ....... — vccw 4av s Jui co cu i s mi I ex noes, mc. i ue mar 1 o 10: L:44 ZU14 rage 1 ID:IlpEP9WCJUDSASPi5gblcuzKsev-Dluv QAeyBXPkMEQHBWOW✓VZ3yEKGJBNreYIHHwzZdln I -1-2-0 9-11-15 20-M 21-2-0 ' 1-2-0 ' 9-11-15 10-0-1 1-2-0 Scale = 1:36.2 4x4 II 4x6 = 9 10 3x4 = 28 27 29 26 30 25 31 24 32 23 33 22 34 21 35 20 36 19 37 18 38 3x4 = 5x6 = 20-M Plate Offsets (X Y): 13:0-3-0,Edgej f9:0-2-0,0-2-01, f15:0-M,Edge1 j23:0-3-0 0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.22 Vert(LL) 0.00 16 n/r 120 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.28 Vert(TL) 0.01 17 n/r 90 BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(TL) 0.01 22 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 100 lb FT = 20% LUMBER BRACING ' TOP CHORD 2x4 DF No.1 &Btr G 'Except` TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 3-9,9-15: 2x6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 DF No. 1&Btr G MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 DF Stud G be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 20-0-0. (lb) - Max Horz 2=-36(LC 19) Max Uplift All uplift 100 lb or less at joint(s) 23, 18, 20, 21, 27, 25, 24 except 2=242(LC 12), 19=182(LC 40), 26=-180(LC 30), 16=235(LC 15) Max Grav All reactions 250 lb or less at joint(s) 19, 26 except 2=459(LC 11), 23=312(LC 46), 22=309(LC 47), 18=51O(LC 40), 20=325(LC 49), 21=31O(LC 48), 27=508(LC 30), 25=325(LC 44), 24=311(LC 45), 16=446(LC 10) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-839/781, 3-4=-685/683, 4-5=522/482, 5-6=-405/396, 6-7=-299/295, 11-12=-314/309,12-13=-418/404,13-14=543/491,14-15=-678/679,15-16=844/779 BOT CHORD 2-28=401/772, 27-28=-581/617, 27-29=-431/472, 26-29=-381/422, 26-30=-321/369, 25-30=-281/322,25-31=231/272,20-35=-248/286,20-36=298/336,19-36=-338/376, 19-37=-398/436,18-37=-448/486,18-38=-598/636,16-38=748/786 WEBS 14-18=-286/55, 4-27=-279/49 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=6.Opsf; h=12ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 14-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 23, 18, 20, 21, 27, 25, 24 except (jt=lb) 2=242, 19=182, 26=180, 16=235. 11) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 12) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 20-0-0 for 75.0 plf. 9?,oFESS/pN S00/� 0 y C 074486 c M *\ EX 115 �* March 19,2014 dK4 MAG-Verffrdesignparame.mrsandRWMTFSONTW9AMVU.IZEDKMKFkWRFNZM5F.Mif-7473ML.f/29f?0.148HUMI.M. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. ��• Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction 6 the responsibillity of the • erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MI iTekk . •-fabricatian�clity�amteahsfotvges'dalPrery; ere�ionemdLaaaicr�teonsu8-'a"ANS$�6M2ne�1=C�ada; D6B56A8uIIdIng;Cwmpen�aS-�.-+-.,•. =.w.m.� '7977 Gf�cnS�E'iFf�'72r "5difcy'48g...+,•.. -. Salefy InformaBon available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. A Citrus Heights, CA, 95610 r4 S.----i+faua[3g4 E�.aw4u.r7e wertwsw. elex"u.�.usee.s—ad..m. wm.:a.a terms esnr a. —orlon+ 9 Job Truss Truss Type Qty Ply 341A R41608512 lJobaReference 3418_B_ T5C Common Supported Gable 1 1 (optional) HMG, Inalo, cA - Yzzuj 1.430 s Jul 25 Z013 MrreK Indusmes, Inc. rue Mar 18 15:32:44 2014 Page 2 ID:ItpEP9WCJUDSASPi5gbl cuzKsev-Dluv_QAeyBXPkMEQHBWDW WZ3yEKGJBNreYIHHwzZdln NOTES 13) No notches allowed in overhang and 20200 from left end and 20200 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. LOAD CASE(S) Standard &WARNM-110d[Fdesignparametrxsand REM WIFS 0NTHUANDWISED MMRFFFRFraAW.lift-I4nrer..1,129(2014RRR W. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not 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 renardina 781 N. Lee MiTek' T77i"�i eE"iT4ddk'L�II2;'S2 Citrus Heights, CA, 95610 Job Truss Truss Type Qly Ply �3418-A R41608513 341E B TB A GABLE - 1 Job Reference (optional) BMC, Indio, CA - 92203 7.430 s Jul 25 2013 MTek Industries, Inc. Tue Mar 18 15:32:56 2014 Page 1 ID:JEIFAewaPpRQISUXtXmRfEzKo7A-tbdRV WJ97t2iAC9k_ijq?135S30v7OQcPQCwiEzZdlb B-7.1 12-10-0 -1-2-0 5-1-0 10-0 11-4-7 11 0 1.2-0 5-1A 0-9.0 9-i 4-M 43- 1-2.0 Scale = 1:44.8 CONN. OF GABLE STUDS BY OTHERS. 4x6 = 3x10 11 4x4 I I 3x10 11 4 5 6 4x4 II 4x6 = 4x6 = 4x4 II i 4-11-3 , Cr8-13 11-8-0 4-11-3 1-110 111-3 Plate Offsets (X,Y): f2:0-2-15,0-2-81 (3:0-3-0,Edgel f5:0-2-0 0-2-01 (7:0-3-0 Edgel f8:0-2-15 0-2-81, (10:Edge 0-3-91 LOADING (per SPACING 24)-0 CSI DEFL in (loc) I/deft Ltd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(L-) -0.06 12-13 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.42 Vert(TL) -0.10 12-13 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.94 Horz(TL) 0.00 10 n/a n/a BCDL 15.0 Code IBC2009/TPI2007 (Matrix) Weight: 138 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1 &Btr G *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, 3-5,5-7: 2x6 DF No.2 G except end verticals. BOT CHORD 2x4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF No.1 &Btr G `Except` MiTek recommends that Stabilizers and required cross bracing 2-12,8-11: 2x4 DF Stud G be installed during truss erection, in accordance with Stabilizer OTHERS 2x4 DF Stud G Installation guide. REACTIONS (lb/size) 13=728/0-3-8 (min. 0-1 -11). 1 0=728/0-3-8 (min.0-1-11) Max Horz 13=118(LC 11) Max Uplift 13=-883(LC 9), 10=-883(LC 12) Max Grav 13=1581(LC 8), 10=1581(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1078i726, 3-4=409/198, 4-5=533/301, 5-6=-533/300, 6-7=-409/198, 7-8=1078f726, 2-13=1502/944, 8-1 0=1 502/944 BOT CHORD 13-32=-247/268,32-33=4091429,12-33=-726/746,12-34=-1241380,11-34=1241380, 11-35=-675/702,35-36=358/385 WEBS 2-12=-1078/1454, 8-11=-1079/1454, 4-12=-683/598, 6-11=-683/598 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 14-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 15.Opsf. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 0=1b) 13=883, 10=883. 10) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 11-8-0 for 128.6 plf. 12) No notches allowed in overhang and 20000 from left end and 20000 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. ,LW4 WM-VerifrdwipparamefFrsandR68AC7FSONIMSAM[AU(ZEGNR7KRi;FiRFAi> AC4MR- 1413(ecVAI-2014BW.4 LM Design valid for use only with MBek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent brocing of the overall structure is the responsibility of the building designer. For general guidance regarding Suite 312. Alexandria. VA 4ROF ESS/p y SOON 2 Lij G)C 074486 rn *� EX� 1122-31-15 /* MiTek' Citrus Heights, CA, 95610 March 19,2014 Job Truss Truss Type Ply 3at6-A J0ty R41608514 3418_B_ T6 B Common Truss 4 1 Job Reference (optional) oMc, malo, cc - V2 UJ 7,430 s JUI 25 2013 Miiek Industnes, Inc. Tue Mar 18 13:23:05 2014 Page 1 ID:JEIFAewaPpRQ16UXtXmRfEzKo7A-vMCTgHp9x21 hurtjlpVQmaub2TlnAxBrsoQ9IJzZffK i -1-2-0 5-10.0 11-8-0 12-10-0 ' 1.21 If. 5-10-0 . 1-2-0 ' e 2 4x6 = 4.00 12 8 ' - 6 4x4 II 3x10 = 44 II 5-10-0 11-8.0 Scale = 1:43.4 Plate Offsets (X,Y): 16:Edge,0-3-91 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TIC 0.60 Vert(LL) -0.09 7-8 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.51 Vert(TL) -0.14 7-8 >949 180 BCLL 0.0 Rep Stress Ina NO WB 0.20 Horz(TL) 0.00 6 n/a n/a BCDL 15.0 Code IBC20091 P12007 (Matrix) Weight: 79 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btf G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No. 1&Btr G end verticals. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 8=706/0-3-8 (min. 0-1-8), 6=70610-3-8 (min. 0-1-8) Max Horz 8=116(LC 4) Max Uplift8=28(1-C 3), 6=-28(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-0=339/58, 3-4=339/58, 2-8=-577/55, 4-0=-577/55 WEBS 2-7=0/323, 4-7=0/323 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 15.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 8, 6. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard 1► WARKAG-11enf73esiga aarametars and REAL ADTFS ON 7W9 AM 7A4 .00ED dM7.7FK915FERfN E WtaF KH-7473 fea 1129110.14 Bffavali Design valid for use only with Mrrek connectors. 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 respomiblity of building designer- 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 Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria. VA 22314. QROFESS/pN SOON 2 L C 074486 rn EXP ,1 -31-15 �* �F �1^ MiTeW 7977-Gtlo16 mb Citrus Heights, CA, March 19,2014 Job Truss Truss Type Oty Ply 3418-A R41608515 3418_B_ T7_A Hip Girder . - 1 Job Reference (optional) BMC, India, CA- 92203 7.430 is Jul 25 2013 MiTek industries, Inc. Tue Mar 18 13:23:07 2014 Page 1 I D:J EI FAewaPpR O16UXtXmRfEzKo7A-d KD EzgPTfH O8G 15PEXuRzl3Gu3epw7 K5vGq Bzzffl 45-1 8-0-0 13-0-0 16-&15 21-0-0 + 22-2-0 i 451 38-15 5-0.0 3-6-15 4-5-1 1-2.0 6x8 = NAILED Special NAILED NAILED 5x6 2x4 6x8-= JL26 JL26 7x10 = 2x4 I HJC26 HJC26 4x6 = Scale = 1:37.8 4-5-1 3:11-15 5-0-0 3-6-15 4-5-1 Plate_Offsets (X,Y): f1:0-11-7,Edge1, f6:0-3-3,0-0-01, f9:0.4-8,0-4-8l, f10:0-3-9,0-4-81 _ LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.25 Vert(LL) -0.21 9-10 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.91 Vert(TL) -0.45 9-10 >555 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.38 Horz(TL) 0.10 6 n/a n/a BCDL 10.0 -Code IBC2009/TPI2007 (Matrix) Weight: 207 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or4-9-13 oc purlins, except BOT CHORD 2x6 DF No.2 G 2-0-0 oc purlins (5-0-8 max.): 3-4. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=1919/Mechanical, 6=2031/0-5-8 (min.0-1-8) Max Harz 1=-43(LC 6) Max Grav 1=2808(LC 14), 6=2862(LC 19) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-8128/0, 2-3=-8390/0, 3-4=-7864/0, 4-5=-8250/0, 5-6=-7893/0 BOT CHORD 1-11=0/7710, 10-11=0/7710, 9-10=017856, 8-9=0/7454, 6-8=0/7454 WEBS 2-11=-321/0, 2-10=-69/491, 3-10=0/2457, 4-9=0/2322, 5-9=0/616, 5-8=-307/0 NOTES 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 9-4 2x4 - 1 row at 0-6-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. QFESS/ 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. �,� Soo 8) A plate rating reduction of 20 % has been applied for the green lumber members. 9) Refer to for truss to truss connections. girder(s) ` V C 10) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LLI C 074486 rn 11) Graphical puriin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. 12) Use USP HJC26 nth 16d nails into Girder & 1 Od nails into Truss) or equivalent spaced at 4-11-4 oc max. starting at 8-0-6 from the 12-31-15 left end to 12-11-10 to connect truss(es) to front face of bottom chord. 13) Use USP JL26 (With 1Od nails into Girder & NA9D nails into Truss) or equivalent spaced at 0-10-8 oc max. starting at 10-0-12 from the left end to 10-11-4 to conned truss(es) to front face of bottom chord. �1f CIV � �Q 14) Fill all nail holes where hanger is in contact with lumber. 9% 15) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTeles ST-TOENAIL Detail. OFCA 16) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 10 lb down and 24 lb up at 13-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. March 19,2014 eritf sign �aane2�s and UM MISS ON MIgAM iA/7JZF1, NIVKRFFFBFM7 PAGE MR-701 n=e V2912014&9WVSf. Design volid for use only with Wek connectors. This design is based any upon parameters shown, and is for an individual building component. �� Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 1s the responsibillity of the erector Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding . Ml l e'R" WOW r fabrieafiew,atmli!y-eemnat. sforage7ldeksey-areeotk"endbraeing,:eonse*—ANSf}38n-Qedilp£ifestir 9049:oad,8fu Su4ftg C-ompomnt--_.�- reen6ac%La e�"Suiic'Tll�' - Safety Informa8on available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. N'SM3tMsn.isYwa ff.'a):��l,az3e85M H�nekissi,xxa4rue. vw.9,....n. a..�tYClm, rmny �.6.,iba: Citrus Heights, CA, 95610 _ Job Truss Truss Type Qty Ply e-A R41608515 [o4bl 3418_B_ n A Hip Girder 1 2 Reference (optional) 5mc, Indio, CA - 92203 LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-68, 3-4=-68, 4-7=-68, 1-6=20 Concentrated Loads (lb) Vert: 3=3(F) 4=5(17) 9=-773(F) 10=-773(F) 12=3(F) 13=3(F) 16=-244(F) 18=-244(F) 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 13:23:07 2014 Page 2 I D:J EI FAewaPpR Q 16UXtXmRfEzKo7A-r1 KDEzgPTfHOBG 15PEXuftzl3Gu3epw7K5vGgBzZffl A► WARNiYG-treflfrdes4a paraaw.ters and REM MISS 9N MIS AM [Na..MF1, N17KRFfe'REWE PAGE KH-7473 mr..tf 29120.1d WU7. USE Design valid for use only with MTek connectors. This design B based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is respomibility of building designer- not truss designer. Bracing shown B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Information available from Truss Plate Institute, 781 N. Lee �Lf MiTek' 77i77Gi?1V&MWe`,M Citrus Heights, CA, 95610 Job Truss Truss Type city Ply 3416-A R41608516 3418 B_ T7_B Hip 1 1 Job Reference (optional) a — o, l.X - VGGUJ 1.43U s Jul 1 0 Xj mi I ex Inausales, Inc. I ue mar la 1323:u9 2a14 Pagel ID:JEIFAewaPpRQ16UXtXmRfEzKo7A-JxtbSJr1 EzPFIQcHzy270CWAhglxNHcHYIfpMdzZffH V 1 1'4 11-0-0 , 15-6-1a I z1-0-o 22> 5-5-2 4-6-14 1-0-0 a1r14 5-5-2 1-2-0 Scale = 1:37.8 4x4 = 4x6 = 3x6 2x4 11 6x8 = V.4 = 2x4 I1 4x4 = 1 5-5-2 10-0-0 11-0-0 15.6-14 , 21-0-0 &&2 I 4-6-1a 1-0-0 4-&14 Plate Offsets (X,Y): 11:0-1-5,Edgel, (4:0-2-8,0-0-121, f10:0-2-8 0-3-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.32 Vert(LL) -0.09 1-11 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.68 Vert(TL) -0.25 10-11 >988 180 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(TL) 0.08 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 91 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or4-1-15 oc purlins, except BOT CHORD 2x4 DF No.1 &Btr G 2-0-0 oc purlins (5-5-6 max.): 3-4. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation side. REACTIONS (lb/size) 1=908/Mechanical, 6=1013/0-5-8 (min. 0-1-8) Max Horz 1=-47(LC 6) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=2227/0, 2-3=1576/0, 3-4=-1453/0, 4-5=-1582/0, 5-6=2159/0 BOT CHORD 1-11=0/2056, 10-11=0/2056, 9-10=0/1447, 8-9=0/1983, 6-8=0/1983 WEBS 3-10=01310, 4-10=1981252, 4-9=0/487, 2-11=0/353, 5-8=0/346, 2-10=689/8, 5-9=-638/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) This truss has been designed for a moving concentrated load of 250.O1b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. LOAD CASE(S) Standard A KARMW - Vedfpdesfga paramerers and READ MISS ON THrg AM fAnDEP, f417FKAF'FE'REME.. AC.F. Kit-74iI ree .f fZ9f?r1.t88ffDAFl75£ 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 buildna designer. For aeneral auidonce reaardina Information available from Truss Plate Institute, 781 N. Lee QRpFESS/ON SOO/v i LU C 074486 c * 12-31-15 LP �4 9TFOF C March 19,2014 MF MiTek' Citrus Heights, CA, 95610 Symbols >, y Numbering System General Safety Notes t PLATE LOCATION AND ORIENTATION 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 - `/16' - -I- For 4 x 2 orientation, locate plates 0-149, from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available In MITek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPII : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) I 2 3 TOP CHORDS CI-2 C2-3 WEBS c3v 4 0 W y 1 p U dab O2 a U O a- ~ cz-e C6-7 CS-6 O BOTTOM CHORDS ~ JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Southern Pine lumber designations are as follows: SYP represents values as published by AWC in the 2005/2012 NDS SP represents ALSC approved/new values with effective date of June 1, 2013 C 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: MII-7473 rev. 01 /29/2013 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 I. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. B. 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 I Quality Criteria. 4 Building Materials and Construction services D.B.A. BOULDERS WEST COMPONENTS 45491 GOLF CENTER PARKWAY, INDIO, CA. 92203 0.760-347-3332 F.760-347-0202 CONTENTS .........................PACE TIMBER PRODUCTS INSPECTION (LETTER)..................................I TPI (M STAMP — SEE PAGE 1..................................2 E%PLANATION OF ENGINEERED DnwmG..................................3 DETAIL FOR COMMON AND END JACKS — 16 PSF..................................4 DETAIL FOR COMMON AND END LACI[S - 20 PSF ..5 SUPPORT OF B.C. (PRESSURE BLOCK) STANDARD OPEN END I CA..................................6 INTERIOR BEARING OFFSET DETAIL..................................7 BEARING BLOCK DETAIL 3 V BEARING..................................8 LATERAL TOE -NAIL DETAIL .............. .................... I t WEB BRACING RECObgUNDATIONS .................................12 T-BRACE AND L-B$ACE .................................13 VALLEY TRUSS DETAIL ..................................14 VALLEY TRUSS DETAIL (CONT'D) .................................15 PBRLIN GABLE DETAIL .................................16 PURLIN GABLE DETAIL (CONT'D) .................................17 PURLIN GABLE DETAIL (CONT'D.) ...18 PURLD1 GABLE DETAIL (CONTD.) .................................19 STANDARD GABLE END DETAIL .................. 6............. ..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 2%6 TOP CHORD ON GABLE TRUSS .........I................ I ... —.25 STD. REPAIR - NOTCH 2g4 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 B G FOR MORE INFORIIIHTION OR QUESTIONS REGARDING THESE SHEETS PAGE: 0 OF 30 March 21, 2006 To Whom It May Concern: This is to verify that Boulder West Components of Indio, CA is a subscriber in the Timber.: Products Inspection (TP) and General Testing and Inspection (GTI) Truss Quality Auditing Program. The TP and GTI Truss Quality Auditing Programs Iare recognized by the International Accreditation Service (IA.S) 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 the Boulder West Components of Indio, CA. This facility is currently in good standing in the TP Truss Quality Auditing Program. Boulder West Components 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 Pepper Browne at (360) 449-3840 ext 11. Sincerely, Brian Hensley Truss Manager — Western Division Page # 9 105 SE 124th Avenue a Vancouver, Washington 98684 a 3601449-3840 • FAX: 3601449-3953 P.O.-.Box 919 ^ 1641 Sigman Road Conyers,eorg�a34Q1 - 770%9z2-80D0 `� FAX:'770/922= m r MANUFACTURED FOR SELECTBUILD DISTRIBUTION BOULDER wFST COMPONENTS INDID. CA UIUALI I v. AUDITED. BY TIMBER PRODUCTS INSPECTION, ING, DESIGN CRITERIA TC LL - psf TC DL psf RC. DL psf ToTALLaAD pst DUR.FACTaR SPACING ob russ russ ype LY Y DISPLAY ROOF? COMMON 1 1 e ifek Industries, Inc. Mon Mar age A 4-0 D 5 45 10-2-3 15-0•D 19.9-13 24-7.11 300-D 3Z0-0 E f 2-0-0 5 4.5 4-9,13 4-9-13 4.9-13 44-13 5-4-5 2-0.0 C� 4x4 = 6 C6.00 r 1x4 It 1x4 11 7 30 3%4 9 5 4 6 D 1x4 1x4 G 9 3 10 7 h P 2 v1 1t1a �t 14 13 12 3%6 = 3x6 3x8 = 3x6 = 3x8 c q t t 10 2 3 19.9-13 30.40 B 10-2.3 9-7.11 10.2-3 Plate offsets (X,Y): 12:0-3.0,0-1-41, (10:0.3-0,0-1-41 LOADING SPACING 2.0-0 CSt I V DEFL in (loc) (!deft Vert(LL) -0.09 14 >999 P PLATES GRIP M1120 2491190 ' TCLL 20 O A TCDL 10.0 Plates Increase 1, 7 5 Lumber Increase 1.15 K TC 0-29 BC 0.83 Ven(TL) -0.39 12-14 >907 Bf2i 0.0 Rep StressInor YES WB 0.36 0 Ho LC LL MO %eft t 240 n/a Weight: 168 Eb BCDL 10.0 Code BOCAIANS195 ING LUMBER TDP CHO TOP CHORD 2 X 4 SYP No'2 DP CHORD Sheathed or 4-2-1 De pudins. BOT CHORD Rigid ceiling directly applied or B-6-I f oc bracing. SOT CHORD 2 X 4 SYP No.2 WEBS' 2 X 4 SYP No-3 R S REACTIONS ob/size) 2-1317/0-3-8, 10-1317/0-" Max Horz 2--175(" case 5) T1 Max Upiift2m-341(bad�case 4), 10--341(load case 5) / Load Case Only M FORCES 0b) - First 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 2-14Q1794, 13.14-1140, 12-13-1140, 10-12-1794 S-12=742, 9-12=-288 WEBS 6-14-294, 7.12=-294, 3-14=-288, 6-14=742, ��f N V NOTES 1) Unbalanced roof live loads have bean considered for this design. h-25ft; TCDL-5.Opsf; BCOL-5.Opsf• occupancy category II; exposure C; 2) Wind: ASCE 7-98 per BOCA)ANS195; 90mph; left and right exposed ; and vertical left and right exposed;Lumber DOL=1.33 enclosed;MWFRS gable end zone; cantilever plate grip DOL-1.33. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 341 Ib uplift at joint 2 and 341 lb uplift at joint 10. A Cumulative Dimensions M TC, BC, and Web Maximum Combined Sttess Indices B Panel Length (feet - Inches - sixteenths) N Deflections (inches) and Span to Deflection Ratio LOAD CASgS) Standard C Slope O Input Span to Deflection Ratio D Plate Size and Orientation P Mifek Plate Allowables (PSI) E Overall Height Q Lumber Requirements F Bearing Location R Reaction (pounds) G Truss Span (feet- inches - sixteenths) S Minimum Beeiing Required cinches) H Plate Offsets T Maximum Uplift and: Dr Horizontal Reaction If Applicable I Design Loading (PSF) U Required Member Bracing J Spacing O.C, (feet - inches - sixteenths) V Member Axial! Forces 1w Load Case 1 K Duration of toad for Plate and Lumber Design W Notes L Code X Additional Loads/Load Cases DETAIL FOR COMMON AND END JACKS MIJISAC - 8 -16PSF 3130/2004 PAGE I —1 .. h9Ax Luwrlto Ipm) — BRACING ... 8mg Tc .16.0 LL 25 Western Division TCDL TOP CHORD Sheathed. BOLL Lr - R& raging directly applied. Rep 'ryr Yea SOT CHORD -AS 8CDL10.0 - MINIMUM LUMBER SIZE AND WADE TOP. CHORD' 2X4'$PFHP,'DF-LNb-2 LENGTH OF EXTENSION BOT CHORD 2X4SPFIJF,-DF-LNo.2 AS DESIGN REQ'D 20'-0" MAX SPLICE CAN. EITHER BE 3X6 MT20 PLATES OR & LONG 2X4 SCAB CENTERED AT SPLICE WMAME LUMBER AS Top CHOEtp ATTACH To ONE FACE W/(131-X3,tr MIN} NAILS Sho-C-2ROWS NOTE: TOP CHORD PITCH: 4/*12-:-8/12 BOTTOM CHORD PITCH: 0/12-412 PITCH DIFFE ENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24�'O.C- SUPPORT AND GONNECT16N BY OTHERS OR 2-16d COMMON WIRE (0.16Z'DtA. X 3.5' LGTTOE NAILS SUPPORTS SHALL BE PROVIDED @ 4W O.C. ALONG THE EXTENSION OF TOP CHORD. CONN. WA 1SdCOMMON WIRE (D.lSrDiA- X 3Z- LGT) TOENAILS 3X4 CONK W12 i6d COMMON WIRE to-1-16,2-Ow X 3.5- LGT) TOE NAILS a-" U-0-0 EXT. 2-0-0 4-" 2-0-0 EXT. EXT. 2-" EXT. 2-0-0 2-" CONK W13 i6d COMMON WIRE ttl SMIk X W LGIj TOE NAILS i9c.1i BOTTOM CHORD LENGTH MAY BE Z- ✓3X4 OR A BEARING BLOCK W CONN. Xied"COMMON vME(MISMtk X3.9I LGT TOE NAILS OR SEE DETAIL WSAC-7 P09 2-D-0 6-0-0FREs6uREaLDC1UNG INFO - NOTE G SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. jPage # ,JUL 5,18 2011 WAR Ama. Vroo d=qfqn'pmm am mdRS&OMM ON 2MAND J?=U2&D MMUCASPZWOUSPACMAVI"473 BAMIM V= Sidle 109 Ign wAd Iorvse only vAlh A61rak samnedws.Thk deign k based only upon petanetms chowr6 and is ror on lndkldual buibine comPone+d• CQrLw Heights, CA d dudgn p�amanien aitid props hFcolporailon d corFsyonersi b respons$01y of building de�gr,m-not buss dedgnnt. Brodng shown kd darB!Ad DETAIL FOR COMMON AND END JACKS Mil/SAC - 8 -20PSF 8/31/20PAGE 1 To 1$;0 BGLL 0A BCOL 10.0 _ - M"INNNI.1.01 TQP CNORO �Y f � BOT EHpRD o:n}r"w BRAGN(3 an•Ienrrrunsuera,rn�. t 'In�eatte 1.15 WasUrd Division )ncrt3ase 1.16 TOP GH012D SflPathed. ep Stress Inter YES BflT CHORD Rigid c etling directly applied 3ER WE•AND GRADE 2 X 4 HF, DF-L NDA LENGTH OF -EXTENSION 2 X 4 SPF, HF, DF-L ND.2 AS DESIGN REO'D 20'-D" MAX SPLICE CAN EITHER BE US,, M7120 PLATES OR 22 LONG 2X4 SCAB CENTERID AT SPLICE W/SAMP LIMBER AS TOP CHORD ATTACH TO ONE FACE NAILS Q 3" O.C. 2 ROM j NOTE: TOP CHORD PITCH: 3/12�8/12 BOTTOM CHORD PITCH: 0/12-4112 PITCH DIFFERENCE BETWEEN TOP ARID BOTTOM CHORD TO BE "2" MIN. SPACING- 24" O.C. 3X4 SUPPORT AND CONN ON BY OTHER& OR 2-16d COMMON WIRE (0.162"DIA. X 3.5' LGTTOE NAILS SUPPORTS SHALL BE PROVIDED S 414° O.C. ALONG THE EXTENSION OF TOP CHORD. CONN. Wi3 16d COMMON WIRE (0,162"DIA. X 3.6" LGT) TOE NAILS CONK. W/216d COMMON WIRE (l cr%k X 30 LG1) TOE NAILS so•o tw.o EKT. 2-0-C 4-aa 2-0-0 EXT. ENT, 2-" EXT. 24 -0 CONK. W/316d COMMON WIRE (0.167DIA. X 32r L97) TOE NAILS / kchi BOTTOM CHORD LENGTH MAY BE 20 — N 3X4 = OR A BEARING BLACK CONN, W216d COMMON WIRE(0.162"DIA. X S 5'1 LGT TOE NAILS OR BEE gETA0. "SAC-7 FOR '40O 8-0-0 PRESS1 I LOCIONG WFO, NOTE: NAILING SHALL Be SUCH THAT THE LUMBER DOES NOT SI$L t. Pa e # JUL 2 8 2011 q•'SYA� fffit•74Y3 �i2S art" fc* on IndA06cA bt&flw conmonent. CA, B.C. OF STANPARD OPEN END M111SAC s 7 3/30/2004 PAGE 1 :'cRE $SURELQCKS ca sL am DAL WRL Loading (PSF): bCI3L 10.0 PSF MAX `20 NIL chord Cprrlsr tru of Jack i MIN) � � t�al:s itya) 24 blork jack tetween jacks, ,4 �� truss nalled to card r ttYp) w18 W/(.131-A3.Cr MIN) nails spamd at 3" o.c. s.o-e 2a'rn� PARTIAL FRAMING PLAN OF CAliFOORMA.HIP SET WITH SUB GIRDER BC of carrier truss 2-(.131`9C3.0" MIN) NAILS (tyP) '`— BOTTOM CHORD OF OPEN END JACK W block between jacks, palled to carrier BC wl6-(.131-A3.0" MIN) NAILS @ 3° o.m H&4D l�o'i'S5 ON?RIS ANA RJCLRDSO 6t27'SJS�EFLtrtFdiCE PAf.T 1�F7473 81:FORS t)GE. n* de**'b booed?* Won Poiamebea shown. and B &u wdMduat i 1nbO ft eoeot irpon. beotp8r610 0(dmvpamnik4erpo' olb0plhgdaia+er=na[.rW.dedgner.DoOngftwn.,,,., mly.-Addllfonollelr>noray�hmclggbinuu�siaW�ly.dift4:1 n' 4 0=0%iiASP°irsiblglYOtihe t P- 1 dnrJuie k lfie tEY d the bdb Oeftnw. For gmerO *q- dmg nation and Q0gW cdkAa. DSS-B4 and BC81 kmdbnB CaavWmnL Page # 6 rays I eR Mpusmes, mc. tAlesferti Division 9reanhadii�ia .. .. INTERJOR. BEARING OFFSET DETAIL. MIIISAG - 6 3/3012004 PAGE I Mitik• In4ustrfes, Inc. Westem IfvWoa T NOTE:: INTERIOR BEARINGS MAY SHIFT TO THE LEFi OR RIGHT A DISTANCE. EQUAL TO THE DEPTH OF THE BOTTOM (d). (71/2" MAX) BOTTOM CHORD PITCH MAY VARY NOTE- THIS DETAIL MAY BE USED FOR ROOF OR FLOOR TRUSS DESIGNS . DOUBLE WEB JOINT 01KIGLE WEB JOINT s TRIPLE WEB JOINT S Z - • l`_, G� �F Page # 7 JUL 2 8 2011 8EARING BLOCK -DETAIL 3112" BEARING MIUSAC - 3A 3/2512004 PAGE 1 R EFE R TO• INDIVIDUAL TRUSS DES1gN rOk PLATE SIZES AND LUMBER GRADES IMPORTANT This detail to be used only with one ply iru$es (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 BOTTOM CHORD SIZE I LUMBER I REACTION BEARING BLACK A14D GRADE I (lb) ALLOWRBLE LOADS NA!LrNG PATTERN I (NOTE 1 I (NOTE 4,5) NOTE 4 i 2966 929 ._... --• --- — SYP 3281 855 2x4 BOTTOM CHORD DF I. ROWS @ 3" O.C. l8 TOTAL NAILS) I HE 2126 736 2231 726 l SPF - - - 1 SYP 2966 1393 r 3281 1282 2x6 BOTTOM CHORD DF - I 3 ROWS @ 3" O.C.HF 2126 11134 (12 TOTAL iNAILS) SPF 2231 1089 SYP 2966 185B ^_xB BOTTOM CHORD I DF 3281 1710 4 ROWS (? 3" O.C. HF 2126 1472 (16 TOTAL NAILS) SPF 2231 1452 X FOR 2X10 BOTTOM CHORD USE 2X8 BOTTOM CHORD VALUES. 9" MINIl9UM HEEL HEIGHT I BRG SLuuK 9-u ac: &Akmb 22 112" S--,JD* SIZE, GRADE, & SPECIES AS EXISTING BOTTOM CHORD. 1 i APPLY TO ONE FACE OF TROSS juu l UK SJIUU`-+ll tG.11 1 t I.. Wevlzrn Division BEARING :LOCK & WOOD BEARING ALLOWABLE LOADS LO'dABLE LOAD (lb) spy -EQUIVALENT BEARING LENGTH NOTE4 3B95 D-4-9 4136 _ ----- - 0-4-6 '--...-- 0 4 11 ....__... . . i 0-4-10 ! -_ .---- 0-6-2 _.....__... . -.—__..•. 0-5-5.._. -- 0-5-3 - - -- 0-5-11- 2862 -- 2957 -- 4359 _ - 4563 323D 332.0 4624 4991 0-5-5 --- - _ 3598 I D-5-14-- - 3683 -- --- 0-5-12 _.._ ._.._ ........ NDTES: JUL 2 8 2011 1, USE LOWER OF TOP PLATE OF BEADING 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" D1AM. 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 241LY TRUSS PROVIDED THAT THE LENGTH OF THE BLOCK IS T-V LONG MIN. AND BLOCKS ARE ATTACHE TO EACH SIDE OF 2-PLY TRUSS WITH NAILING PATTERN AS SPECIFIED AND 2-112 A307 BOLTS TO CONNECT ALL 4 PLIES TOGETHER. LOADS BASED ON FOLLOWING Fe PERPENDICULAR VALUES: SYP = 565 psi DF = 625 psi HF = 405 psi SPF = 425 psi NOTE: VALUES DO NOT INCLUDE MSR LUMBER VdiTH "E" VALUES GREATER THAN 1,900,000 PSI OR NON -DENSE GRADE LUMBER. Pa e WARMNG • 9cr(ryJ datlyrt parcrne6eJs aria RShcD.N07S6ON 4'Fd8 AND iNCLII➢&D 7@?EB liSPFICBNCE PA[?S J6II•7,C7S 82;FDRE U8& 1 77T7 Gieenbab c Lain gn vdid for use ordy wNh M'Fet cannedom. This design is bated anb' upon pasametels shown, and b for an kKnviducd bukAng eomponem. Suee 109 &aabi@I�,dd� desiLm Paromenf ms'esib o IY-AddSro'nalde poreryQaea b sixewlo'bS81Y Og•aaAslrue8omis-the•sRspotsa'6�Ny.*(Jhwen,.�., ...,.. _.qWs 9 _ ....,.elyhts! Idbfica8on. quality oonW, storage, &A", ereefbn and bmdng. eomnM ANSVLMI Qvcft Cr8oA4 DSB•89 and BC311 BiAding Component �/[.�li C .arW infomwHoll avaAmbte Tom Truss PWe tmlhule, 583 D'Onbfiio Drive, bModaon, W153719. 0 VV f� BEAM40PLOCK ®ET AIL. 5 1/211 PEARIN( I�IiI/SAC - 4� 3/25/20Q4 PAGE.1 .,. •� ".'<� �, n. _ - 1Nestem SJivislon �J REFER TO NDIVIDUAL TRUSS DEMON i FOF PLATE SIZES AND LUMBER GRADES { IMPORTANT This detail to be used only WM one ply trusses (EXCEPT AS NOTED BELOW) with a O.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 BU_ AND ' "AT t6 2x 3 i1. a ti Izc - 6 ALLOi•7P.BLE BEARING BLOCK SEARING BLOCS 6 WOOD BEFLRING ALLOWABLE LOADS CHORD SIZE LUMBER REACTION ALLOWABLE LOADS ALLOWABLE LOAD (1b)� TOTAL SRL+I JALENT B,aRIIaG LENT GRADE i1b) L114G PATTERN NOTE 1 — �— NOTE 4, (NOTE 4) [NOTE 4j 1 SYP j 4661 929 5590—.��---- --- 0-6-9-_._.. __.. BOTTOM CHORD �— DF 5156 _ 655 6011 _ _ 0-6-6 i _ _.._._.__. s P 3^ D.C. 0-fi-11 TOTAL NAILS) HF 3341 736 4077 .._.__._ . SPF { 35M 726 4232 I --._-- 0-6-10 - - -- I SYP I 4661 1393 fi054 D-7-2 - - - 5156 1282 6438 )3oTroM CHORDDF ROBS @ 3^ O.C. HF i 3341 1104 4445 0-7-5 TOTAL TOTAL NAILS) --- SPF 3.505 j 1DB9 4595 I 0-7-3-- — ------0-7-11_ __._.._.-•__-- ,{ SYP �'— 4WI 1 1858 1— 6519 —� —•-- 6 BOTTOM CHORD DF 5156 j 1710 6866 ROWS @L3" D.C.ILS) HF TO ' 3341 1472 4813 _ 0-7-146 sPF 85061 1452 4958 _— — D-7-12 _ :k FOR 2X1O BOTTOM CHORD USE 2X8 BOTTOM CHORD VALUES. 4" MINIMUM ; HEEL HEIGHT j CAS-E 2 (=6433 BRIG BLOCK TO BE 'SAME CIN SIZE, GRADE, S SPECIES 11z' MOCK AS EXISTING BOTTOM CHORD. f r APPLY TO ONE FACE OF TRUSS. }�----•--:o-I NOTES:JUL 2 1. USE LOWER OF TOP PLATE OF 9P-ARNG WALL OR BOTTOM2 HS E END DISTANCE, EDGED STANCE` AN PACING OF NAILS SHRD ALL BE SUCH AS TO AVO OF TRUSS WODI UNUSUAL SPLITTING OF THE WOOD, O 2011 3. NAILS DESIGNATED ARE (.131" DIAM. x 31 MINIMUM 4. FOR BEARINGS NOT NEARER THAN 3" TO THE END OF A MEMBER (CASE 2), THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.03 5. THE TABLE VALUE CAN BE DOUBLED FOR A 2-PLY TRUSS PROVIDED THAT HE 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 = 555 psi DE = 625 psi HF = 405 psi SPF = 425 psi NOTE: VALUES DO NOT INCLUDE MSR LUMBER WITH "E" VALUES GREATER THAN 1,900,000 PSI OR NON -DENSE GRADE LUMBER. ® WARMRG - and AkAb RG'1'E,S ox TW9 Dedgn valid for use only v61h MtTek connectors. This design h bored only %�pP ah'-eE-design'pmamzaAert ,�{abpm•Ir cwporaficn.ok-DPD k for'Idterai support of hidrvTUuot webmemben ohly. Addilional tempor etecior. Adddionaf pennorwd brodng of the overall situatufe h the fell labdcofion, quoMy control. Aoroge, dekW, ereciioll and brocln& cosh Solely Informollon available from Truss Plate hatdvle. S93 D'Onofric Drive ule PAGE =747S BEPOP6 UM in ini:RAdud bulld'mg component. adiog Ceteponent Page # 1 77r7 Greanha Une Suite 109 { Cllros Heights. CA. MI m1w UPLiFT T®t.-NAIL DETAIL ( MII/SAC - 24 � 11118/2004 1PAOE 1 MITek industries, Inc. NOTES Western Division 1, TOE NAILS SHALL BE DRNEN AT AEs ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTEID 1/3 THE LENGTH OF THt NAIL FROM THE MEMBER END AS SHOWN. 2. THE END D,iSTANCE, EDGED{STANCE; AN 50ACING OF NAILS'SHALL BE SUCH AS TO AVO.IC7 UNUSUAL SPLlTTiNG OF Ef3E Wool). 3. 4 LOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES OR TOP PLATE SPECIES FOR MEMBERS -OF DIFFERENT SPECIES. END VIEW SIDE VIEW TOi OF NEAR S111 1 I / l NEAR SiDE VIEWS SHOWN ARE FOR FAR SIDE ILLUSTRATION PURPOSES ONLY TOE -NAIL WITHDRAWAL VALUES PER NOS 2001 (ibinall) pIAM, S7 W HF SPF F S 6.b 603 47.5 46 30.7 -9 1t^2. 72:3 57.0 39.1 36.8 28.1 Eli 53.1 41.8 27.0 ls.d Z 131 543 428 28.3 27.7 16.8 J48 61 A . 46.3 33.2 313 21.3 M try .120 45.9 36 2 24 15.9 O.128 49.0 35.6 M517.0 V275.61 o .131 56.1 39.5 27.1 17.4 v 148' 56.6.. 44.6 1 30.6 1 28.9 19.6 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLEDURATION OF LOAD INCREASES MAYBE APPLIED. EXAMPLE: (3) -16ti NAILS (.162" diem. X. 3.5")WITH SPF SPECIES TOP PLATE For Wind DOL of 1.33, 3 (nails) X 36.8.(Whall) X 1.33 (DOL for wind)=145.81b Maximum Allowable Uplift Reaction Due To Wind For Wind ROL of 1.61x 3 (nalls) X 36.6 (lbfiall) X 1.60 (DOL for wind)=176.61b Mmdmum Allowable Uplift Reaction Due To Wind if the. uplift reaction spectiles! on the Truss Design Dmwtlg is more than 10.8115s (176.6 ibs) another mec hahical upi(ti connection must be used. USE ( TOE -NAILS ON 2XB waUSE 4jTOE-NAILS ON BEARING L Page # 10 JUL 2 8 2011 ondam" .Wr= aN TM AND ?JCLRpSD k>il'&R 7in'FSit&IVCEPAGB A�7475 86FD7?]i tiE:B, fillob raxeenoacx rare ... s�� Join. This design:; based orgy Won paramet- shown. and k tb7 do Indkiduat building corriporsani. Sidra mp opar hrcorporaJldn dr coanpoPeni k rrspaM1dbiny of b411dInDge�- eoi inns designer. &acing d,owrr CtlN6 Firlghls. CA, 9510, ben oar, Adeallonal lemporary brooing to h an.Aobibly dW3jg'cwjjWcf'ton h the rbOWL iMy d the Ihe.avet3ltlt�_�J_dr9rrgdR9 v��. - "iis's. LATERALTOE-NAIL DETAIL MIUSAC - 25 11/18/2DD4 I PAGE 1 MITek industries, Inc. NOTES: Western DNision 1. TOE -NAILS SHALL BE DRIVEN.AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND, STARTED 1/3 THE LENGTH OF THE MAIL 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) DIAAAhi. SYP DF HF SPF SPFS .131 88.1 80.6 69.9 68.4 59.7 O .135 93.5 85.6 74.2 72.6 63.4 ' J .162 118.3 Wli.3 93.9 91.9 8D.2 ai O .128 84.1 76.9 66.7 65.3 57.D Z 0 ,131 88.1 60.6 69.9 68.4 59.7 N .148 106.6 97.6 84.7 82.8 72.3 ri O .120 73.9 0.6 58.7 57.4 5D.1 O .128 84.1 76.9 66.7 65.3 57.0 J o .131 88.1 8D,6 69.9 68.4 59.7 .148 106.6 97.6 84.7 82.8 72.3 VALUESSHOWN 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 JUL 2 8 2011 r j SQUARE CUT SIDE VIEW SIDE VIEW 3 NAi�) 2X3 2 NAILS NEARSIDE NEAR SIDE - -t FAR SIDE NEAR SIDE - t FAR SIDE 45 DEGREE ANGLE BEVEL CUT SIDE VIEW (2x3, 2X4) 2 NAILS NEAR SIDE A--- 4 NEAR SIDE 45.00" 3� SIDE VIEW 33NAILS NEAR SIDE NEAR SIDE NEAR SIDE Page # 11 ® WA MNa-Vey*hesta-Parvme[ers and RE,AA�'FPS OR V="M INC BIIT MW KJ=M&=P6ffi=7478 NWOU t!S!C bGfe2�adt Lam Design ve4d for use only with IAfek eonnedom ft design B based only upon parameters shown, and it for an ln*Mual btg&v component. Mus Heights CA, 95 AppScss d desl�n paromenlets and proper nooibaratron of eomponert n resporulbiAly of building des�ner not tens designer. &acing shown i[1.alei xufspc'i 9L 1`h'i ? 7$?? �on'>•[,rvA„del'wig?L.!?r P,.SLUR'R ?cingls!t{sy f,-bsdtysl A' io nMberesponsib99fyof=Ihe-•,:_.�••-...+-•.�•.-s.-.�. fofrleatiort QuolNy confrol sloroge, ds Safety 1Mos 22 ava➢oWe Horn Truss MARCH 12, 2009 WEB BRACING RECOMMENDATIONS ST-WEBBRACE WFak Industries, Chesterfield, MO Page 1 of 1 V—"� O 00 0 oc �a MiTek Industries, Inc. MAXIMUM TRUSS WEB FORCE Obs.)(See note 7) BRACE t 24"O.C. 48"0.C. 72° O.C. eaYS2E BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE A 1 8 C I D A B C Dy C D 10'-0` 1610 1886 1886 2828 '';: S�''v' .{ti":a• 'C..re: +•ei 4,-tt'_ � t•=�,.AX.''•'�ir•-.,'� ^*;s:r'ji}'.g'?a+i^;•:.dT'i't_. yk .'IaC..•, v;•�. ;aX-+ �;}r 414 'a• t�i,:•F� �' �+ir 5� r^ r b 12'-0° 1342 15/2 1572 2358 sm _Tu-»�.;`,,�, • -1, 3143 4715 4715 7074 v ,r,.: r ;LL+±'�;:x. 4ii'v.4 �-i+d,..tir•°r`C� - -, ^• `.car - �.: t+ . •Ctn� �:^-Tri'Gu=pR?1 'L i<<�.i�y.^b��h',� ��4,;i c;'c`5�..-1� 1150 130 1347 2021 a%i;�a °rd.. r y ta3 - ;.y,rc:c,ilt„i_ �c.V:;'ry.i� 16-0` 1006 1179 1179 1768 itei`?��: - 2358 2358 3536 894 1048 1048 1572 r'.1 •.�ty�A p� �joii =Y� �'"! •>;d.��t''F:�':"=1'>1ra• r;`• •:{.--�`i.�-F'}r:-ry 3143 4715 21Y-W A 805 943 943 1414 '�Nrr �;,. i{. 1886 1866 2829 :i:= ::k' :•t�,�i�•' ' �,'„� r =�,�;. 'Bay size shall be measured in between the centers of pairs of diagonals. GENERALNOTES TYPE BRACING MATERIALS 1. DtAGCNALOMC:M ISRBOUMIOTRANSFERTHECUk UlATWELATERALBRACEFDRCEMOTHE ROOF AN010R CEILING DIAPHRAGM. THE DIAPHRAGM ISTO BE DESIGNED BYA OUALIHS0 PROFESSLYJAL 1 X 4 ND. 45 SYP 2. THEECALCILATICNS ARE BASED ON LATERAL BRACE CARRYNG Z%OFTHE WEB FORCE. A -0R- 3. DW60NALeRACMBMATERWLMUSTBES"SMEANDGRADEORBETTER,ASTHELATMALBRACE MATERIAL AND SHALLBE INSTAU.ED N SUCH AMANUM THAT rT SNTIMEDTS WEB MRAr4 S 1 X 4 a2 SRB (DF, HF, SPF) ATAPPRM 45 DEGREES A*0SHALL BE NAILED AT EACH END AND EACH NTEF3+ffD14TETRUSS WnH 2-8d (0.1317¢b') FOR IZA BRACES, 2.10d (0.131'237 FORM ard2a BRACES, AND IIAOd (0,IM-X ') FOR W BRACES. 4. CONNBOTLATERAL BRACE TO EACHTR=WRH 24d(O.131WS1 NAILS FOR Im LATBi&MCES, 2-10d (0.131-lal NAILS FOR 2.2..d ad LATERAL BRACES, AND 11od(0.131-al FOR 290 LATRALBRACB. B 2 X 3 403, STD, CONST (SPF, DF, HF, OR SYP) 5,LATERAL BRACE SHOULD BE CONTNUDUS AND SHOULD OVERLAP AT LEASTONETRUSS SPACE - "CONTINUITY. G FOR ADDITIQY4L GUIDANCE REunR DESIGN AND INSTALLATION OFBRACING, CONSULT C 2X493, STD, CONST (SPF, DF,HF, OR SYP) DSB-WT®tPORARYBRACING oF,MErAL PLATE CCINECiED WOOD TRUSSES AND SCSII DUIDETOGOOD PRACTICE FOR HANDLNG, NSTAU.NG a SPAM* OF METAL PLATE CONNECTED WOOD TRUSSES, JWMY PRODUCED BY WOOD TRUSS COUNCIL OFAMERICA Wd TRUSS PLATE INSTITUTE. w,nv,'tdq aMtrww.ip6mA.ag D 2 X 6113 OR BETTER (SPF, DF, HF, OR SYP) 7. RMRTO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE S. TABULATED VALUESAAE BASED ON A DOL.-1,16 FOR STABILIZERS: FOR ASPAOM OF W Oz.. cmy tweKSTABLIMR'TRUSSBRADING SYSTEM CANSE 6LB3STDUTED FOR TYPER li, CAI1D D VACIING MATERIAL. DIAGWdAL BRADNG FOR STABRQERS rAE TDBEPROVIDEDAtMSIZESNDICATRDASOV6. WHETS DNPHRACM BRACING G RECLIMED SERE LACEDWITHWOODSLOCK ATT�SBR..CaRG ORS TA�U11CU6UIDEA181P WtIGTSPECIFGADON. OKR. SEE'STABIL2ER` 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 stabflity of the overall roof system. The method Shown here is just one method that can be used to provide stability against web buckling 00"N000S LATERAL RESTRAINT 2-tod NAILS (SEE NOTE 4) Page # 1 T-BRACE AND L-BRAGE Nalling pottern L_Brace�siza. mall Size Hall Spacing 1x4 or 8 10d (0.148X3.1 V ox, 2x4, 8; or 8 1 Bd(G.162X3 1121 8" D.D. Nate: Nall along enfire length ofL-Brace orT-Brace (On Two -Piles Mall to. Both Plies) Wes Nails t k SPACING JUL 2 8 2011 MHI,SAC - 23 W27ta o04 PAGE 1 1 MiTek industries, Inc. Western Division L»Brace or T-Brace Size for One -Ply Truss Speo{fled Contnnuous Rows. of Lateral Braoing Web Size 1 2 - 2x3 'or 2x4 1 x4 ZX4 2x6 1x8 2x6 2xa 2x8 DIRECT 8US8TlMION NOT APLlCA9LE. SeoBon Detail Nails Na!!a we Web L-Brace T-Brace i L,-BRACE orT-BRACE T-Brace or Siza for Two -Ply Truss Specified Continuous Rows of Lateral E360160 Web Slza 1 2.0-13>aee 2x3 or 2x4 2x4 Zx4 2xt3 us 24 2x8 2xB 2X8 Naffs ` 10d (0.148X3") @ 9" a.c. Web I- Brace Nails SecBan Dataii Note: i . L-Bracing or T-Bracing to be used when continuous lateral bracing is impractical. L-braes 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 Mi ok Ind. Inc. jPage # 113 UNISAC - 1-9 4126/2004 PAGE 1 70� 2 14[Tek I nid' losij In(- LIVELOAD = 60 PSF (MAX) ul� DI�AD'LOAD =-16 PS AX Western D * IDn F D.6.1- IiJC'= 1.15 r�ABLE E ". 00"MON TRUSS 95 MOH WIND S-'PEED, 3 SECOND OUST NOTE: VALLEY STUD SPACING NOT iw..'OR rNOR TRUSS TO EXCEED 48- O.C. SPACING VALLEY TRUSS TYPICAL (24-O.C.) 0 13 TOE -{JAIL VALLEY TO BEVEL VALLEY WE tRussml TRUSS (2) (A�ftl.OPMIN) TOE 4AILS, TOE TRUSS W/ Y(AM'��V� MIN) To ILYALLEYTO TOE NAILS BASE TRUSSES TYPICAL (24' O.C.) VALLEY TRUSS TYPICAL GABLE END, COMMON TRUSS 11 10 ATTACH 24 CONTINnI M, mc) f>'-,PP TO THE FACE OF Tf (.131"X3.Ov MIN) NAI TRUSS BELOW VALLEY TRUSS RESTSON 2kE DETAIL DETAILS (BASE. tkUSSES SHEATHED) (Gf�ATtll THAN 3/12 Prrcti) ATTACH BEVELE-112000NTINOUS NO2- OF TQ tli,�, WE dF THE ROOF MlWO*(l&lwA!.& MIN) NAILS INTO EACH b M-OW N ' 2 APE eQ` 0 EACH T' U A T T . TACH-VALMY TO, BEVE ' N4 I LEP W/ 2 Utilk-&&RIIN) TOE NAIS 'AIL C T DEFYUL TOE.- NAIL VALLEY TO (GAEAT(=R THAN 3112 PITCH BASE TRUSS W/ .S 6A rrr LESS THAN X 2 PITCH) (.131kfX-10" MIN) TOE NAILS o NOTES: JUL 2 8 1. SPAN OF VALL9Y TRUSS SHALL BE LIMITED TO 30' AND PITCH BETWEEN 2-UIZ 2. PROV.W LATERAL SUPPORT FOR TOP CHORD OFIASE TRUSS WITH SHEOHING ( 9Y OTHERS) 3. ' MAX WEB LbNMhl w.frHGVT 6.RACE 16'-31 WITH BRACE (I Z-61 4. IF TOP CHORD LATERAL BRACING REQUIRED IS LESS MAN SPACING OF VA-LLEY.fR0g.SES (24"O.C.j THAN ADDITIONAL. 2X4 BkkNG IS REQUIRED'. 5. LATERAL BRACING SHALL BE NAILED W/MIN 2 1 Dd NAILS. rd. I sune 109 CA, VALLEY TRUSS DETAIL M-111SAC - 19 4/26/2004 PAGE 2 OF 2 IffEFTntr Inrl��efrFn�+ knr BEVEL VALLEY TRUSS (I TOE - NAtL VALLEY TO BASE TRUSS W/ (2) 16d TOE NAILS DETAIL D (NO SHEATHING) BEVEL VALLEY TRUSS ,r SECURE VALLEY TRUSS k�, � W/ USP RT7 OR EQUIVALENT DETAIL E (NO SHEATHING) wes6 81 I?mslofl NOTES: FOR CONNECTION OF VALLEY TRUSSES TO BASE TRUSS USING DETAIL D OR DETAIL E. 1. SPACING OF LATERAL BRACING REQUIRED ON TOP CHORD OF BASETRUSS SHALL BE LARGER THAN THE SPACING 'OF VALLEY TR€1SSFS (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 e JUL 2 8 2011 PURLIN GABLE: DETAIL M111SAC -12 7/15/2005 PAGE 4 OF 4 Mrrek Iridustries, Inc. THE PURLIN GABLE TO BE LAID ON TOP OF THE HIP TRUSSES AND G � ATTACHED WHERE IT HAS CONTACT WITH THE QJ TRUSSES BELOW. SEE DETAIL #2 SEE DETAIL # JACKS SEE SHEET 2 OF 2 FOR ALL DETAILS 0 711aiai��rffftte, 9n vcM fm rue mr V6 MOk cann90t r� deign k br 9cabglY of design p�omelriers mrd popes fnCoeporalk+ri r rkd,bdc-Ad�Alimtaforoge defvm7.clan Grid b= BmnBuss Hlafe iMBute, 583 woo Western DMalon STUD SPACING ON PURLIN GABLE TO BE LESS THAN OR EQUAL TO THE ON THE GIRDER 0 H11P TRUSPACING r r 5x5 34 3x5 ALL PIATESTO BEW UNLESS OTHERWISE NOTED TYPICAL TURLIN GABLE" DRAWING FOR IEAECH INDIVIDU-rpAL TRUSS SEE DETAIL #3 Co F- Z O O v a = u. Page # '[ 6 6LSmki P4CW MV•7443 i ,midisfor =Indmi alww, D86. ,2,e H 1pfrls, C ., 95BI I fit -sr" IPURLI!N GAEL.E DETAIL. M111SAC - 12 7I1512005 PAGE 2 OF 4 ilHiTek ffidust les, Inc. of mtorn Division 1Sd SO4KER OR 18d SOX D.C. SP CING BY OTHERS THE.TOP OF -THE HIP GIRDER TRUSS AT THE -BASE OF THE PURLIN G, g.LE IS DROPRED LESS THEN ALL THE OTHER HIP TRUSSES. THE"BOTTOM EDGE ALIGNS PW�TH�ThI LE�Fi � FACE 0 THIS TRUSS e� AND BEARS ON TOP. dL n i 16d NAILS 6" O.C. ATTACH 2x LEDGER TO FFLAT TOP CHORD WITH 2 ROWS OF 10d NAILS (.131" DIAM. x 31 SPACED 9" O.C. HIP GIRDER cl?v DETAIL #2 ,THE PNURLIN,�E EL �t OFF NOT 1'�!� IO 1`OP CHORD \ "PURLIN GABLE dF THE iOV6 tDRUSS ON TOP CHORD DETAIL #4 e ® WAR?MW - ro'W o n Ior, an AIL #1 APEX 0 U LL DETAIL #3 IMPORTANT MOTE: ALL CONNECTION NAILING SHALL NOT SPLIT ANY LUMBER ON n* AND Page # 1 2hii6 l= PAGE 1CG74M BMRS V= R-mm �NBlghLt. CFti BSSS� PU•RUN, GABLE ®ETAJL MIUSAC o 12 7/95/200�PA3 JP B) PURLIN "IT ek industries, Inc. W.- iem Dlvtsion PURLIN GABLE =R OR 9 6d BOX :;ING BY OTHERS U t- I- I L 41 .. 6-u F-P L. 8" MIN 16d SINKER OR 96d BOX O.C. SPACING BY OTHERS HIP SET TRUSS DETAIL #2 SUPPL. - Page # 18 WAB.MN6 • Par{�y deslga pvrmn.i.rs mtdRS6D ACt7SH G772RSAND fNCLUDBD kIITSS&EFE7tENCF. P66S !� 7:T.t BS}YyXFi CSE. v� on WTlii MQmk c. aWrJpoa. k bpwd on em .b acd8 SM 7 Grmrbnt Lena PURLIN GABLE DERAIL M111SAC - 12 7/15/2005 PAGE 4 OF 4 18d SINKER OR 16d BOX. TYPICAL PURLIN GABLE , LAST n l lira rnausmes, rr iRieSiBta Dhrlslan RIDGE BLOCKING FIRST COMMON 2X BLOCKIN =.CONNECTIONS W/FRAMING CONNECTORS BY OTHERS 7 " 2-0-0 MAX I� DEAILUPPL. 12 TIGHTLY SET JOINT - a - i \ PURLIN GABLE it A' I Y\ HIP SET TRU S ROOF SHEATHING BY OTHERS DETAIL f! A SUPPL. HIP SET TRUSS ROOF SHEATHING AND DIAPHRAGM NAILING BY OTHER9� rOd mm. �- PULIN GABLE HIP DETAIL #4A S Ppl Tpabe--#l-#JUL 2 8 2011 F. onQREdD NOTES ON'T maB IIJt 86 N CSEFSRF�CE PRQE !-7478 BM= OS& i 7TT7 c�raenhaskUne sae " ' ids 6�ed uP�prr� k.l Inmwdwl [.thus tiepnis. C/� 9561 017 Fgo 'ke�nvnmh cln lwn h-Tlkwuee.nriel Fs ANDAR® GABLE END DETAIL M111SAC - 20 4/27/2004 PAGE 1 OF 2 CONT. i *DIAGONAL OR L -BRACING REFER TO TABLE BELOW SEE PAGE 2/2 FOR —ALTERNATE BRACING DETAIL — 1 X4 OR 2X3 {TYP) VARIES TO COT. 22 TRUSS ERTICAL STUD TYPICAL 2c4 L -BRACE NAILED TO 2x4 VERTICALS W/Bd NAILS SPACED AT B" O.G. LOAIUIkOq 51) SPAGItdG 2-0-0 TCLL 50.0 Plates Increase 1.15 TCDL 10.0 Lumber Increase 1. IS BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code IBCARC TOP CHORD 2 X 4 DFUSPF/HF - No.2 BOT CHORD 2 X 4 DFUSPF/HF - STUDISTD OTHERS 2 X 4 DFUSPF/HF - STUD/STD MITeK Industries, Inc. Western Division SHEATHING (BY OTHERS �24' MAX 24" O.C. 1 1/2" Typ 3 1/2j Z 2X4 LATERAL. BRACING NOTCH AT AS REQUIRED PER TABLE BELOW 24' O.C. (MIN.) TOP CHORD NOTCH DETAIL 3X5 = �p END WALL fGID CEILING MATERIAL DETAIL A LATERAL BRACING NAILING SCHEDULE VERT. HEIGHT # OF NAILS•ATEND UP TO 7'-011 2 - OVER 8'-6" 4 - 16d MAXIMUM VERTICAL STUD HEIGHT SPACING OF VERTICALS WITHOUT BRACE WITH LATERAL BRACE WITH L- PRACKJ 12 INCH O.C. 6-�7-0' 13-2-0 1 -0-0 16 INCH D.C. 24 INCH O.C. _ _ - C04M33 W. 3-31-13 cive. O CAlfto 000 MOTES 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 ARCHTEC••r 3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION, 4) BRACING SHOWN 1S FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. S) DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX VERT. STUD HEIGHT OF W-S". TOP CHORD NOTCHING NOTES 1)THE GABLE MUST BE FULLY SHEATHED W /RIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24" O.C. ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH 10D NAILS SPACED AT 6" O.C. IF STUDS ARE SPACED AT 24" O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED. 2) NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. 3) U.AoER MUST MEET OR EXCEED VISUAL GRADE#2 LUMBER AFTER NOTCHING. Pa e # Z� 4) NO NOTCHING IS PERMITTED WITFIIN 2XTFIE OVERHANG LENGTH. Continued on page 2 " mairaeivc+• varyp aolg" pasanceers nnR resnc ox sms aim wottmsn bn vo9d lot use only wlih We connectors TtSc desl9n h eocad onN upon p aomeli t9c�191Y of deign pworhenlen and proper�rarpmallon o1 eartponenf b re$On?R h 1W-747J JBMIM gB& k the retporul6l19y of the p!�na6�raBardin9 `. .. Stft 100 coo fie4 s, CA. JUL 2 E 2011 Sotety STANDARD GABLE END DETAIL MIIISAC - 20 4/27/2004 PAGE 2 OF 2 2-10d (T`P) SIMPSON A34 — OR EQUIVALENT 2X4 No. 2 OR BTR GABLE EN 6`--T' MAX TO BEARING WALL 4- 10d NAILS MIN. ,PLYWUU.D SHEATHINU TO 2X4 STD. DF-L BLOCK 2X4 BLOCK 45° �2X4 S F JDQR BTR SPACED @ 5'-0" O.C. SHALL E PROVIDED AT EACH END OF BRACR EXCEPT FOR BRACE EXTENDED STRONGBACK INTO r AE CHORDS & CONNECTED TO 2X4 No. 2 OR BTR CHO S W/ 4- 1Od NAILS. MAX NGTH = T-Y' STANDARD TRUSSES SPACED @ 24" O.C. A;LT;Ei. NATE 5RAC.ING DETAIL NOTES 1)2X4 NO.2 OR BTR. FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH 10D NAILS @ S" O.C. 2)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 = 7'-0" 3. THE HORIZONTAL TIE MEMBER AT THE VENT OPENING SHALL BE BRACED ® 4'-0" O.C. MAX. 4. PLEASE CONTACTTRUSS ENGINEER IF THERE ARE ANY QUESTIONS. Page # 21 T48RtfIIJla. 4erljg,dea#gnparwne4ms andJMAD N071m aM V= AMa lNC.7`.ir M IQ=R.EiBRF=?A---74n-.F 8 Vm SuRe 1OB ,�� .• oe�n valid for use only With 10tak cannmc Pxs. This dedgn is bated 0* upon PmwrWen shown, andis fix.1r.&aaal NMAg component. ows Welphls. CA. APPBea�LY�1y d design paramsni�s and Proper ln=dPorallan c! componer+l k rmoonsIbMy d bail 9esigna• m! buss der . Brodng shown !<. lgimal of Indvldud web members only. -kofio il temporary b=bV lo'km. ps' slabil &eping eohsiruclhn Is Om respondblEy d the ,•^•.•.•••M16.•.—..-slldcLvgroFNaia9alrucshue•islhe,iaspM.a!•lhsr-binBd�tenP s.,. A.efg�},dtl9Gs:reg�dk+g, -lo6dcapm9ua�,wnFraL'sfotope,=3'Brary:etecllonai�S3'F�uR"7NSlyTPM�4aoBSy'CrllerS�PSrs�BY'aFdBCS[TSuBdingComporani': _ .._,.. Se[nir rniems"flon ava9abla from Tmn Pule kslquie, 564 o'ormldo Dfirre. Madisor4 m 53719. r R�PLAQP.-, .. A.0 $SING STUD. ON A. O.ABLE TRUSS- MIUSAC - 27 I THO IS A SPECIFIC RE;PM. PEtAlL Tql3F-. klSFJ� ONLY R,.'jn.OF 11/1812004 1`.PAGE I MITek Industries. hic.- r OF THE TRV 9 . 'EfMRF---T."RUS'S$iiAUD.8[N.SPr=GI!MTO FkV _E *�REQ ifttQ . �t V U 'FURTHERREP-MRSA mil-W-1 00 WILL AIR _Ap.pVED,.TH -Uc W BE CAPABLB Die SUPPORTING 17 VED t0.,.MJ:R P.RIGN F T AL.POSITIONS 5F.. PRE 2. Al. V "F9 iON OF , AI R. A VAT • 3. ':4.W. ILI S I ENDED T AVa �L 0SIIOFH 5. THIRE .AIR rbBEUSE ONLY. REPLACE MISS)Nr,-VVFB WMI A NEW MEMBER OF THE SAME ATTACH 8" X 12")(7116'O.S.B. OR PLYWDDD-(AljA RATED SHEATHING 24/16 EXi�10SVIll; 1) (MIN) fo THE INsIDtj FA CE OF TRUS9 MM-i:;FfVE 6d RAILS-(.1 WX 2.01 INTO EACH MEMBER (TOTAL 10 NAILSkA GUSSET) THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED WITH (MIN) 7/16u 6.s.9 OR-PLMDOD. SEE 'mrrt_,K*STANDARD GABLE END. DETAILS -FOR WIND BRACING REQUIREMENTS. TRUSS CRITERIA LOADINOM-10-G-10 (MAX) LOt� .0 IJURAMN FACTOR: 1.15 tbP. dHORa: 4 4 OR 2X 6 (NO 2 MIN) Plf6H. 3'/12 - 12/12 BEAkINIO ' CO- �MNIUOU$ SVjD',q0ACINd.:z4" O.G. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN I FOR PLATE SIZES AND LUMBER OWES b Page # 272 COMMON JUL 2 8 2011 REPAIR A BROKEN STUD ON A CABLE TRUSS Mil/SAC - 28 11/18/2004 PAGE 1 MrTek Industries. Inc. Western Division " ..... 0 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 WSP.ECTED TO VERIFYTHAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAERSARE 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 DUELING APPLICATION OF REPAIR. 3. THE ENE? DISTANCE; EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPUTTlNG OF THE WOOD. 4. WHEN NAILING SCABS OR GUSSETS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO -AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5, THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. SCAB LUMBER SHOULD BE OF THE SAME SIZE, GRADE, AND SPECIES AS THE ORIGINAL ATTACH 2X 4X FULL HEIGHT SCAB TO THE INSIDE FACE OF TRUSS WITH TWO ROWS OF 10d NAILS (.12(PMIN X 31) SPACED 6" O.C. AND A CLUSTER OF THREE NAILS INTO THE TOP AND BOTTOM CHORDS THE SEE MITEKIDE FACE OF THE STANDARD GABLE END DETAILS LE MUST EFOSHEATHED WIND BRACING REQUIREMENTS. LYWOOD, REQUIREMENTS TRUSS CRITERIA LOADING.40.40-0-10 (MAX) DURATION FACTOR :1.15 SPACING: 24" TOP CHORD: 2X 4 OR 2X 6 (NO 2 MIN) PITQH :.3112 -12112 BEARING: CONTINUOUS STUD SPACING 24" O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES ON TIM AIM Pa e # 23 in drown and h for an fn&A&x d buMr g coffpwm dNy o1 b�diding dacig�er- rrof designer. Isadng store aieh101v duhea conzfrudbn I the tospon<m�lY 24" MAX COMMON JUL 2.8 2011 Sveo 409 atom Heights, M I?EPAIR TO RE�i OV CENT8P, M1118AC a 29 11/18/2004 PAGE 1 STUB . A GABLE T'I2USS 811ITn4 4nrf,Kfrina lnr ® Westem Division 1. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL IMN11ON.THIS REPAIR DOES NOT IMP YTHATTHE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTRE TRUSS SHALL BE INSPECTED.TO VERIFY THAT NO FURTHER REPAIRS ARE REQUJRED. WHEN THE REQUIRF,D REPAIR$ ARE PROPERLYAPPLIED, 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 Tb AVOID SPLITTING OF THE. WOOD. 4. LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. & 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 = ZV O.C. LUMBER TO BE CUT CLEANLY AND ACCURATELY, NO PLATES ARE TO BE DISTURBED. NO REPAIR NEEDED. THg OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/ SEE MEK STANDARD GABLE END DETAILS OR WIND BRACI�NG)REQU REM NTS PLYWOOD. fi IMPORTANT This repelr 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 Khan 50 psf and maximum wind speeds of 100 mph. Trusses not fitting these caitena should be examined Individually. TRUSS CRITERIA LOADING: 40-10.0-10 (MAX) DURATION FACTOR :1,15 SPACING: 24r MAXIMUM TOP CHORD: ZX 4 OR 2X 6 (NO 2 MIN) Pftl-1: 3/12 -12/12 BEARING: CONTINUOUS STUD SPACING :240 O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES 0 W6atttN3. 4�g draign pagmnalma anQ Rsda IaozFS ox SjIISAxD ydCLaaEa A�tl87CBEF�TiCS PAa& Iw•7442 9RFVBE a= i,;., n,r rn• � an6r'xdll� N¢iateormecro�s.Thk design h bme¢ �' � P shown, and 6 for vn k+dNidual boi$�g eompone 24" MAX COMMON JUL 2 8 2011 oras Kefols, CAe55t{ REPAik to NOTCH 2X6 TdP MIUSAC - 30 11/18/2OD4 PAGE 1 CHORD ®N A OABLE TRUSS 11111'GR IIIuu�K.o�1 IIIw Western Dlvis[on 1. THIS IS A SPECIFIC•REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INT6NTIQN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED, THE ENTIRI: AT SHALL BE INSPECTED TO VERIFY -THAT Nff FURTHER, REPAIRS.ARE RREQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE.LOADS INDICATED.' 2 ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. f.HE• END DI$TANCE, EDGE DISTANCE, AND SPACING.OF NAILS SHALL BE SUCH AS TO AVOID SPLtTTING.OF THE. WOOD.. 4. LUM13ER.MUST RE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. 5. THIS.REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. 6. CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. 3 112" X 1 1/2" NOTCH IN TOP CHORD 24" O.C. AS SHOWN MAYJMUM STUD SPACING = 24" O.C. LUMBER TO BE CUT CLEANLY AND ACCURATELY, NO PLATES ¢RE TO BE DISTURBED, NO REPAIR NEEDED. THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W1(MIN) 7/16" O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. IMPORTANT This repair to be used only with trusses (spans less than 50') spaced 24" o.c, maximum, having pitches between 3/12 and 12d12, total top chord toads Im' than 50 psf and maximum wind speeds of 100 mph. Trusses not fitting these criteria should be examined individually. TRUSS CRITERIA LOADING: 40-10-Q-10 (MAX) DURATION FACTOR :1.15 SPACING: 24" MAXIMUM TOP CHORD : 2X 6 (NO 2 MIN) PITCH: 3/12 -12112 BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Pa e # 2 o masnorro • v rlfii mr Kassa Nc=' ox zw "M aiMa= xa=iasizwwae 'raps i��4sa ssvoss VrA /�.n .m °gib' h mid' oerinc cnro n ob lcor v6ru� r�ponsl6WN bulidin8� tdedgn .wankdWjdmuss dgner. 9la hg ne 12" MAX 24" MAX GA% 4q/N '\ T 2' MAX � o £XP.3-31-iS . CIVIL OF JUL 2 8 2011 7.177Bigmbbf*Laim Sine tog • %WM GBnls Helplfts, CA @561 1 REPAIR, TO. NOTCH 2X4 TOP M111SAG m 31 11118/2004 PAGE 1 CHP-RD ON A GABLE TRUSS Mrrek Industries, Inc. i. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL Westem Division INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION 1 104"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, S. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE ZX ORIENTATION ONLY. 6. CONNECTOR PLATE$ MUST BE FULLY IMBEDDEDAND UNDISTURBED. LUMBER TO BE GUT CLEANLY AND ACCURATELY, NO PLATES ARE TO BE DISTURBED. APPLY ZX4 NO.2 SCAB TO ONE FACE OF TOP CHORD OF TRUSS WITH CONSTRUCTION 0UALrrY ADHESIVE AND 1 ROW OF 10d 13" X 0.1311 NAILS SPACED 6" O.C. *-MAXIMUM STUD SPACING = 24" O.C. THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W1(MIN) 7116" O,S.B OR PLYWOOD. SEE MiTEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. IMPORTANT This repair to be used o* with trusses (spans less than 501) spaced 24" o.c. maximum, having pitches between 3112 and 12112, total top chord loads less than 50 psf and maximum wind speeds of 100 mph. Trusses not fitting these criteria should be examined individually. TRUSS CRITERIA LOADING: 40-10-0-1 D (MAX) DURATION FACTOR :1.15 SPACING: ZV MAXIMUM TOP CHORD: 2X 4 (NO 2 MIN) PITCH: V 2 -12112 BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES WARM=. Vs & design Parmnelerc cW4A Zk H07= W Page # 26 0 ND DYCLQDED hDFEKSSFERBNCEIMG6 7�7478 866D%E �6. obn oommeies drowm and k W.on hdNlduol bu1kft =nVa a STANDARD REPAIR DETAIL 25% MIUSAC - 21A 5/3/2004 PAGE 1 S. CD46433 EKP, 3-31-13 MITek Industries, Inc. Western Division NUMBER O [wo. EACH OF BREAK SIDE e INCHESSYP MAXIMUM FORCE (Ibs) 25% LOAD DURATION I DF SPF HF _ 2x4 2x5 2x4 2x6 I 2x4 2x6 2x4 �I y�g�' ! 14 21 24" 224D 3360 2065 ( { 3097 1750 2625 1785 1 2677 I ! i 18 I I 27 30" 2880 4320 2655 3982 2250 ---- 2295 ! 3442 22 33 36"—' 3520. 5280 3245 4867 2750 4125 `• 2805 1 4207 I I 26 39 42" 4160 6240 3835 5752 3250 4875 I 3315 i 4972 30 45 48" 4800 7200 4425 6637 3750 5625 382 5737 yj 1. UIVIUM t:UUALLT FKUNI AND BACK ATTACH 2x_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS (CENTER ON BREAK OR SPLICE) W/CONSTRUCTION QUALITY ADHESIVE AND 1 Od NAILS ®y (TWO ROWS FOR 2x4, THREE ROWS FOR 2x6) SPACED 6"oc STAGGERED AS SHOWN.(.148"dia. x T) THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12", (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L=(2)X+C �Clvllk. A � JUL 282011 x --BREAK IOd NAILS NEAR SIDE ' Page # 27 r +10d NAILS FAR SIDE TRUSS CONFIGURATION i' 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: T. 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 APPUNG 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 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2x ORIENTATION ONLY. PLATES AT THE JOINTS OR SPLICES. S. THIS REPAIR It LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. TP8R1YI1Vfi • PerlfrJ design. pararpetya end ERAG !✓OTSS OJS Tiles �qXD rNCLVD'ED Design void for use only with MTek connector. This design 8 bared only vpon paramet. Appricobf8ly d design Pwamenlen ohd proper lneorporolion oI a For mterd waoarl d ind'widua! wa6.nem"wn .,.,w --1 �mponenl�¢ RLponc� sFi GNUSPA= MU-7478 XWORE Us& and is for on lndividud bulding component. f��x+Q designer ,nol,hvas designer. &wing shown iaoncotron, quaiBy conlrot, storage. delivery, erection and brodng, corsull ANSI/CPIT Qbapty Cdteda, nse-8y maid Safety Inlormafion ovoBoble ham Truax Plate IMIIWe, SS3 D'Onotrlo Drive, Madison, WI SST P. rrl7 Greenback Lane Suite 109 CA" HORNS. CA, 954 PAL' Si�� B&TOM CHORD FILLPER DETAIL MIUSAC -1 3t10l2OD4 PAGE 1 TRUSS BOTTOM CHORD BRACED PER MAIN TRUSS ENGINEERING BRACING SPECIFICAl ALT. BEARING"FILLER BOTTOM CHORD /� 2X4 NO2 OR BETTER LU Ebt' FILLER BC MAY BE SPLICED WITH 3x4 M20 PLATES OR WMi 2X4 NO2 Z4r LONG 48 SCAB, CENTERED ABOUT THE SPLICE, NAILED TO ONE FACE W/(.131"X Z MIN) NAILS @ ,P O.C., 2 ROWS. Welt industries, Inc. Western Division MAX 340-D EXTENSION 9x4 M20 PLATES M?) OR ALTERNATE CONNECT W/ 2-1 Od COMMONS (TYP) FILLER V€RT►PAL.BNR. ... 2X4 STD OR BETTER LUMBER NOTES: 1) FOR LUMBER SIZE AND GRADE, AND FOR PLATES TYPE AND SIZE AT EACH JOINT REFER TO MAIN TRUSS ENGINEERING DESIGN. 2) LOADING: FOR TOP CHORD SEE MAIN TRUSS ENGINEERING DESIGN. BOTTOM CHORD LOADS: LIVE = 0 PSF; DEAD: =10 PSF 3) TRUSS SPACING = 24" O.C. MAX 4) MAX BOTTOM CHORD PITCH = 4112 5) FILLER MEMBERS ARE NON STRUCTURAL PART OF THE MAIN TRUSS; THEREFORE THEY MAY BE FIELD ADJUSTED TO FIT EXISTING CONDITIONS, PROVIDED THAT STUD SPACING, CONNECTION AND EXTENSION REQUIREMENTS ARE AS SPECIFIED. ADJUSTMENTS MAY INCLUDE ADDITION OR REMOVAL OF FILLER MEMBERS. Page # 2S mW READ MVW OH=9 AM IJiI.T.iJ➢W W= F&M ii7-7M BEFORE T*& CA, OVERHANG REMOVAL DETAIL MII/SAC - 5C 12/6/; tODS PAGE 1 rru a eR nausrnesInc. a Wastem DNrfsIon TRUSS CRITERIA: - - LOADING: 25-1.6-0-10 (WX-) DUR AMN FACTQR:1.15/ 1.25 SPAEING: 24" O.C,.. TDP CNQR•D; 2x4� OR 20 HEEL HEIGHT.- STANDARD HEEL UP TO 12' ENERGY HEEL END'BEARING CON15111ON 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 8EEN BROKEN OFF. 2. NO LUM8,,ER DAMAGE OR DEFECTS SHALL GO BEYOND REMOVAL LINE. NO CONNECTOR PLATE DAMAGE ALLOWED 0 12 2-12 ar,mdmaumb,�rr�onem• l cmivs .�a. _•....1 Lna:.iwi.gei 6e..:.T .i d.wu.. SCAB APPLIED OVERHANGS NIIIISAC o 5 3/25/2004 PAGE 1 nu r ex i[xiustnes, mr. .:E�f�. (� . Western DEvEsbn _ 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 riot filtfng these c:rl is 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 SEEN BROKEN OFF. 2. ATTACH 2x SCAB SAME LUMBER SIZE AND GRADE AS TOP CHORD TO ONE FACE OF TRUSS WITH TWO ROWS OF (0.131 "X3") NAILS SPACED @ V' O.C. 3. THE END DISTANCE, EDGE_ DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. , 4. WHEN NAILING THE SCABS, THE USE OFA BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 12 2-12 [�� e oN m Mtn h b=ci e shown 61 ih® - . JUL 2 8 ?Qij • • I ■ , • • I , I • • I I , : • I • ■ GENERAL NOTES NOTES GENERALES HOISTING AND PLACEMENT OF TRUSS BUNDLES STEPS TO SETTING TRUSSES RESTRAINT & BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES RECOMENDACIONES PARA LEVANTAR PA UETES DE TRUSSES LAS MEDIDAS DE LA INSTALACIUN DE LOS TRUSSES RESTRICCI6N YARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 Trusses are not marked in any way to identify the Los trusses no estan marcados de ning6n modo que Q 10' 3 m or frequency or location of temporary lateral restraint identifiquela frecuenda olocalizacdnderestricddnlateral DONT overload the crane. • 15' �4.6 m ' Diagonal bracing Repeat diagonal bracing and diagonal bracing. Follow the recommendations yarriostre diagonal temporales. Use las recomendadones Q 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 ®Refer to 1 every 15 truss spaces 30' for handling, installing and temporary restraining demanejo, instalad6n, restriccdn y arnostre temporal de NOsobrecargue la gr6a. trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal BCSI-B7*** for more (9.1 m) max. and bracing of trusses. Refer to SCSI - Guide to IDS trusses. yea el folleto SCSI- Guia de Buena Practica bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five information. Good Practice for Handling.Installing,Restrainingare el Mane'o. Insta/acidn Restriccidn Arriostre de IDS � NEVER use banding to lift a bundle. trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see *** P Y *** below 7 Repeat process with groups of four trusses until all trusses are set. Vea el resumen SCSI. & Bracing of Metal Plate Connected Wood Trusses de Madera Conedados con Placas de Metal NUNCA use las ataduras para levantar un paquete. )' ) P P g P para mas information. Trusses*** for more detailed information. para information mas detallada. ''`"°' Q A single lift point may be used for bundles of * I) Instate los arriostres de tierra. 1) Instate e/ primero truss y ate seguramente at arriostre de tierra. 3 Instate los r6ximos 4 trusses con restriction lateral temporal Truss Design Drawings may specify locations of Los dibu"os de disefio de /os trusses ueden es ificar ) P de miembro corto (vea " -,,,a• • '" g 9 y N I p top chord pitch trusses up to 45' (13.7 m) and Apply diagonal brace to vertical permanent lateral restraint or reinforcement for las localizations de restriccidn lateral permanente o diagonal 4) Instate e/ arriostre diagonal de /a cuerda superior (vea ice IDS. 5) Instate arriostre webs at end of cantilever and at - parallel chord trusses up to 30' (9.1 m). ndividual truss members. Refer to the BCSI- refuerzo en los miembros individuates del truss. Uea la diagonal para los pianos de los miembros secundarios para estabilice los primeros cinco trusses bearing locations. All lateral restraints _ B3*** for more information. All other permanent hoja resumen BCSI-B3*** para mas informaid6n. EI Use at least two lift points for bundles of top ® WARNING Do not over load supporting (vea abajo). 6) Instate la restriccidn lateral temporal y arriostre diagonal para la cuerda inferior 9 lapped at least two trusses. , bracing design is the responsibility of the building resto de IDS disenos de arriostres permanentes son la chord pitch trusses up to 60' (18.3 m) and para) structure with truss bundle. (vea abajo). 7) Repita este procedimiento en grupos de cuatro trusses hasta que todos /os PP o designer. responsabilidad del disen"ador del edificio. lel chord trusses up to 45' (13.7 m). Use at least trusses esten instalados. 'Top chard temporary lateral restraint spacing shall be 10' (3 m) o.c. max. for 3x2 chords _ three lift points for bundles p r top chord Itch L4DVERa apoya -Non el p Q ue la ® para mas of orm t ion. INSTALLING 4.6 m o.c. for 4x2 chords. C10� P P P r 9 ( 1 trusses >60' 18.3m and parallel chord trusses estrudura a o ado con el a uete de • Refer to BCSI-82*** for more Information. >45' (13.7 m). trusses. Uea el resumen BCSI-B2*** ® WARNING The consequences of improper Out -of -Plane" � .,, handling, erecting, installing, restraining Puede usar un solo lugar de levantar para pa- Q Place truss bundles in stable position. RESTRAINT/BRACING FOR ALL PLANES OF TRUSSES Q Tolerances for Out -of -Plane. Out of -Plumb Max. Bow Truss Length and bracing can result in a collapse of the quetes de trusses de /a cuerda superior hasta 45' RESTRICCION ARRIOSTRE PARR TODOS PLANOS DE TRUSSES P •R structure, or worse, serious personal injury y trusses de cuerdas paralelas de 30'o menos. Puse paquetes de trusses en una position Tolerancias para Fuera-de-Plano. estable. D/50 D ft. 3/4" 12.5' or death. ` ,"-i Use por to menos dos puntos de levantar con Q This restraint and bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses Max. Bow ( ) 19 rain 3.8 m • Length - iADVERTENCIAI El resultado de un mane'o, N* I•* grupos de trusses de cuerda superior mc/inada (PCTs). See top of next column for temporary restraint and bracing of PCTs.-- _ _ !l 1/4° 1 7/8" 14.6' Este methdo de restriccidn y arriostre es para todo trusses excepto trusses de cuerdas paralelas Max. Bow 9 1 �`�� hasta 60' y trusses de cuerdas paralelas hasta Length in 6 rain 0.3 m 22 mm 4.5 m levantamiento, instalacidn, restriccidn y arrisotre 45' Use por to menos dos puntos de levantar con grupos de trusses de cuerda superior inclinada 1/2" 2' 1" 16.7' (PCTs) 3x2 y 4x2. Uea la parte superior de la column para /a restriccidn y arriostre temporal de PM. Max. Bow incorrecto puede ser la caida de la estrudura o � mas de 60' y trusses de cuerdas paralelas mas de 45' o t 3 rain 0.6 m 25 rain5.1 m a6n peor, heridos o muertos. 1) TOP CHORD - CUERDA SUPERIOR - a 3/4" 3' 1-1/81, 18.8' . � Length ► m , Plumb 19 rain 0.9 m 29 min 5.7 m A& lMMMON Exercise care when removing MECHANICAL HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES banding and handling trusses to avoid RECOMENDACIONES PARA LEVANTAR TRUSSES INDIVIDUALES damaging trusses and prevent injury. Wear personal protective equipment for the eyes, o� feet, hands and head when working with ® Using a single pick -point at the peak can damage the truss. trusses. m E/ use de un solo /ugar en el Pico para levantar puede 60' or less ICAUIRM Utilice cautela at quitar las ataduras hater dan"o at truss. o los pedazos de metal de sujetar para evttar dan"o a IDS trusses y prevenir /a herida personal. Cleve Approx. 1/2 el equipo protectivo personal para Ojos pies, truss length manos y cabeza ® C&IM014 Use ICAMILM Utilice Tagline cuando trabaja con trusses. � musses up ro 30' (g.I m) _ special care in cuidado especial en TRUSSES HASTA 30 PIES ' ./line V 4' 1-1/4" 20.8' Q Tolerances for 1 f 25 min 1.2 m 32 min 6.3 m Out -of -Plumb. 1-1/4" 5' 1-3/8" 22.9' Tolerancias para D/50 max 1. 32 mm 1.5 m 35 rain 7.0 m Fuera-de-Plomada. 1-1/2" 6' 1-1/2" 25.0' 38 rain 1.8m 38 min 7.6m 1-3/4" T 1-3/4" 29.2' CONSTRUCTION LOADING (45 mm) 2.1m 45 mm 8.9m CARGA DE CONSTRUCC16N 2" z8' 2" a33.3' ' 51 min >-2.4m 51 min 10.1m DO NOT proceed with construction until all lateral restraint and bracing is securely and properly in place. . windy weather or dias ventosos o cerca NO proceda con la construction hasta que todas las restric- *Consult aRegistered Design Professional for trusses longer than 60' (18.3 m). near power lines de cables e/ectricos o Anach clones laterales y los arriostres esten colocados en forma Locate spreader bar in- (3 m) *Consulte a un Professional Registrado de Disen"o para trusses mas and airports. de aeropuertos. above or stinback o.c. max. de 60 pies. - - / apropiada y Segura. mid -height I _ � DO NOT exceed maximum stack heights. Refer to BCSI-B4*** roe -in T� oe"in I Q See l SI 1-82 for para las options. for more information. 1 Uea e/ BCSI-82***para las opciones de TCTLR. Spreader bar spreader bar v2 to NO exceda las alturas maximas de mont6n. Uea el resumen 2/3 truss length - BCSI-84*** para masinformaci6n. for truss Tagline Spreader bar 213 to Refer to SCSI-B3*** for TRUSSES UP TO 60' 0 PIE m) _� �- 3/4 truss length -� TRUSSES HASTA 60 PIES 9 Gable End Frame restraint/bracing/ A,`�,. Tag reinforcement information. HANDLING TRUSSES UP TO AND OVER 60' (18.3 m) Truss Span o „ r Top Ch6r-mporary•Lateral Restraint (TCTLR) Spacing Longitud de'Tramo Espaciamiento del Arriostre Temporat di'la,Cuerda Superior - Up to 30' 10' (3 m) o.c. max. (9.1 m) 30' (9.1 m) - 8' (2.4 m) o.c. max. 45'(13.7m) 45' (13.7 m) - 6' (1.8 m) o.c. max. 60' (18.3 m) 60' (18.3 m) - 4' (1.2 m) o.c. max. 80' (24.4 Tl Maximum Stack Height 'a for Materii on Trusses Material Height Gypsum Board 12" (305 mm) Plywood or OSB 16" (406 mm) Asphalt Shingles 2 bundles Concrete Block 8" (203 ram) Clay Tile 3A tiles high f- TRUSSES HASTA Y SOBRE 60 PIES - Para information sobre restriccidn/ •$ TCTLR �/�Q�� ■"•^/� NE�O Q Hold each truss in position with the erection equipment until top chord temporary arriostre/refuerzo para Armazones lateral restraint * ,� "" O O Hastiales vea el resumen BCSI-e is installed and the truss is fastened to the bearing points. SO" or � � NEVER stack materials near a peak or at mid -span. 13MAvoid lateral bending. Q Use proper Sosten a cada truss en osid6n cone Note: Ground bracing not shown for clarity. ' NUNCA amontone los materiales cerca de un prco. Evite la flexion lateral. p per rig- Use equipo apropiado 9 P quipo de gr6a hosts qua la restriccidn lateral temporal de la Truss attachment ging and hoisting para levantar a cuerda superior este instalado y el truss esta asegurado en IDS soportes. Q Repeat diagonal braces for each set of 4 trusses. required at support s) 0 DO NOT overload small groups or single trusses. EMThe contractor is responsible for equipment. improvisor. INSTALLATION OF SINGLE TRUSSES BY HAND Repita los arrisotres diagonates para cada grupo de 4 trusses. Section A -A NO sobrecargue pequen"os grupos o trusses individuates. properly receiving, unloading and storing 2) WEB MEMBER PLANE - PLANO DE LOS MIEMBROS SECUNDARIOS the trusses at the jobsite. Unload trusses to RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES Q Place loads over as many trusses as possible. smooth surface to prevent damage. POR LA MANO � LATERAL RESTRAINT & DIAGONAL BRACING ARE Coloque las cargas sobre tantos trusses como sea El contratista tiene la responsabilidad de " ; % _ ; i , _ VERY IMPORTANT posible. recibir, descargar y almacenar adecuadamente Q Trusses 20' - - " - Q Trusses 30' - Q Position loads over load bearing walls. los trusses en la obra. Descargue los, trusses en (6.1 m) or (9.1 m) or f iLA RESTRICCION LATERAL Y EL ARRIOSTRE DIAGONAL Coloque las cargas sobre las Paredes soportantes. la tierra liso para prevenir el dan"o. U-41 less, support less, support at SON MUY irf PP PP l near peak. quarter points. bracing CLR splice reinforcement ALTERATIONS - ALTERACIONES r! k %3:,•. Truss Member • *** Truss bracing not shown for clarity. Soporte Soporte de 2x CUR ®Refer to BCSI-B5. a - cerca at Pico los cuartos ea a resumen S -85 u I Bc IIDS trusses de tramo IDS Trusses u to 30'Trusses up to 20' -► E p --► , Web membede 20 pies o (6.1 m) trusses de 30 (9.1 m)DO NOT cut, alter, or drill any structural member of a truss unless DO NOT store NO almacene menos. ies o menos. Trusses hasta 30 iesspecifically permitted by the truss design drawing. Trusses hosts 20 pies P Punbraced bundles vertica/mente Ios NO torte, altere o perfore ning6n miembro estructura/ de untruss,upri ht. 7 trusses sueltos. g Y C y a A a menos que este e'specificamente permitido en el dibujo del dis"Trusses may be unloaded directly on the ground TEMP0�R, RGST�iNT B�CjNG del truss. at the time ofdelivery or stored temporarily in RESTRICCION YARRIOSTRE TEMPORAL chords Minimum 2' 2x Scab block contact with the ground after delivery. If trusses centered over splice. Attach EM Trusses that have been overloaded during construction or altered without the Truss Man - are to be stored for more than one week, lace I Diagonal braces to CUR with minimum 8-16d ufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. P Refer to BCSI-B2*** for more Tr P PP Y ty blocking of sufficient height beneath the stack 7Top Chord Temporary I `' every 10 truss spaces (0.135x3.5") nails each side - of trusses at 8' (2.4 m) to 10' (3 m) on -center information. // Lateral Restraint 20' (6,1 m) max. of splice or as specified by the Trusses que se han sobrecargado durante la construccion o han sido a/terados sin la autor- (o.c.). 30' (3 m) - 15' (4.6 m) max. °' Building Designer. izacidn revia del Fabricante de Trusses ueden hater nulo sin efecto la arantia limitada del w°"� Uea el resumen BCSI-62*** para mas infor- (TCTLR) I P P Y 9 �, 2x4 min. I Same spacing as bottom Note: Some chord and web members SECTION A -A Fabricante de Trusses. Los trusses en aqu ser de nto ddostrega amente � � mason• chord lateral restraint not shown for clarity. en el sue/o en squat momento de entrega o ,,. a/macenados tem ra/mente en contacto inn el .- Q Locate ground braces for first truss directly "'contact the component Manufacturer for more information or consult a Registered Design Professional for assistance. Po - &w 3) BOTTOM CHORD -CUERDA INFERIOR . . sue/o despues de entrega. Si los trusses estaran Ems;..--5�,,,- _ __ _ in line with all rows of top chord temporary � " I Truss To view anon -printing PDF of this document, visit sbcindus[ry.com/b1. guardados para mas de una semana, ponga - lateral restraint (see table in the next column). Lateral Restraints - 2x4x12' or Member NOTE: The truss manufacturer and truss designer rely on the presumption that the contractor and crane operator (if applicable) are b/oqueando de a/tura suficiente detras de /a Pita DO NOT store on NO almacene en tierra j greater lapped over two trusses professionals with the capability to undertake the work they have agreed to do on any given project. If the contractor believes it needs de los trusses a 8 hasta 10 pies de ris d e o.c. Coloque IDS arriostres de tierra para e/ primer =90° assistance in some aspect of the construction project, it should seek assistance from a competent party. The methods and procedures P ( )• or CLR splice reinforce - uneven ground. desigual. truss directamente en Anea con cada una de E P Note: Some chord outlined in this document are intended to ensure that the overall construction techniques employed will put the trusses into place SAFELY. Q For trusses stored for more than one week, cover ment. and web members These necommend with t for handling, installing, restraining and bracing trusses are based upon the collective experience of leading ,,, las filas de restricton lateral temporal de la personnel involved with truss design, manufacture and installation, but must, due to the nature of responsibilities involved, be presented , bundles to protect from the environment. cuerda superior (vea la tabla en la pr6xima Brace first truss I Bottom not shown for only as a GUIDE for use by a qualified building designer or contractor It is not intended that these recommendat ons be interpreted as �f securely before chords clarity. superior to the building designer's design specification for handling, installing, restraining and bracing trusses and it does not preclude the Para trusses guardados por mas de una semana, column). use of other equivalent methods for restraining/bracing and providing stability for the walls, columns, Floors, roofs and all the interrelated cube IDS paquetes para proteger/os del ambiente. _ erection of additional structural building components as determined by the contractor. Thus, SB(A and TPI expressly disclaim any responsibility for damages � DO NOT walk on trusses. arising from the use, application, or reliance on the recommendations and information contained herein Refer to BCSI*** for more detailed information - _ w� � - unbraced trusses. I " pertaining to handling and jobsite storage of --_ NO camine en trusses Diagonal braces every) S�•/C _ , y� trusses � 4 r I truss spaces 20' (6.1 m) max. , , 5ueltos. I WOOD TRUSSVOUNn1 TRUSS PLATE INSTITUTE yea e/ folleto BM*** para InfOrmaCi6n cods detal- 6300 Enterprise Lane • Madison, wi 53719 218 N. Lee St., Ste. 312 • Alexandria, VA 22314 lads sobre el manic, y a/macenado de los trusses 10' (3 m) - 15' (4.6 m) max. 608/274-4849 • sbcindustry.com 703/683-1010 • tpinst.org en area de trabajo. z 30 B - I MV10 4m, I' • f I P.Ly I ' I ' I I 0 1 I if I 1 [.74 I'm'• I I 1 V707jrzriI • , e 0 I 0 P'mmgaPPPPPPP Building Materials and Construction Services 45491 Golf Center Parkway, Indio, CA 92203 Telephone: (760) 347-3332 Fax: (760) 347-0202 CITY OF LA Q U I NTA BUILUNG & SAFETY DEPT. APPROVED FOR CONQ rION DATE [2,6 k Legacy Homes / 2624 - B La Quinta 07/03/2013 60-00-00 1 31-00-00 14-00-00 15-00-00 Q- H-26 (.8) 0- Th .26 (.02) Q- H6-283(x01) 340- 2.4 SO 51b 21-04-00 7-04-00 11-00-00 20-04-00 Garage Roof Lavout n O Z 0 m 4 N (D N M L Qi C U) O � n ' Z N 0 \1 n I a m d N V N M � 0 U M ti O m O M 1 p o Z !2 Z m a it aL` 4i 'his is a truss placement diagram only. hese trusses are designed as individual building components to be incorporated into the building design at the specification of the building designer. See individual design sheets for each truss design identified on the placement drawing. he building designer is responsible for temporary and permanent bracing of the roof and floor system and for the overall structure. The design of the truss support structure including headers, beams, walls, and columns is the responsibility f the building designer. For general guidance regarding bracing, consult "Bracing of Wood Trusses" available from the Truss Plate Institute: 83 D'Onifrio Drive Zadison, WI 53179 mm o' 'h1` MiTek a Re: . 2624_B_ 2624 A MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by BMC-Indio, CA. Pages or sheets covered by this seal: R41608270 thru R41608312 My license renewal date for the state of California is December 31, 2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. Q?,OFESS/pN ��`��o� SOON 0 c L C 074486 c rn *� EXR 12-31-15 J* C 1\- March 19,2014 Ong, Choo Soon The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. Job Truss Truss Type Qty Ply 2524A - R41606270 2624 B_ CJSA Diagonal Hip Girder 2 1 Job Reference (optional) BMC, India, CA - 92203 7.4305 Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 13:15:52 2014 Page 1 ID:pMWmiiU9y3ui8 TyY?fPchEyEitD-43XmxEZYv?. T7SQH UQNEgGSf9wRDD_e61wl l3v7Zfm5 -1-5-0 3-3-6 5-7-5 7A'2 11-3D 1-5-0 3-38 2-315 2-1-7 3-64 Scale = 121.6 2A II 3x4 = 6x8 = 3x10 = Special Special Special US Special Special 3.3-6 57-5 7-&12 11-1.8 11 3-3& 7-3-15 2-1-7 Plate Offsets (X,Y): j8:Edge,0-1-81, (9:0-3-9,0-3-0) LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) -0.14 10-11 >943 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -0.22 10-11 >604 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.74 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.02 10-11 >999 240 Weight: 49lb FT=20% LUMBER TOP CHORD 2x4 DF No.1 &BtrG BOT CHORD 2x4 DF No.1&BtrG WEBS 2x4 DF Stud G REACTIONS (lb/size) 6=120/Mechanical, 2=696/0-7-6 (min. 0-1-8), 8=593/Mechanical Max Horz 2=82(LC 3) Max Uplfft6=18(LC 3), 2=15(LC 3) Max Grav6=120(LC 1), 2=1389(LC 12), 8=1342(LC 11) BRACING TOP CHORD Structural wood sheathing directly applied or 3-1-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4010/0, 3-4=3268/0, 4-5=2178/0 BOTCHORD 2-11=0/3850, 10-11=013850, 9-10=0/3184, 8-9=0/2119 WEBS 4-10=0873, 4-9=1362/0, 5-9=0/1463, 5-8=2412/0, 3-11=5/673, 3-10=917/0 NOTES 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girders) for truss to truss connections. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 6, 2. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonooncurrent with any other live loads. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 4 Ito down and 24 lb up at 2-9-8, 4 lb down and 24 lb up at 2-9-8, 57 lb down and 23 lb up at 5-7-7, 42 lb down and 17 lb up at 5-7-7, and 84 lb down and 24 lb up at 85-6, and 83 Ito down and 23 lb up at B- -6 on top chord, and 249 lb down and 2 lb up at 2-941, 249 lb down and 2 lb up at 2-9$, 267 lb down at 5-7-7, 267 lb down at 5-7-7, and 281 lb down at 856, and 280 lb down at B-5-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 I KARNIX-"dnip parnmilers andEM ADIFSONMISAW MISID WHXRRZX94M PASEIW-14)3 mL I/A'VJV14fiffW9W Design valid for use only with Mirek connectors. This design is based only upon parameters shown. and Is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not trus designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibi08y of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general ouidance reaardno from Trus Plate Institute. 781 N. Lee QROFESS/Oh SOQ/� 0, L C 074486 c M * EX 12-31-15 sT�TFOF C March 19,2014 MTek' 1777'Gi6aHt) Citrus Heights, CA, 95810 Job Truss Truss Type Qty Ply 2624_A R41606270 I 2624 B_ CJSA Diagonal Hip Girder 2 1 Job Reference (optional) amu, Indio, CA-BZW3 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 13:15:52 2014 Page 2 i D: p M Wm i i U 9y3u i BTyY?fPch Ey Eito-43XmXEZYv?T7 SQ H U Q N Eq GSf9wR D D_e6lwl I3vrZf m5 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-6=-68, 2-7=20 Concentrated Loads (Ib) Vert:4=99(F=57, B=-42) 10=34(F=17. B=17) 12=48(F=24, B=24) 13=167(F=84, B=83) 15=2(F=1, B=1) 18=80(F=-41, B=39) A MARMW-VerfirdesipSarairriamtsandREMA9IFBWMISAWfAICZfRRKMWRFFERMAMENir-74T3rec1129f?AI®88rMME Design valid for use only with MiTek connectors This design is based only upon parameters shown, and is for an individual building component. Applicobirify of design parameters and proper incorporation of component 6 responsibility of building designer - not tnra designer. Bracing shown ,� Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is thereresponsibilydy of the MI IPrk• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For genere general guidance gardng . �fabricaP,err,�aatibNcr;€rYeblefromm=ds Plate ereciio, 781 N. vein Street, Sulam AHS�Mria, V r 2314a: 958`BWendBC-5f.8wllding_Compomenf..-. _».. �:•. pq�ge�rr , a1R•YG9-..,�. Safely InformaBon available from Truss Plate Institute, 761 N. Lee Street Suite 312. Alexandria, VA Ira' Citrus He N3ms1�lcisPi:&us9to-s�eg.rth-•desSers:srshsesare:x�eu. — - - slcma rmy a t'_wJ.ra- lghts, CA, 95610 } Job Truss Truss ype Qty Ply zs2a A R41808271 2624 B_ G5 lay -In Gable 1 1 Job Reference (optional) mes, n,, me Merle ZU14 Vage l ID:pMWmiiLI9y3uiBTyY7fPchEyEito-ZF599aaAgJb_3ash_516GT?uIK 9yc7FXanlbLzZfm4 za-p sz-0 I 2-7-0 2-7-a 4x4 = 4 2x4 // 2x4 II 2x4 \\ LOADING (per SPACING 24)-0 CSI DEFL in (lac) I/defi Ud TCLL 20.0 Plates Increase 1.25 TC 0.08 Vert(LL) n/a n/a 999 TCDL 14.0 Lumber Increase 1.25 BC 0.04 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.02 HDrc(TL) 0.00 3 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) LUMBER TOP CHORD 2x4 DF No.1&BtrG BOT CHORD 2x4 DF No.1&BtrG OTHERS 2x4 DF Stud G BRACING TOP CHORD BOTCHORD REACTIONS (lb/size) 1=125/5-2-0 (min. 0-1-8), 3=125/5-2-0 (min. 0-1-8), 4=143/5-2-0 (min. 0-1-8) Max Horz 1=-48(LC 4) Max Uplift 1=6(LC 7), 3=5(LC 7) Max Grav 1=125(LC 1), 3=125(LC 1), 4=148(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 120.1 PLATES GRIP MT20 220/195 Weight: 19 lb FT = 20% Structural wood sheathing directly applied or 5-2-0 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.OpsF, BCDL=6.0psF h=14ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) and C-C Interior()) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. LOAD CASE(S) Standard QRpFESS/p�, ��`��o� S00/�r O�Fti c� LIJ v C 074486 m *\ E' P.r^ 1-15 �* �F March 19,2014 d WAKVM -"dulp pammiers and READ ACTES ON 7/RS Af817AK7.(IEED Af17Etf REFERMM A45E Kff-7473 ML 1/2V204129WIRZ Design varid for use only with MfTek connectors. This design is based only upon parameters shown, and is for an individual bu0dmg component. App5=bilfty of design parameters and proper incorporation of component is responsbility of building designer- not tons designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilrity of the erector. Additional permanent bracing of the overalllltly structure is the responsibof the building designer. For general guidance regarding M i /'{ ek• ' --" 1�bRt.OfiaFZ�JdRP>'DBi1Ylr#st�$gz: d3MEr 'F Z>•ifforPh�it1'Ns'acting;-temrdH"'—A*SWR>QuaiYy-Eree<kal4ft^Bf�ntnWI 5alety Inlonnallon ovaRoble from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. H"Sauds�e.t>Lse(Gtrus Heights, CA, 95610 Job Truss cuss Type Qty Ply 2624 A 2824_B_ T1_A GABLE i 1 R4160a272 Job Reference (optional) ID:pMWmiiU9y3uiBTyY?FPchEyEito-7QT30gNc9pxYOd9iB?zXYCykpAAYTCwgTxhJGZzZdxB -1-0-0 15-0-0 23-9-7 2 1 1-D-0 15-0-0 B-9-7 0- Scale = 1:43.0 4x4 11 4x6 = 12 13 14 15 3x6 39 38 40 37 41 36 42 35 43 34 44 33 45 32 46 31 30 47 29 28 48 27 49 26 50 25 51 24 52 23 53 22 5x6 = 6x10 MT20H = 4x4 11 LOADING (pso SPACING 2-" CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) 0.00 1 n/r 120 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.39 Vert(rL) 0.01 1 n/r 90 MT20H 165/146 BCLL 0.0 Rep Stress Ina NO WB 0.72 Horz(TL) 0.03 28 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight 160lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G *Except* TOP CHORD 3-13,13-20: 2x6 DF No.2 G BOT CHORD 2x4 DF No. I&Btr G BOT CHORD WEBS 2x4 DF No. I&Btr G *Except* 20-22: 2x4 DF Stud G OTHERS 2x4 OF Stud G REACTIONS All bearings 24-1-0. (lb) - Max Horz 2=53(LC 13) Max Uplift All uplift 100 lb or less atjoint(s) 30, 29, 31, 32, 33, 35, 36, 38, 28, 27, 26, 25 except 22=2529(LC 14), 2=684(LC 9), 37=213(LC 23), 24=116(LC 15). 23=2166(LC 15) Max Grav All reactions 250 lb or less at joint(s) 37 except 22=2609(LC 7), 2=911(LC 8), 30=298(LC 49), 29=298(LC 33), 31=293(LC 31), 32=315(LC 47), 33=314(LC 46), 34=315(LC 45), 35=312(LC 44), 36=327(LC 43), 38=548(LC 23). 28=293(LC 51), 27=315(LC 52), 26=314(LC 53), 25=315(LC 54), 24=315(LC 55), 23=2224(LC 22) FORCES (Ib) -Max CompJMax Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23=2513/2451, 34=2292/2258, 4-5=1837/1816, 5-6=1665/1660, 6-7=145911459, 7-8=1255/1262, 8-9=1051/1066, 9-10=847/869, 10-11=644/657, 11-12=-418/473, 12-13=316/363, 13-14=197/250, 15-16=248/273, 16-17=456/467, 17-18=659/659, 18-19=-835826, 19-20=1061/1053 BOT CHORD 239=2325/2395, 3839=2053/1983, 38-40=1738/1765, 37-40=1641/1668, 37-41=1544/1571, 36-41=1447/1466, 36-42=1350/1377, 35.42=1176/1280, 35-43=115711183, 34-43=1060/1084, 34 44=9631990, 33-44=863893, 33-45=7691196, 3245=595/621, 32-46=575/602, 31-46=-470/497, 3031=381/408, 30-47=297/324, 26-49=397/424, 26-50=-452/521, 25-50=591/599, 25-51=688/715, 24-51=785812, 24-52=-882/909, 2352=979/1006, 2353=1047/1074, 22-53=1115/1141 WEBS 438=315/48, 19-24=250/178, 20-23=1953/1931, 20-22=253012480 Structural wood sheathing directly applied or 3-11-3 oc pudins except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 4-4-2 oc bracing: 2-38 5-0-15 oc bracing: 3738 5-5-6 oc bracing: 36-37 5-10-1 oc bracing: 35-36. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat II; Exp C; enclosed; M WFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) 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 ANSIlrPI 1. / QRpFESS/Soo p�� L v C 074486 c m \ EXJ t 1122-31-15 /* A WARNM-VerffFd210 Salaaar Ma and RFAC AD7F5ON M AW fdF MS 1di7fKRRTA& YE iV4GF /Elf-74T3 ML 11291M4 A9 1Pl LM Design valid for use only with M7ek connectors. The 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. &acing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilrity, of the erector. Additional permanent bracing of the overall structure B the responsibility of the bulldng designer. For general guidance regarding MI IeW le!nk:apaarfml•sfo�agz�kafiP;ereetionand•braoingr'earsaq�="=ANSf/4Pkiv:4i6a-6Pessd96F%" •Gvmpomest-•-.�+.--tea - reen au`sit�"�""'i)�e, Safety IMormrA{on avalable from Truss Plate Irutituta. 781 N. Lee Street. Suite 312 Alexandria, VA 22314. rSP7.ha>�'s amtWes&eReeslue cal61fz67.3�.hwpA= Citrus Heights, CA, M10 March 19,2014 TrusslossType Qty Ply 2624AR41608272 Pob B Tt_A GABIF 1 1 Job Reference (optional) e u, rnam, uA - Y22w r.43u s Jul zb 2013 Mil eK Industries, Inc. Tue Mar 18 15:20:38 2014 Page 2 ID:pMWmiiU9y3uiSTyY?fPchEyEho-Td1 RrAOEw73PdnkuljUm5PVvZaWnCfA7ibRtp?zZdx7 NOTES 5) All plates are 2x4•MT20 unless otherwise indicated, 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 140 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 30, 29, 31, 32, 33, 35, 36, 38, 28, 27, 26, 25 except (It --lb) 22=2529, 2=694, 37=213, 24=116, 23=2166. 12) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 3500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Conned truss to resist drag loads along bottom chord from 0-0-0 to 24-1-0 for 145.3 pH. 14) No notches allowed in overhang and 20000 from left end and 20000 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-M o.c, maximum between the stacking chords. For edge -wise notching, provide at least one be plate between each notch. LOAD CASE(S) Standard & WARtNRO -"design paramiers and READ AWTS ON MISAt ®F€C21REG kt7FKAFF BFMF {�I-t413 rec If2341202A ttSf Design va0d 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 brvcing to fissure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsbilfly of the building designer. For general guidance reaardno 781 N. Lee M7ek" Citrus Heights, CA, 95610 Job Truss Truss Type Qty MY 2624 A R41608273 2624 S T1 B Special Truss 11 1 Job Reference (optional) BMc, Indio, CA- 92203 7,430 s Jul 25 2013 MRek Industries, Inc. Tue Mar 18 13:15:59 2014 Page 1 ID:pM WmiiU9y3uiBTyY?fPchEyBto-NPSQQdfxG9M7nVJrLMsXVkFopko3M9cBvWEcp?zZfm_ -1-0-0 7-10-s 15-0-0 1s-s-11 241-0 i 1-0-0 7.111 7-1-11 4-510 47-5 Scale = 1:42.3 4x6 = 6 d 4x4 = 7 2x4 I 5x8 = 6x10 MT20H = 7-10.5 15-0-0 i 24-1-0 7-10-5 7-1-11 41-0 Plate Offsets (X Y): f2:0-3-5,Edge1, f8:04-0,0-3-01 LOADING (psf) SPACING 2-M CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) -0.28 7-8 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.53 2-9 >533 240 MT20H 165/146 BCLL 0.0 ' Rep Stress Ina NO WB 0.66 Horc(TL) 0.08 7 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.06 2-9 >999 240 Weight: 107 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc purlins, except BOT CHORD 2x4 DF No. 1&Btr G end verticals. WEBS 2x4 DF Stud G *Except* BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. 6-7: 2x4 DF No. t&Btr G WEBS 1 Row at midpt 3-8 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=1132/0-5-8 (min. 0-1-8), 7=1041/0-3-8 (min. 0-1-8) Max Horz 2=56(LC 5) FORCES (lb) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2400/0, 34=1363/0, 4-5=-1320/0, 5-0=290/13 BOT CHORD 2-9=0/2196, 8-9=0/2196, 7-8=0/1052 WEBS 3-9=0/406, 3-8=106019, 4-8=0/464, 5-8=0/295, 5-7=1189/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 14)-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the RoF ESS/p Bottom Chord, nonconcufrent with any other live loads. �OQ S00/�r LOAD CASE(S) Standard ��. F,y 1J 0. c C 074486 rn 12-31-15 * sT�TFOF March 19,2014 A t168Ri'@W-"desigs pwaareters and MM ITIM ON IMS AM MIXIM 1111MR15FERFfRE A45E NR-703 rec V2VMd$RffU5E Design valid for use only with MOek connectors. This design is based only upon parameters shown, and is far an individual building component. Applicability of design parameters and proper incorporation of component'n respomlblifly of bu0ding designer- not truss designer. Bracing shown B for lateral support of 1ndHidual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Adddional bracing The a the the bu0dmg designer. M?ek` ertnanent of overa� structure responabfrriy of For general guidance regardng —� fa�rica ��rxoy�:@9e'80e"-1�%"'�"rz�Src'ond 7 f re n" S`sacRYa Solety Intwma8on avaliable from Truss Plate Institute, 781 N. Lee Street. Suite 312 Alexandria, VA 22314. -.FiA1.fae�zis msa3B�sq-.valsxe�sl.rxnafh.et}sen. [t'LIAf f?Oti te. it CC Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 2e24_A R41606274 2624 B_ T1 BB Special Truss 5 1 Job Reference (optional) BMC, Indio, CA - 92203 r.4au s dim 2D 2u13 mi I m urousmes, Inc. 1 ue mar 15 13:15:00 2014 Page 1 ID:pMWmiiU9y3uiBTyY?tPchEy6to-rb0odzgZOSU_Pful u3Nm2ynzZB815csHBAzAKRzZflz r1-0_0 i 7-10-5 15b0 + 19-511 24-1-0 1-0-0 7-1 OS 7-1-11 4510 4-7-5 Scale = 1:42.3 4x6 = 4 4x4 = 7 2x4 I I 5x8 = 6x10 MT20H = LOADING (psf) SPACING 2-M 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 IBC20091TPI2007 LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G *Except* 6-7: 2x4 DF No.1&Btr G CS1 DEFL in (loc) I/deft TC 0.59 Vert(LL) -0.28 7-8 >999 BC 0.96 Vert(TL) -0.53 2-9 >533 WB 0.66 Horz(TL) 0.08 7 n/a (Matrix) Wind(LL) 0.06 2-9 >999 BRACING Ud PLATES GRIP 480 MT20 220/195 240 MT20H 165/146 n/a 240 Weight: 107 lb FT = 20% TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 104)-0 oc bracing. WEBS 1 Row at mldpt 3-8 MiTek recommends that Stabilizers and required Cross bracing be installed during truss erection, in accordance with Stabilizer Installation Quide. REACTIONS (lb/size) 2=1132/D-5-8 (min. 0-1-8), 7=1 041 /Mechanical Max Harz 2=56(LC 5) FORCES (lb) - Max Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23=2400/0, 34=1363/0, 4-5=1320/0, 5-6=290/13 BOT CHORD 2-9=0/2196, 8-9=0/2196, 7-8=0/1052 WEBS 3-9=0/406, 3-8=1060/9, 4-8=0/464, 5-8=0/295, 5-7=1189/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psF, BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. RQFESS/0 8) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom OQ M9� SOON Chord, nonconcunentwith any other live loads. �� o O2C LOAD CASE(S) Standard G2 LU C 074486 rn P 2-31-15 * FpF � March 19,2014 YliCRA M -"d.9p Paraere9 ns andREM MITES ON WIN AM RK7.M9 MI7EKRFFFRRRE AGE tdR-Mn ree 112912118 tLSE Design valid for use only with MOek connectors. This design Is based only upon parameters shown, and is for an individual building component. Appricabirity of design parameters and proper incorporation of component B respons0bllity of building designer - not truss designer. Bracing shown F Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the nesponsibillity of the M erector Additional permanent bracing. the overall sfiucture is the responsibifdy of The building designer. For general guidance regarding --_ •�-fia ern ay�iiiyceinr��cre �daW erecfr�nvfi�f.=� �oreelf�. ;_<- ..^.._ a df:~;'�Ilite"t09``.,:�=::_„crr. _ 5diety InlotmaHon available from Truss Plate Institute, 781 N. Lee Street Suite 312 Alexandria. VA 22314. rra....e.a...�rem:1..,..we..k- . Carus Heights, CA, 95610 re Job Truss Truss Type Qty Ply 2624 A R41606275 2624 9 TI-C SPECIAL TRUSS 2 1 Job Reference (optional) BMC, Indio. CA - 92203 7,430 S Jul 252013 Mrrek Industries, Inc. Tue Mar 18 13:16:01 2014 Page 1 ID:pMWmFiU9y3uiBTyY?fPchEyE to-KoaAgJgCnmcrl pTDSmu?a9KAKYWMg4aQMoj stzZfly 241-0 240.a -1-0-0 5-A9 15-0-0 nail 16-a-o 23a11 z 7 1-0-0 5-9-9 9-2-7 zs0 1-0-0 5-2-11 04- 0.2-13 Scale = 1:44.3 0-0.12 44 = o o 7 N N Co 16 1< r. 1. a 8 4x6 = 2x4 I I 5xB = 4x6 4x6 = 04 = 4x4 = 7x10 = 4x6 = 5x8 = 19$1 24-1-0 5-8-9 1 D-3-15 1 1 24-04 10 5•&B 484 B-2-1 0- Plate Offsets (X,Y): 14:0-3-12,G-1-81, 16:0-3-12.0-1-81, 18:0-3-0,0-Mj, f9:0-2-8.0-3-01, [10:0-4-0,0-2-41, 111:0-1-12,0-2-81 LOADING (psf) SPACING 2-M CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.46 Vert(LL) -0.24 11-12 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -0.95 11-12 >302 240 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(TL) 0.06 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix-M) Wind(LL) 0.15 11-12 >999 240 Weight: 143lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD BOT CHORD 2x4 DF No. 1&Btr G `Except 2-10,8-10: 2x6 DF SS BOT CHORD WEBS 2x4 DF Stud G `Except 5-10: 2x4 DF No.1 &Btr G REACTIONS (Ib/size) 2=1260/0-5� (min. 0-1-8), 8=1277/0-3-2 (min. 0-1-8) Max Horz 2=58(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=3227/0, 3-4=2038/0, 4-5=-995/0, 5-6=1 281/0,6-7=1882/0, 7-8=1530/0 BOT CHORD 2-12=013021, 11-12=0/3021, 10-11=0/1888, 9-10=0/1772 WEBS 7-9=0/2023, 3-11=130510, 3-12=01673, 10-13=0/519, 5-13=0/491, 4-13=959/0, 6-13=618/0 Structural wood sheathing directly applied or 3-6-13 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except 6-0-0 oc bracing: 8-9. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) 180.01b AC unit load placed on the bottom chord, 12-5-0 from left end, supported at two points, 4-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-8-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurTent with any other live loads. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 90 It, down at 15-7-0, and 90 lb down at 19-7-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-5=-68, 5-7=-68, 2.8=20 QRpFESS/p�, 5o0� O�CC�Cif i LU C 074486 12-31-15 March 19,2014 dWARMW-MenT7*atgaparametersand RMA107E5ONWISAWMOM hTRKREFEREAKFAPSEMR-7473ML1/2/M41li lLSE Design varid for use only with MiTek connectors. This design's based only upon parameters shown, and is for an individual buHdmg component. ��• Appri=bifify of design parameters and proper incorporation of component is responslbaity, of building designer- not truss designer. Bracing shown 's for lateral support of individual web members only. Additional temporary bracing to insure stabirriy during construction Is the responsibillity, of the erector. Additional permanent bracing of the overall structure 6 the responsibility of the building designer. For general guidance regarding Miiek` mfibaHonrgne",.*d�il;-s'iorrge,-�dek-ier �ere-'fmircnd biacirag:<'c716iH�iT^"ff9C>ss'r3:�93�}9e3e3c1gGompanen9i- `�`,"•=;,'6•..._- 7i"�re`erfBa'r�,k'i:a"rib'S"�71ie"4tr4t"'�"'°>"=-.,"_m Salety Iril nnoflon available from Truss Plate Institute, 781 N. Lee Street, Suite 31Z Alexandria. VA 22314. N3esrt7 cas�D ES w.rre mi � nd,� rw,,m.bse...s..e raema nns a s.. nsm Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 2624 A R41606275 2624 B T1_C SPECIAL TRUSS 2 1 Job Reference (optional) BMC, Indio, CA • 92203 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 9=90 fl 11=90 20=90 21 =90fl 7.430 s Jul 25 2013 MTek Industries, Inc. Tue Mar 18 13:16:01 2014 Page 2 ID:pMWmiiU9y3uiBTyY?fPchEyEito-KoaAgJgCnmcrl pTDSmu?a9KAKYWMg4aQMcWst2Zfiy d WA/NM-"desiga sanumilers and READ WIFE OMMU Ate FAR21 R WFEKREFFREAM ARSE MR-7473 reL 1129120142SSWUSE �� Design valid for use only with Mlfek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporafion of component a responsibility of building designer- not truss designer. Bracing shown - B for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction's the msponsibNity of the erector. Additional permanent bracing of the overall structure is the responsbility, of the building designer. For general guidance regarding M Tek* -�^� ^>fab7leastier 7saR>yeanhv - _- ." - ereciiortarsd^T e n cmer:§=-:=• ----- — .. . 4�Plate otesy,geeswtite31Z19►riF "o® 1°fiutt�fng�Et p 171'Gfi;Diloa n ,"$BTi "id9"°'""'�""`� Safety Inl ..gHon available from Truss Plate Institute, IBl N. Lee Street, Suite 312 Alexandria VA 22374. Citrus He' hts, it'�;�g�i..tCyl'--�__sv aadAmt. .. — �,: �,..d....ercmrrrmrwisa� r9 CA, 95610 Job Truss Truss Type Qty, Ply 2624 A R41608278 2824_B T1_CX COMMON GIRDER 1 1 Job Reference (optional) o - n.aeu s dui zo zul] ml hex inausmes, Inc. I ue mar 18 i3:16:D4 2014 Page 1 ID:pMWmiiU9y3uiBTyY?fPchEyEito*NGJTIG44h_QuGBo7vRiCoykDlaM1 S5t3oxNTC2Zfiv 11-0M40.-0 0 M. 0.337-10 2nt0 30-0-0 a 2 4x6 = 17 4x4 = 5 4.00 F12 3x10 WO4 16 S 3x4 % WO = 3 15 18 14 19 20 21 13 22 23 24 12 2x4 3x10 = 4x4 = 4x4 = 4x4 = 4x4 = II � 5x8 = SO2 MT20H = Sale = 1:52.8 6-0-12 i 4x12 C 7 5x6 a8 9 11 26a 1D 27 d d 3x6 = p8x12 = 3x10 II rl9 LOADING (psf) SPACING 1-6-0 CSI DEFL in (IDc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.29 Vert(LL) -0.16 14-15 >999 480 MT20 2201195 TCDL 14.0 Lumber Increase 1.25 BC 0.70 Vert(TL) -0.64 14-15 >447 240 MT20H 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.51 Horz(rL) 0.07 9 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix) Wlnd(LL) 0.10 14-15 >999 240 Weight: 167lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.1&BtrG TOP CHORD Structural wood sheathing directly applied or 3-5-10 oc purlins. BOT CHORD 2x6 OF No.2 G `Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-13,12-13: 2x4 DF No.t&Btr G, 9-11: 2x6 DF SS 64-0 oc bracing: 11-12. WEBS 2x4 OF Stud G *Except* 5-13,7-11: 2x4 OF No.1&Btr G REACTIONS (lb/size) 9=1713/0-5-8 (min. 0-2-1), 2=1056/0-5-8 (min. 0-1-8), 11=2071/0," (min.0-1-8) Max Horz 2=46(LC 13) Max UpIIft9=-81(LC 14), 2=128(LC 9), 11=9(LC 16) Max Grav 9=1936(LC 7), 2=1306(LC 8), 11=2219(LC 20) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3296/304, 3.4=2496/89, 4a=976/89, 5-6=1164/22, 6-7=2354/108, 7-8=1556/275, 8-9=3423/344 BOT CHORD 2-15=305/3039, 14-15=0/2792, 13-14=0/2073, 12-13=0/2037, 11-12=121/1404, 10-11=138/3070, 9-10=324/3239 WEBS 4-14=01351, 13-16=0/465, 5-16=0/425, 3-14�663/28, 3-15=0/391, 6-16=994/0, 4-16=1214/0, 7-11=976/29, 8-10=0/1646, 8-11=2142/0, 7-12=0/1117 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) 180.Olb AC unit load placed on the bottom chord, 12-5-0 from left end, supported at two points, 44" apart. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 14)-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. *8) Bearing at joint(s) 11 considers parallel to grain value using ANSI(TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9, 11 except (jt=lb) 2=128. 10) This truss has been designed for a moving concentrated load of 250.O1b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 3040-0 for 50.0 plf. 12) Girder carries tie-in span(s): 2140-0 from 24-1-0 to 30-0-0 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 90 lb down at 15-7-0, and 90 lb down at 19-7-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. A WAMM -Vet d2s12a 9azamewn aad Ra`Aft ADIFS W MAM fAR21A:FC Mi WRt4HEnMA4M M T-7473 rec 1/211 M4a9WUM Design varid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of bullding designer- 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 overo0 structure Is the responsibility of the bu0dng designer. For general guidance regarding "" '4 hhadptrrS: ''a 4arraery;^drie tidTn - — mP Safety)nfarmalion_ ava0abie from Truss Plate Institute, 781 N. et, Suite 31Z Alexandria. VA 22314. -Meni=w QROFESS/pN COSooM 0G7 w Cam LU C 074486 rn * 12-31-15 d'�9T 1 F0F r, MT®k' 5 anuci Citrus Heights, CA, March 19,2014 Job Truss Truss Type�Qty 2624_A [ly R41608276 2624_B_ Ti_CX COMMON GIRDER 1 1 Job Reference (optional) BMC, Indio, CA- 82203 LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plt) Vert: 1-5=-51, 5-9=51, 2-11=15, 9-11=43B(F=423) Concentrated Loads (lb) Vert: 19=90 21=90 22=90(F) 24=90(F) 7.430 s Jul 25 2013 MTek Industries, Inc. Tue Mar 18 13:16:04 2014 Page 2 IQ:ph WmiiU9y3uiBTyY?fPchEyEito-kNGJT'lg44h_QuGBo7vRiCoykDlaMtS5t3oxN[TC2Zflv A19UWM-Vault&-siplassaeflrsand READM)7FSONTitt N&1M MO!f!1'FKORTRE1107A4MNIT-T473recIf29IM489MLIM Design valid for sae only with M7ek connectors. This design is based only upon parameters shown, and is for an indvidual buiding component. Applicability of design parameters and proper incorporation of component B responsm0ity of building designer- not truss designer. Bracing shown is for lateral support of indnidual web members only. Additional temporary bracing to insure stability during construction's the responsibility of the MI 1®k• erector. Additional permanent bracing of the overall structure a the responsibility of the building designer. For general guidance regardng ---.iaf ii�or:huble from TrussMateIiRai 2314. umpon.sN,•---w.�••,:h�- Peen'Sack'Cbii€`,Suifb"i�.'"'v"""' Safely Infor =n available from Truss Plate InsOfute. 781 N. Lee Sheet, SuMe 312 Alexandria. VA 22374. Citrus Heights, CA, 95610 iE3asffiees:f4rrelimItretwo,s A_eisc dneiess.u9--d—.e9a1— 0=11sDI Ak.Al ut l8 Job Truss Truss Type Oty Ply 26211A Ral6oazn 2524 3 T1 D COMMON 3 1 Job Reference (optional) amc, maro,s:A-ezeus 5 ID:pMWmiiU9y3uiBTyY?fPchEyto-glO3uOkKcIE87aLBFKUAHD13KZExVKO9W Ei0UY5zZflt 1-0.0 511-7 9-10.2 15.0.0 20.1-14 z3-11-4 z5-z-1 30-0-0 a1-0-0 f1 511-7 310.11 51-14 St-14 39-7 2-2-13 d Scale = 1 Z3.8 4x6 = 5 22 -- 15 - 14 -- -- - 13 -- 3x4 II-- -- 1Z -- 11 -- 33 2x4 II 4x8 = 4x4 = 4x4 = 3x4 II 10x16 = 3x6 4x6 - Sx12 MT20H = 6x8 = I 5-11-0i w I6I6 LOADING (psf) SPACING 2-M CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) -0.19 14-15 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.76 14-15 >379 240 MT20H 1651146 BCLL 0.0 Rep Stress Ina NO WB 0.68 Horz(TL) 0.08 9 n/a n/a BCDL 10.0 Code IBC2009ITP12007 (Matrix-M) Wind(LL) 0.13 14-15 >999 240 Weight: 169 Ib FT = 20 % LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-6-14 oc pudins. BOT CHORD 2x6 DF No.2 G *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-13,12-13: 2x4 DF No.1 &Btr G MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 OF Stud G *Except* be installed during truss erection, in accordance with Stabilizer 5-13,7-11: 2x4 OF No.1&Btr G, 7-11: 2x6 DF No.2 G Installation uide. REACTIONS (lb/size) 2=139310-5-8 (min. D-1-8), 9=842/0-5-8 (min. 0-1.8), 11=1048/0-3-8 (min. D-1-8) Max Horz 2=58(LC 5) Max Uplift 11=11(LC 6) Max Grav 2=1393(LC 1), 9=842(LC 1), 11=1183(LC 8) FORCES (lb) -Max Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-0=3140/0, 3.4=2591/0, 4-5=920/0, 5-6=1106/0, 6-7=2488/0, 7-8=1678/0, 8-9=1857/0 BOT CHORD 2-15=0/2917, 14-15=0/2917, 13-14=012427, 12-13=0/2349, 11-12=0/1600, 9-11=0/1729 WEBS 3-15=01378, 13-16=0/535, 5-16=0/426, 4-14=0/334, 7-12=0/1076, 3-14=637/1, 4-16=1602/0, 6-16=1376/0, 7-11=939/0, 8-11=311/17 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat 11; Exp C; encased; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) 180.01b AC unit load placed on the bottom chord, 12-5-0 from left end, supported at two points, 4-0-0 apart. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. OFESS/ 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 1-M wide will fit between the bottom chord and any other members. OQ� �/�/� 7) A plate rating reduction of 20% has been applied for the green lumber members. (`� SOQN V) Bearing at joint(s) 11 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity �� O2� �Z of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 11. U.1 C 074486 ITI 10) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 12-31-15 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 90 lb down at 15-7-0, and 90 lb * k down at 19-7-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ST�TFOF LOAD CASE(S) Standard March 19,2014 AWARIUM-"desfgrrSaramlersand REM ACTFS0 WITAWfN MED0f7EKRFFBU?4 ArGEKir-MMLV29fM499MIM Design vafld for use only with Mifek cannecton. This design is based only upon parameters shown and is for an individual buldmg component. ��• Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. &acing shown is for lateral support of incrwidual web members -only. Additional temporary bracing to insure stability during construction is the responsibiffify of the WOWerector. Additional permanent bracing of the overo0 structure is the respomib0lfy of the bullring designer. For general guidance regarding "*`s-fal3iieS5i6tf,�t7TilNycarttr'9G-`s�'isg€,efeflvery.-etErtlor�rltsefi�Icig�Pl'}� s9dF�'EompaneM.•^.-.•�,�••�..=�.e=•�7i?9'G`Fet3n e" Yie; s�li'ileY$if"""='R" - Solely Inlcrn fin walloble from Truss Plate InsfrMe. 781 N. Lee Street, Suite 31Z Alexandria, VA 2231 sic w axsw...r;.�s-...D.:a..E Citrus Heights, C4. i9 A, 95610 Job Truss Truss Type Ply 2s2a A R41808277 2624 B T1 D COMMON jQty 3 1 — — — Job Reference (optional) BMC, Indio, CA- 92203 LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-68, 5-10=68, 11-17=20, 11-21=50(F=30), 9-21=20 Concentrated Loads (lb) Vert: 25=90 27=90 28=90 fl 30=90(F) 1.46uSumzOzu13muexmausmes,mc. iuemarssssao:uazos4 Nagez I D:pM WmiiU 9y3uiBTyY?fPchEyEito-g103u0kKcl E87aLBFKUAHD 13KZExVK09W5Q UY52Zflt A FYARMM 40rif f dssiga parameters and RW MIES ON RUM 111AULME8 t4MXFFEERFMT A45F IM-703 rea 1129IMS 84i7ubm Design valid for use only with Mgek connectors. This design is based only upon parameters shown, and is for an individual bulldmg component. Applicability of design parameters and proper Incorporation of component is responsibility of bullring designer - not truss designer. Bracing shown is for lateral support of indrvdual web members only. Additional temporary bracing to insure stability during construction Is the responslbillily of the erector. Additional permanent bracing of fhe overa0 structure is the responsbTify of the bullring designer. or general guidance regardng - .:.-."�'�=t$bri�'o7iors`�'aed�l:'3fo'sae`."�f,{ri=LsYt?3�tJri�3?s"E"b'f�f71� rB'9'dIRfiOly�tdeiaCarroaa�:sY""° N. Lee Street, Suite 312. Alexandria. VA Idt MiTek7 Wif" rmrre,N Citrus Heights, CA, M10 Job Truss Truss Type Qty Ply 2624 A R416D6278 1 2624 B_ T1 E SPECIAL TRUSS 1 1 - Job Reference (optional) emu, maro, uA - ezzus lass. s — za zv s mu ex inausmes, mc. rue mar 16 13:16:o6 zot4 Pepe t ID:pMWmiiU9y3uiBTyY?fPchEyEitoc6VglimbBwUrNtVZMIWeNe6MdNwVzCUSzPvbI r �+ 6-0-a2 1t-t 1.6 15-0-0 1&p-4 23.11-4 258-10 30-0-0 St-O-0 1-0.0 6-0-12 5.10.10 3-0-10 49-3 4-2-1 1�-6 4�-6 4x6 11 5 I I 4.00 12x42 4 3x4 2x4 II 6 2x4 8 Scale = 1:52.9 2 9 10 �1 a 23 14 24 13 25 12 27 *11 20 21 2x4 II 5x8 = 8x12 = 12x18 = 4x4 = 416 = i 6.0.12 11-11-6 1 19-9-4 , 23-114- , -0- 612 510-10 7-9-14 V3 4.2-1 6.0.12 Plate Offsets (X,Y): f7:0.4-00-3-Bj [9:0-4-7,Edoe], fl l:0-9-0,0-2-101 LOADING (psf) SPACING 3-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25. TC 0.45 Vert(LL) -0.20 12-13 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.81 Vert(rL) -0.52 12-13 >556 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.81 Horz(TL) 0.08 11 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix-M) Wind(LL) 0.06 13-14 >999 240 Weight: 148 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3-4-15 oc pudins. BOT CHORD 2x4 DF No.1 &Btr G 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 9-11,11-12: 2x6 DF No.2 G WEBS 2x4 DF Stud G `Except` 7-11: 2x6 DF No.2 G REACTIONS (lb/size) 9=87/0-5-8 (min. 0-1-8), 2=1621/0-5.8 (min. 0-1-12), 11=2700/0-3-8 (min. 0-1-8) Max Horz 2�87(1-C 6) Max Uplift9=75(LC 7) Max Grav9=289(LC 25), 2=1621(LC 1), 11=2700(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-0=3401/0, 34=2344/0, 4-5=2303/0, 5-6=1139/47, 6-7=110910, 7-8=0/1406, 8-9=0/1057 BOT CHORD 7-11=2203/0, 9-11=948/0, 2-14=0/3150, 13-14=0/3150, 12-13=0/1447, 11-12=1364/0 WEBS 4-13=502/90, 6-12=470/89, 5-13=0/1351, 5-12=677/10, 3-14=0/381, 3-13=1086/22, 7-12=012623,8-11=-448/35 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.OpsF, h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-" tall by 14)-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) RQFESS/O Bearing at joint(s) 11 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. �� SooN 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcunent with any other live loads. LU C 074486 r- 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12-31-15 LOAD CASE(S) Standard * 1) Dead + Roof Live (balanced) + Uninhab. Attic Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) titT ��Q Vert 1-5-102, 5-10=102, 11-16=-60(F=30), 9-16=-30, 17-25=30, 25-26=90, 11-26=-00 9%FOF March 19,2014 AISARifrldrG-tresr%desi paramr-rsand REAL!+:VIESWRUAWIAt LMPITRXa9TREI;KfFAGGEIM-7473MLSf29f2014MI7NIM Design valid for use only with Mifek connectors. This design's based only upon parameters shown. and 6 for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown e-for lateral support of Individual web members only. Addriional Temporary bracing to Insure stabiilty 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 M ITek` ��•,s-^=•fabriaefiorcg6ali99'centeot�:orage:'del"",idnmmd'bleseing. 8h�s9edepeS3B4�snd$�5{�ufla8s�omFcmerf-,:�+c.�.- liflli> --n Sale Intormation available from Truss Plate Institute, 781 N. Lee Street, Sulte 31Z Alexandria, VA 22314. IfS,a�ewoi:.aRarr Law�f,.ricvm'rtA_®_,__-.useaeienewnrn.nlVu.-ei..s llGfM f3fNaw.EFSA Citrus Heights, CA, 95610 Job Truss Truss Type Ply 2624 A jQtY R416073279 2624E T7 F SPECIAL TRUSS 2 1 Job Reference (optional) on m , -nccwI D:pM WmiiU 9y3ui BTy?PGrEyEito-ZXdajOnr-g'X'kOZO.cB1fy Um9aYn6S31C3agSAaTR5 SIRj0ilhszZflp 1-0-0� 6-0-12 11-11� 15-0-0 18-0.10 2?-11-1 3D40 31-6-0 1�0.0 E-0.12 5-10.1D r 3-0-10 510.7 + 6-0-15 1-0-0� Scale = 1:52.9 44 I I 5 4.00 12 2x4 I I 2x4 I I 4 6 3x4 5x6 3 n 2 6 �1 9 21 22 2324 25 26 10 27 40 13 12 11 28 c 4x6 - 2.4 II 5x8 = 7x10 = 3x4 II 3x4 = LOADING (psf) SPACING 3-0-0 CSI DEFL in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.62 Vert(LL) -0.13 12-13 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.91 Vert(TL) -0.50 12-13 >571 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.84 Horz(TL) 0.10 10 n/a n/a BCDL 15.0 Code IBC20091TPI2007 (Matrix-M) Wind(LL) 0.07 12-13 >999 240 Weight: 1351b FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.1 &BtrG TOP CHORD Structural wood sheathing directly applied or 3-2-0 oc pudins. BOT CHORD 2x4 DF No.1&BtrG BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud G REACTIONS (lb/size) 2=182310-3-8 (min. 0-1-15), 8=238/0-5-8 (min. D-1-8), 10=2631/03-8 (min. 0-2-13) Max Horz 2=-87(LC 6) Max UpliitB=64(LC 6) Max Grav 2=1823(LC 1), 8=373(LC 23), 10=2631(LC 1) FORCES (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3877/0, 3-4=2679/0, 4-5=2653/0, 53=1782/12, 6-7=1830/0, 7-8=849/953 BOT CHORD 2-13=0/3600, 12-13=0/3600, 11-12=0/1688, 10-11=-806/0, 8-10=806/945 WEBS 3-13=0/472, 3-12=1231/12, 7-11=0/2584, 7-1O=2320/0, 4-12=520/91, 6-11=474/93, 5-12=0/1471, 5-11=2861130 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psF, BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 15.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8. 7) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard QROFESS/ON S00co /� LL► �� n C 074486 M * 12-31-15 \�TFOF C March 19,2014 A WARNIZ-Verifrdesign parawtrs and READ AD YES ON IMAM iA =R 14MREFFREME ACE Mr.7473 rec 3121V20I4 wmm Design valid for use only with MDek connectors. This design is based any upon parameters shown, and is for an individual building component. NO*Appliicablrriy of design parameters and proper incorporation of component is responsibility of bui�ng deresign- not truss designer. Brocing shown B for lateral support of Individual web members only. Additional temporary bracing to mace stability during construction is the responsibilrity of the ?ek• ereMor. Addrf'wnal rtnanent bracing of the overa0 structure is the responsfb0 of The bufldng designer. For general guidance regain ;•�..••,^tc+7'i°x+�'vTco`regam"'TT�er�s" T; s%rage; :exec on�vne�6r�ao, f3r��Shci r'�56. ¢:CfiponErf ^ .T'•c.r=fin-...--^ - efiGSc`RRS�tf€iD9�"'".. �-._.. Solely Information avatlable from Tens Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrsn Heights, CA, 95610 Pane[SMkanberIsgs,d3edes}prvshr$amthose aftedveD6/11111 MbYA'C.SC Job Truss Truss Type ty zsz4 A IPIY R41608280 2624 a_ T1_H Special Truss 1 1 Job Reference (optional) mmu, Into, l:A- uzzu3 L4JY s J01 La ZVlJ MI let nau5ales, inc. 1 ue Mar 1 e 1"J:1a:11 ZU74 rage 1 ID:pM WmiiU9y3uiBTyY?fPchEyEito-ljByxjoTRrtQELE82t3L_GksDauwAYrvgN8FDIrZflo ��, 7-10-5 IM 19-7-12 30-0-0 1-0-0 7-10-5 7-1-11 4-7-12 1D-4-4 Scale = 1:52-3 4x6 = 4 4x4 = .. 10- 9 9 3x4 = 2x4 II US = 3x4 = t 23.9-7 i LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-M Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Ina NO Code IBC2009/TP12007 CSI TC 0.56 BC 0.96 WB 0.90 (Matrix) DEFL in Vert(LL) -0.32 Vert(fL) -0.54 Horz(TL) 0.07 Wind(LL) 0.06 (loc) Vdefl Ud 8-9 >897 480 8-9 >524 240 8 n/a n/a 2-10 >999 240 PLATES GRIP MT20 220/195 Weight: 124lb FT = 20 LUMBER BRACING TOP CHORD 2x4 DF No.t&Btr G TOP CHORD Structural wood sheathing directly applied or 3-9-3 oc purtins. BOT CHORD 2x4 DF No. t&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 DF Stud G 6-" oc bracing: 7.8. WEBS 1 Row at midpt 3-9 ek recommends that Stabilizers and required cross bracing nstalledduring truss erection, in accordance with Stabilizer F allation uide. REACTIONS (lb/size) 7=11/0-5-8 (min. 0-1-8), 2=1064/0-3-8 (min. 0-1-8), 8=1635/0-3-8 (min. 0-1-12) Max Horz 2=61(LC 5) Max UpliV7 87(LC 7) Max Grav7=239(LC 17), 2=1064(LC 1), 8=1635(LC 1) FORCES (lb) -Max CompJMax Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=2226/0, 3-4=1165/0, 4-5=11120/0, 55=0/645, 6-7=0/688 BOT CHORD 2-10=0/2034, 9-10=0/2034, 8-9=0/684, 73=580/0 WEBS 3-10=0/409, 3-9=1086/9, 5-9=0/481, 4-9=0/371, 5-8=1625/0, 65=-418/62 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.OpsY, h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7. 7) This truss has been designed for a moving concentrated load of 250.01b rive located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard WARA Mi-t7e11Trdesiya pamatemn and RENT AUTES r MIT AW FMIIR B AR78f REFFREW AGE Mt-7413 rec 1/29/.V1J89WLM sign valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an mdwidual building component. �plicabfrity, of design parameters and proper Incorporation of component is responsibU0y of bu'Idng designer- not truss designer. Bracing shown or lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responslbilllty, of the eetor. Additional permanent bracing of the ovemU structure is the resoonssibW of the buldna designer. For general addame, reaardina Safety Information available from Truss Plate Institute, 781 N. Lee OQROFESSIGII Sooty o�Fy CO Uj rn C 0744862c *` E�^ 1-15 /* �F MiTek' 9777`r;re r$'�"3f.Tfian'-e �Yi Citrus Heights, CA, 9SO10 March 19,2014 Job Truss Truss Type Ply 2624_A jQty R41608261 2624_B_ T1 I Special Teas 1 1 Job Reference (optional) Indio, CA - 62203 7.430 a Jul 25 2013 MrTek Industries, Inc. Tue Mar 18 13:16:12 2014 Page 1 ID: pMWmiiU9y3uiBTyY?fPchEyEdo-VvlK83p5C87HrVpKbabaXUHDtE9vzX2ultollzZfln r1.0-0, 7-10.5 15-0-0 1&7-12 7311< 30-0.p 1-0-0 7.115 7-1-11 4-7-12 43-B 6A-12 1 Scale = 1:52.3 4x6 = 3x6 — lu 9 8 3x4 = 2x4 11 5x8 = 3x4 = Plate Offsets (X,Y): 12:0-1-1,Edgel, {9:0 4-00-3-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d TCLL 20.0 Plates Increase 1.25 TC 0.63 Vert(LL) -0.32 8-9 >897 480 TCDL 14.0 Lumber Increase 1.25 BC 0.96 Vert(rL) -0.54 8-9 >524 240 BCLL .0.0 ' Rep Stress Ina NO WB 1.00 Horz(TL) 0.08 8 n/a n/a BCDL 10.0 Code IBC2009lrP12007 (Matrix) Wind(LL) 0.08 2-10 >999 240 LUMBER TOP CHORD 2x4 DF No.t&BtrG BOT CHORD 2x4 DF No.1 &BtrG WEBS 2x4 DF Stud G BRACING TOP CHORD BOTCHORD WEBS REACTIONS (lb/size) 7=11/0-5-8 (min. 0-1-8), 2=1064/0-3-8 (min. 0-1-8), 8=1635/0-3-8 (min. 0-1-14) Max Horz 2=61(LC 14) Max Uplift7=247(LC 21). 2=261(LC 9), 8=-B(LC 12) Max Grav 7=239(LC 31), 2=1341(LC 8), 8=1752(LC 7) FORCES (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-0=3074 722, 3-0=1615/388, 4-5=1290/127, 5-6=120/723, 6-7=-469/1038 BOT CHORD 2-10=701/2797, 9-10=315/2450, 8-9=246/996, 7-8=1005/448 WEBS 3-10=0/409, 3-9=1098t20, 5-9=-35/562, 4-9=0/371, 5-8=1817/99, 6-8�422/66 PLATES GRIP MT20 220/195 Weight: 124 lb FT = 20% Structural wood sheathing directly applied or 3-1-3 oc puriins Rigid ceiling directly applied or 64)-0 oc bracing. 1 Row at midpt 3-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; CaL 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8 except (it --lb) 7=247 , 2=261. 7) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Conned truss to resist drag loads along bottom chord from 0-0-0 to 3D-0-0 for 50.0 plf. LOAD CASE(S) Standard �S d O??,OF ESS/pN� SOON Ol�� UJI C 074486 c m �F March 19,2014 AkWARIM-VmTyr_slgapatoare mrsandREM ADTES ONi4RSANEAU W-S"iMirIMRUTRFACEfvtrEffr-74T32cIf2V2014anMWE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an mdvidual building component. ��• Applicability of design parameters and proper incorporation of component is responsblity of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ireure stability during construction is the responsibi illy of the M I lek� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 15 B - Instil cur -end bFaeing;L Suite 31Z Alexandria, " , iBS3�1udd'Sc:Si '}Y6img CbYnpnneet": ""cn ": _ n:enoe`�" ' ,--5'taH2"ftlB . Safety Information available from Teas Plate inslHute, 781 N. Lee Sheet. Suite 312 Alexandria, VA 22314. CIWs Heights, -r H'Satt6em:tsisse{Sk>�1ue�crr�„af�tl¢dAn.ratrsrs��p.�eceisK Ci6lM ffn7ahvAf.SC rgMs. CA, a5610 " Job Truss Qty[ly 262a A �TrussType R416D8282 2624_B_ T1_J Special Truss 4 1 Job Reference (optional) BMc, Indio, CA - OZ203 7.430 s Jul 25 2013 MTek Industries, Inc. Tue Mar 18 13:16:13 2014 Page 1 ID:pM WmiiU9y3uiBTyY?fPchEyEito-z6JiMPgzS78TfNX916p4hgBzOazeU 1 B7hdMHBzZflm -1�T 7-11-1 15-0-0 1s-7-1z + 24-1-0 1-0-0 7-11-1 7�ts 47-12 4-5-4 b c d Scale = 1:42.3 44 = 2x4 11 Sx8 = 6x10 MT20H = Plate Offsets (X,Y): (8:0-4-0,0-3-01 LOADING (psi) SPACING 2-M CSI DEFL in (loc) Vdefi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.61 Vert(LL) -0.28 7-8 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.99 Vert(TL) -0.57 2-9 >503 240 MT20H 165/146 BCLL 0.0 ' Rep Stress Incr NO WB 0.66 Horz(TL) 0.08 7 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(ILL) 0.06 2-9 >999 240 Weight: 107lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-M oc purlins, except BOT CHORD 2x4 DF No. 1&Btr G end verticals. WEBS 2x4 DF Stud G *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 6-7: 2x4 DF No.1 &Btr G WEBS 1 Row at midpt 3-8 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ride. REACTIONS (lb/size) 2=113010-3-8 (min. 0-1-8), 7=1045/0-3-8 (min. 0-1-8) Max Harz 2=56(LC 5) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2420/0, 3-4=1369/0, 4-5=1327/0, 5-6=290/12 BOT CHORD 2-9=0/2216, 8-9=0/2216, 7-8=0N057 WEBS 3-9=0/408, 3-8=1077/9, 4-8=0/470, 5-8=0/294, 5-7=1196/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconasrrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 1-M wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss has been designed for a moving concentrated load of 250.O1b live located at all mid panels and at all panel points along the Bottom Chord, live loads. RpF ESS/p nonconcurrent with any other LOAD CASE(S) Standard OO SOO/`/ O Fy �� LIJ C 074486 r- 12-31-15 * is, �N?' grFOF E March 19,2014 A OWN -Ven-fTdesip Saramari; and RM i0liFSONWI SAfro fA6Ztf.0 NMREFc'RM A45F KIT-7473 rec 1129120142HMME Design varid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. wit of design parameters and proper incorporation of components responsibility of building designer - not truss designer. Bracing shown is for lateral support of indvdual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding WOWerector. ••-•��,#alafc5liasr, e{ryal8yeanlwlYs;¢reger+dePer/;�ereetionv-nd -' - �pCvC;.�aSopBi6�8B�x::S�SElsflc�£rs7�.mpc,�9..a.;�.- r es - "�Tie9�°'" Safety Iniorma8on avalable from Truss Plate Institute, 781 N. lee Street. Suite 312 Alexandria, VA 22314. �Ees;ads.A7nariP3Saes);es iaS. swn-Vahs—a ids m pe- na/e7 fMt4 huAlat Citrus Heights, 95610 R CA Job Truss Truss Type Qty Ply 2624 q R41606263 2624_B_ T1_M GABLE 1 1 Job Reference (optional) awc, inaio,cA -vzzos ID:pMWmiiU9y3uiBTyY?fPchEyEdo-stYDBntEOhdayGh107AlEX_uT75ialvn2JbZQyzZili r�i 15-0-0 24-1 A 1-0 0 15-p-p 9-1-D Scale = 1:42.4 4x6 = 12 ' 13 14 4x4 = 38 37 39 36 40 35 41 34 42 33 43 32 44 31 45 3D 29 4�8 47 27 48 26 49 25 50 24 51 23 52 22 53 21 5x6 We _ 3x4 11 5x8 = Plate Offsets (X Y)' [3'0-3-0Edge] [19'0-1-4 0-3-0) [29:0-3-00-0-91 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TIC 0.57 Vert(LL) 0.00 1 n/r 120 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.36 Vert(TL) 0.00 1 n/r 90 BCLL 0.0 ' Rep Stress Ina NO WB 0.67 Horz(TL) 0.02 27 n/a n/a BCDL 10.0 Code IBC20D9/TP12007 (Matrix) Weight: 153lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G *Except* TOP CHORD Structural wood sheathing directly applied or 4-1-9 oc purtins, except 3-13,13-19: 2x6 DF No.2 G end verticals. BOT CHORD 2x4 DF No.t&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2x4 DF No.1 &Btr G *Except* 4-6-1 oc bracing: 2-37 19-21: 2x4 DF Stud G 5-2-14 oc bracing: 36-37 OTHERS 2x4 DF Stud G 5-7-9 oc bracing: 35-36 5-8-13 oc bracing: 21-22: M[Tek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation side. REACTIONS All bearings 24-1-0. (lb) - Max Horz 2=53(LC 13) Max Uplift All uplift 100 lb or less atjoint(s) 30, 31, 34, 35, 37, 26, 25, 24, 23 except 2=-615(LC 9), 21=2063(1_C 14), 36=188(LC 9), 22=1697(LC 15) Max Grav All reactions 250 lb or less at joint(s) except 2=816(LC 8), 21=2155(LC 7), 28=315(LC 48), 30=313(LC 47), 31=314(LC 46), 32=314(LC 45), 33=314(LC 44), 34=313(LC 43), 35=323(LC 42), 36=262(LC 41), 37=469(LC 23), 27=315(LC 49), 26=313(LC 50), 25=314(LC 51), 24=315(LC 52), 23=312(LC 53), 22=1803(LC 22) FORCES (lb) -Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=2289/2231, 4-5=1745/1704, 5-6=156811556, 6-7=1360/1353, 7-8=1156/1156, 8-9=951/960, 9-10=747f763, 10-11 =543/567,11-12=339/355, 14-15=379/386, 15-16=-584/599,16-17=788/790,17-18=966/960,18-19=1174/1167 BOT CHORD 2-37=2162/2191, 36-37=1641/1670, 35-36=1447/1477, 34-35=1254/1283, 33-34=1060/1089, 32-33=-866/895, 31-32=-672f702, 30-31=479/508, 28-30=285/314, g()FESS/p 26-27=323/352, 25-26=-516/546, 24-25=710/733, 23-24=-894/933, 22-23=109811127, SOO 21-22=1318/1347 19-22=1666/1610, 19-21=2338/2307 �� O Fy 0 r7 WEBS 4-37=263/51, AG) i c NOTES U C 074486 M 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.OpsF, h=25ft; Cat 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 * E 12-31 15 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. ) \P 4) All plates are 2x4 MT20 unless otherwise indicated. EOF 0 5) Gable requires continuous bottom chord bearing. C 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 rive loads. March 19,2014 AfYABA?tt5-tredrydesigaparammnand REmw7FS0 misAmFfK2.mnmmrRZ RACrENif-7473mLi12Vm4a9WME Design valid for use only with Mgek connectors. This design Is based only upon parameters shown and is for an Individual bufldvsg component. ��• Applicability of design parameters and proper incorporation of component is responsibility of bunding designer- not inns designer. Bracing shown ;� is for lateral support of individual web members only. Addrhonal temporary bracing to insure stability during construction Is the resporaibillity of the M I lek• -......erecioc-AddYiongt�olggggpjptsg6�og.,gt�)t7E,pyela,I piF}ure gthe_e onsron of the bu0dn deli ner. Folgenerol guidance regarding �•fabrieation;qu®nfyc�sccaPral:stascge:darrveryserc etiort mrd-bracin8rces `timR�'•<o`t d"ponefift"=?'�`'c.:-- r- a uaac r'9n2; Su fe0`"""b"'_.. Safety Irsforma8on�avanable from Truss Plate Irstflute. 781 N. Lee Street. Suite 31 Z Alexandria, VA 22M14. CIWs Heights, CA, 95610 Job Truss Truss Type Qty Ply 2624 A R41608283 2624 B T1 M GABLE 1 1 Job Reference (optional) BMC, Indio, CA-92203 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 13:16:18 2014 Page 2 ID:pMWmiiU9y3uiBTyY?fPchEyEto-K36bP7usn IRZQGUyri nN3DPRxJIBwH2K72O2Zflh NOTES B) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 30, 31, 34, 35, 37, 26, 25, 24, 23 except (it --lb) 2=615, 21=2063,36=188,22=1697. 11) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 12) This buss has been designed for a total drag load of 3500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Conned truss to resist drag loads along bottom chord from 04)-0 to 24-1-0for 145.3 plf. 13) No notches allowed in overhang and 20000 from left end and 20000 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 be plates required at 240-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. LOAD CASE(S) Standard Al9AIUM- Verity desipsarawWnand REM WTFSOff ?WSANTAt'1LMdR PggRRREACE Ml-T473ML4WM6A9WH%E Design valid for use only with MITek connectors. Th's design Is based only upon parameters shown, and Is far an indvidual buldng component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown ;�ck• 's for lateral support of individual web members only. Additional temporary bracing to insure, stability during construction is the responsibNriy of the MI li erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ->,.......fatxicaiaore�.o�gFpoors9rokstorege+:laiw®rY;®use;ion:and•ba'-ain9t't�;Aier'11 t�x]¢InB�so•'safsonsn4ac,� ..- .. .. .. �--xw SrE Inlonna8on avalable from Truss Plate Institute, 781 N. Lee Street, Suite 31 Z Alexandria, VA 22314. CrS P}igt liur�er§ WaLm 5ue9soss.eCeer3vs D6J1f2M bvMSC CIWs Heights CA, 95610 Job Truss Truss Type Qty Ply aR41608284 �Jo24 2624_B_ T2 A COMMON TRU56 1 b Reference (optional) BMC, Indio, CA-92203 6-8-12 54-12 4x4 = 7.430 s Jul 25 2013 MTek Industries, Inc. Tue Mar 18 13:1620 2014 Page 1 ID:pMWmiiU9y3uiBTyY?fPchEyBto-GSEMgov6Jc48pjQt3GkSsAcTQC4VnIjDkHpD1 HzZftf 5412 6-8.12 Scale = 1:40.1 17 3x4 = 7x10 = WO 11 4x4 = 2x4 11 3x6 = 3x10 11 3x10 = JUS26 JUS26 6.8.12 9-5-1 14-9-15 17-6-4 243-0 6$12 2-8-6 5-4-14 2-8-6 6 12 Plate Offsets (X1D' 11-0-5-4 Edge) f6.0-5-00-1-81 f9:0-5-004-81 LOADING (psf) SPACING 2-" CSI DEFL in (loc) Udefi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) -0.09 7-8 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.55 Vert(TL) -0.29 7-8 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.28 Horz(TL) 0.08 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix-M) Wind(LL) 0.03 11 >999 240 Weight: 240lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.1&BtrG TOP CHORD Structural wood sheathing directly applied or4-10-7 oc purlins. BOT CHORD 2x6 OF SS BOT CHORD _ Rigid ceiling directly applied or 104)-0 oc bracing. WEBS 2x4 DF Stud G WEDGE Right 2x4 OF Stud REACTIONS (lb/size) 1=1298/0-5-8 (min. 0-1-8), 6=2877/0-5-8 (min.0-1-11) Max Horz 1=38(LC 16) Max Uplift 1=110(LC 9) Max Grav 1=1541(LC 8), 6=3123(LC 7) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=4134/367, 2-3=3228/0, 34=3650/0, 4-5=5117/0, 5-0=8015/0 BOT CHORD 1-11=378/3912, 10-11--0/3510, 9-10=0/2486, B-9=0/4652, 7-8=Or7576, 6-7=0/7640 WEBS 4-9=1615/0, 4-8=0/1062, 2-10=-676/35, 2-11=0/386, 5-7=0/1467, 5-8=2863/0, 3-10=0/648, 3-9=0/1294 NOTES 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at D-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other five loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 1-" wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it --lb) 1=110. 9) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurTent with any other live loads. 10) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 040-0 to 24-3-0 for 61.9 pit. 11) Use USP JUS26 (With 1Od nails into Girder & 1Od nails into Truss) or equivalent spaced at 1-0-5 oc max. starting at 21-1-15 from the left end to 22-2-4 to connect tussles) to back face of bottom chord. 12) FRI all nail holes where hanger is in contact with lumber. APfARWW-"rkilp6arawemrsand RMAAFFSON171LSAWBi IZIR Kf9K99TR947 AIM-7413recJf2lIM1480MLLS£ Design valid for use only with M1ek connectors. This design's based only upon parameters shown. and is for an individual building component. Appricabli fy of design parameters and proper Incorporation of component B respormbirdy, of building designer- not tans designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsiblPdy of the erector. Additional oennanent bracing of the overa0 structure is the nesponsibOfty of the buildinn designer. For general guidance regarding 781 N. Lee /4ROFESS/p�,'ql SON OyF2 C 074486 c * EX 12-31-15 LP l9TFOFC March 19,2014 �r MTek' `r97'fiiie`�F'Cr7'nC;�uff' - �roi?:i Cirrus Heights, CA, 95610 Job Truss Truss Type Qty ply 2624_A R41600284 2624_B_ T2_A COMMON TRUSS 1 Z Job Reference (optional) BMC, India, CA-92203 LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 13=-68, 3-"- 8, 1-14=20 Concentrated Loads (lb) Vert: 7=1021(13) 16=1021(B) 7,430 a Jul 25 2013 MTek Industries, Inc. Tue Mar 1 B 13:1620 2014 Page 2 ID:pM WmiiU9y3uiBTyY?fPchEyElto-GSEMgovBJc?8pjQt3GkSsAcTQG4VnljDkHpD 1 W2flf X WARM=-VerifTdasige paralne" and READ WTES Off?W AN MWO NIRWRERXE BE AGE Wr-7413 rec 1/25412g78 AgWIM Design valid for use only with M71 ek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicablitty of design parameters and proper Incorporation of component is respo vilb0lty of bulkf'mg designer- not tons designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibN'ity of the MTek• erector. Additional pe-Tgge bracing of the overa1 structure Is the responslb0 of the building designer. For general guidance regarding 761 N. Lee Street,4ude 312LAleex,�aZa.rVA.M14. I Citnu Heights, CA 95 Job Truss Truss Type Ply 2624 A �Qty R41806265 2624 B_ T2_B Common Truss 2 1 Job Reference (optional) o. , occw r.aau s.mrze zu14 mr i eK mausntes, me. i ue mar 1a 13:1621 2014 Pagel ID:pM WmiiU9y3uiBTyY?fPchEyBto-keokl Bwk4v7?Qt?3dzFhON9bNcJjWDoNman74zZfte _ SS2_ 12-1-B 17-9.14 112 Scale = 1:40.7 4x6 = 3 3X6 = 3x6 = 5x8 = 3x4 = 8-4-2 15-10-14 24-3-0 Ad2 7-6-11 Offsets (X,Y): fl:0-1-9,Edge], r5:0-1-9,Edge], j7:04-0 0-3-4] LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.45 TCDL 14.0 Lumber Increase 1.25 BC 1.00 BCLL 0.0 Rep Stress Incr NO WB 0.23 BCDL 10.0 Code IBC2009/TP12007 (Matrix) LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&BtrG WEBS 2x4 DF Stud G REACTIONS (lb/size) 1=1047/0-5-8 (min. 0-1-8), 5=1047/0-" (min. 0-1-8) Max Horz 1=39(LC 5) FORCES (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=2486/0, 2-3=2186/0, 3-3=2186/0, 4-5=2486/0 BOT CHORD 1-7-0/2305, 6-7=0/1567, 5 6=0/2305 WEBS 3-6=07731, 4-0=444/77, 3-7=0/731, 2-7=444177 DEFL in (loc) I/dell L/d Vert(LL) -0.26 1-7 >999 480 Vert(TL) -0.59 1-7 >484 240 Horz(TL) 0.10 5 n/a n/a Wind(LL) 0.06 1-7 >999 240 BRACING TOP CHORD BOT CHORD PLATES GRIP MT20 220/195 Weight: 91 lb FT = 20% Structural wood sheathing directly applied or 3-9-5 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.OpsP; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.Oib live located at all mid panels and at all panel points along the Bottom Chord, nonconcrinent with any other live loads. LOAD CASE(S) Standard O9FtOFESSl0 S00/� U C 074486 m ,k EX 12-31-15 s��TFOF c March 19,2014 /\ WARAM -VhATIr d siga pafaafer-rs and READ AUTFS ON RO AS fM2LM Pft7WRRTRE?RE A45E 11W-74J3 2c 1129120484i WAM Design valid for we only with Mirek connectors. This design is based only upon parameters shown. and Is for an hndrvidual bulldmg component. Applk=biTity of design parameters and proper incorporation of component is responsibility of building designer- not tons designer. tracing shown Is for lateral support of indnidual web members only. Additional temporary bracing to insure stability during construction is the resporsibi0'ity of the M Tek• erector. Additional permanent bracing of the overall structure is the respondbility of the building designer. For general guidance regarding fat;rFeCrtiori^Guityt�nhalasfo�+_;v..1very; erecfhmrcnd�rog;'ceal4�fF.-Se.RSBiio'.anet4-.»- - - �x _ - -"`77'S'IYi Sn`6$rlart"�c 3"e`Il8'1'IS$c:=':"�:(' Safety Irrforrnallon available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA 85610 8$a mPu1efs�.naad rjsl iRed,.dia d�psvahses am1%ageetletdue 06ldi/2013 WALSC b Job I Truss Truss Type Qty 2324 A JPly 266 R41608 2624 B 72 E FINK 1 1 Job Reference (optional) tfMG, lnalo, cA- uzzw /.430 s Jul Zo 2u13 i I ex lnausuies, Inc. rue mar its 13:16Z ZU14 Page 1 ID:pMWmiiU9y3uiBTyY?fPchEyEito-0gL6EUxNrDFs21ZFBhmwxbinGOfgFgl WBbIK6AZZfld i -1-0-D frS2 12-1-8 17-314 243-0 253-0 1-0-0 612 S&6 SN 6S2 1-07 Scale = 1:43.4 4x8 = 4 4x6 = 5x8 = 3x4 = 4X' = Plate 6 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.27 2-9 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 1.00 Vert(TL) -0.60 2-9 >478 240 BCLL 0.0 Rep Stress Incr NO WB 0.23 HOrz(TL) 0.10 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(ILL) 0.05 9 >999 240 Weight: 94Ito FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-9-7 oc purlins. BOT CHORD 2x4 DF No.1&Bb G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=1135/0-3-8 (min. 0-1-8), 6=1135/03-8 (min. 0-1.8) Max Horz 2=48(LC 5) FORCES (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=2517/0, 3-4=2199/0, 4-5=2199/0, 5-6=2517/0 BOT CHORD 2-9=0/2322, 8-9=0/1577, 6-8=0/2322 WEBS 3-9=450/74, 4-9=0/737, 4-8=0/737, 53=450114 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4ps ,, BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard QtzpFESS/pN�� soa yN oti c ti C 074486 mn t * E 2-31 15 March 19,2014 AL. WAPIM-tivnT7desipSaraaMM-rsand &SACADTFSOff WIT AMfAlC2l10SGWRXRSRWEIIIMACE MT- M73mr.V2912014anWELSS Design vorld for use only with M1ek connectors. The design Is based only upon parameters shown, and is for an mdvidual building component. Applicability of design parameters and proper incorporation of component is responsmlilty of bu➢ding designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsbillity of the M I lek• _ erector. Additonal permanent brocing of the overall structure is the responsibility of the building designer. For general guidance regarding - �,_. "iatvibaliori aciflon —' oll a bl former'uss Plate Institute. 8nabraciw®� Safely hsfosmrAfon ava0oble from Truss Plate Institute, 761 N. Lee Street, Suite 312 Alexandria, VA 22314. Citrus Heights, CA, 95810 If'b cir"faS2 LSZat.LNethPF B!!•aiwd'env3frx+a ara A.esnv - OQ'H29�.R'NMillsrE!'/Y` Job Trus Truss Type Qty Ply 2624 A R41608267 2624 S T2 F FINK 1 1 - - - Job Reference (optional) emu, Indio, GA - BZ2o3 7.435 s dun 25 zuio mi i ex mousaies, inc. i ue mar is isno:za zd14 rage 1 ID:pMWmiiU9y3uiBTyY?fPchEyEfto-gl WSgx?rJWjgBBSIOH9ToExYQ?OJFgQF2ueczZflc 6-52 i 12-1-8 17-9-14 243-0 25-3-0 r_'2 5-B-6 Scale = 1:41.6 4X6 = 3 4x6 = 5x8 = 3x4 = 4x6 = i SA-2 15-10-14 , _ _ 24-3-0 84-2' 7-6>11 - 8-4-2 Plate Offsets (X,Y): (8:04-0,0-3Z1 LOADING (psf) SPACING 2-M CSI DEFL in (loc) Vdefi Ud TCLL 20.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.27 5-7 >999 480 TCDL 14.0 Lumber Increase 1.25 BC 0.92 Vert(TL) -0.61 1-8 >470 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.23 Horz(rL) 0.10 5 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.08 1-8 >999 240 LUMBER TOP CHORD 2x4 DF No.1&BtrG BOT CHORD 2x4 DF No.1&BtrG WEBS 2x4 DF Stud G REACTIONS (lb/size) 1=1052/0-3� (min. 0-1-9), 5=1137/0-3-8 (min. 0-1-11) Max Horz 1=82(LC 16) Max Uplift 1=366(LC 9), 5=395(1_C 12) Max Grav 1=1475(LC 8), 5=1560(LC 7) FORCES (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=3741/1147, 2-3=2834/483, 3-4=2824/476, 4-5=-0809/1140 BOT CHORD 11-8=112413586, 7-8=-6932411, 5.7=1050/3542 WEBS 2-8=470/89, 3-8=0/743, 3-7=0/737, 4-7�463/B6 PLATES GRIP MT20 220/195 Weight: 93 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc puriins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; Cat II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 1=366, 5=395. RpFESS/p 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the �QQ �- Bottom Chord, nonconcurrent with any other live loads. SODA, 8) This truss has been designed for a total drag load of 2500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag ��4� Q� 'Y 0 �tiC loads along bottom chord from 6-0-0 to 18-3-0 for 208.3 pit. V� 2P y LOADCASE(S) Standard Uj C 074486 M * . 12-31-15 cP�9TFOF C March 19,2014 AIfAWMi-Verif7desigosamnewsandltMAGADIFSaff MISAISfPt'i.LMHMiIEff88K'EAAGEtill-74J3ML112VM489WUM Design valid for use only with M7ek connectors. This design Is based only upon parameters shown, and 6 for an individual building component. AppricabTrty of design parameters and proper incorporation of component is responsibility of building designer - not truce designer. Bracing shown Is for lateral support of indiAdual web members only. Additiond temporary bracing to fissure stability during construction is the responsibiflity of the N. Lee Street, Suite 31Z Alexandria. VA 22314. e � -- nasal "n1 a lorar,cr Citrus HefgMs, CA 95610 Job Truss Truss Type Qly Ply 2624A R41608268 1 2624_3 T2_G Half Hip Truss 6 1 Job Reference (optional) amc, nmo, w - azzus - a ID:pMWmiiU9y3uiBTyY?fPchEyBto-9DTtfAydNgVaHLjeI6o6DOn6 kbja2pfvn62,7flb - 6-0-10 tt-9-0 17-56 23-10-8 �4-10-B 6-0-10 SBfi S&6 6•S2 1-0-0 � Scale = 1:41.3 US = 3 3xS = 5x8 = 3x4 = 3S 7-11-10 156.E I 23-10-8 , LOADING (psf) SPACING 2-M TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Ina NO BCDL 10.0 Code IBC2009/TP12007 LUMBER TOP CHORD 2x4 DF No.1&BtrG BOT CHORD 2x4 DF No.1&BtrG WEBS 2x4 DF Stud G CSI DEFL in (loc) I/defl Ud TC 0.43 Vert(LL) -0.26 5-7 >999 480 BC 0.98 Vert(TL) -0.57 5-7 >494 240 WB 0.22 Horz( L) -0.09 1 n1a n/a (Matrix) Wind(LL) 0.05 7 >999 240 BRACING PLATES GRIP MT20 220/195 Weight: 92 lb FT = 20% TOP CHORD Structural wood sheathing directly applied or 3-10-9 oc puffins BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=1032/Mechanical, 5=1123/0-5-8 (min. 0-1-8) Max Horz 5=52(LC 6) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=2373/0, 2-3=209810, 3-4=2130/0, 4-5=2440/0 BOT CHORD 1-8=0/2186, 7-0=0/1523, 5-7=0/2246 WEBS 3-7=0/727, 4-7=-436/74, 3-8=0/692, 2-8=398/79 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a rive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonoonarrent with any other live loads. LOAD CASE(S) Standard O SO�� 0 0, CO �� LU C 0.744862� m 12-31-15 is,TgTFOF C �\P March 19,2014 A t9ARIfR1?,G-trelr7rdesfga paramemrs and REAC Ii07FS ON NIS AN t7Si lZiM &TIE CARgRRYM AkM 1417-7413 rer,1129120I08.4i7RE1tSE Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual bulldog component.. Applicability of design parameters and proper incorporation of component B responsibW of building designer - not truss designer. Bracing shown - is for lateral support of individual web members any. Addriional temporary bracing to insure stability during construction is the responsiblility of the i erector.�Addifional permanent brvcing of the overal structure is fhe respomibSriy of The building designer. For general guidance regarding 't`uabricafiomerraldveoMio65torar3e-:-e'elrvetv.•erechcdandd+-c?a`za�-ed'soIF'='GYSt/46�AMER. Combener.....` =r. from Truss Plate Institute, 781 N. Lee Street, Suite 312 Alexandria, VA 22314. CBsus HeipMs, CA, �� ----. _._ Q.,.w....�.�.. _ ncrna fsn�sw:arca Job Truss Truss Type�Qly Ply 2624 A R41606289 2624_6_ T2C Common 1 1 Job Reference (optional) o. m occw - mc. sue manai— o:v zui a rages ID:pMWmiiU9y3uiBTyY?fPchEyEto dP1FtWzF68dRvVlgspKdZDJHXDgtSljyuZXJUzZfla i 6S1 12-1-B 17-g-15 243-0 2S'+-n SS1 SB-7 5$7 6-51 1-0-0 Seale = 1:41.6 4x6 = 3 3x6 % 5x8 = 3x4 = - 3x6 -- B-2-12 16-0-4 24-3-0 r 11:7 B-2-12 l Plate Offsets (X,l): ft:0-0-1 0-1�1, f5:0-4-1,0-1-81, f8:0�0,0-3-41 LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Verll -0.27 7-8 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.98 Vert(TL) -0.57 1-0 >504 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.23 Horz(TL) 0.10 5 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.06 1-8 >999 240 Weight: 93lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.1&BtrG TOP CHORD Structural wood sheathing directly applied or 3-9-8 oc purlins. BOT CHORD 2x4 DF No.1 &BtrG BOT CHORD Rigid ceiling directly applied or 1 D-M oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation uide. REACTIONS (lb/size) 1=1045/D-5-8 (min. 0-1-8), 5=1136/0-5-8 (min. D-1-6) Max Horz 1=52(LC 6) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=2484/0, 2-3=2198/0, 3-4=2185/0, 4-5=2482/0 BOT CHORD 1-8=0/2302, 7-8=0/1559, 5-7=0/2285 . WEBS 3-7=0/739, 4-7=429/74, 3-1 2-8=-437f77 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard lltM81r&M-YhrifI sigaparamemrsaadRFAGWIESOfflWAlt®MOMNrTEKF1MEhMAV Ilf[•)413reaIf29f10id83�tfSf Design valid for use only with Mgek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibNity of the erector. Additional permanent bracing of the overafl structure is the responsibility of the bu0dng designer. For general guidance regarding N. Lee Q?,OFESS/pN \t(��0 SOON�ti CIO LU C 074486 c m *� E 12-31-15 f* �p WF MTek' `1rnVVeFnl57ii'i:'E Citrus Heights, CA, March 19,2014 Job Truss TrussType ty Ply 262a q R41606290 2624_B_ T2D COMMON 5 1 Job Reference (optional) amp, mmo, �R • azeus L43U s Jul za zul a mi i eK rnausales, Inc. 1 ue Mar 16 13:1625 2014 Page 1 ID:pMWmiiU9y3uiBTyY?fPchEyEito-5cbd4s tvSmlXet1OWrs5RSSadODBU?66DGYF1aZflZ 1-D-0 6-51 12-1.8 17.9-15 I 24-3-0 1-D-0 6-St 5-8-7 S&7 6-5-1 1- 0 Scale = 1:43.4 4x6 = 4 316 � 5x8 = U4 = Us -- LOADING (psf) SPACING 21 CSI DEFL in (loc) Vdefl Ud TCLL 2D.0 Plates Increase 1.25 TC 0.42 Vert(LL) -0.27 B-9 >999 480 TCDL 14.0 Lumber Increase 1.25 BC 0.97 Vert(TL) -0.56 6� >514 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.23 Horz(TL) 0.09 6 n/a n/a . BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.05 9 >999 240 LUMBER TOP CHORD 2x4 DF No.t&BtrG BOT CHORD 2x4 DF No.1&BtrG WEBS 2x4 DF Stud G REACTIONS (lb/size) 2=1134/0-5-8 (min. 0-141), 6=1134/0-5-8 (min. 0-1-8) Max Horz 2=-48(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23=2476/0, 3-4=2179/0, 4-5=2179/0, 5-6=2476/0 BOT CHORD 2-9=0/2279, 8-9=0/1552, 6-8=0/2279 WEBS 4-8=0/740, 5-8=429/74, 4-9=Of740, 3-9=429/74 PLATES GRIP MT20 220/195 Weight: 94 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 3-10-4 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcur ent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard QROFESS/pit CO `��0� SOON 0, UJI C 074486 c m k� E 12-3115 �* �F March 19,2014 A&WART@71S-Ven7rdulp6ammitrsandFZ6A0TFSWMlTAWFN2t1 RMfTW9VZRFNFFAGE A!R-74T3reK1129f2Qt8tt8MIM Design valid for use only with Mirek connectors. This design k based only upon parameters shown and is for an individual building component. ��• Applicability of design parameters and proper incorporofion of component is respormbflity of building designer- 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 M 7ek• erector. Addtional permanent bracing of the overall structure is the resns� poBity of the bunding designer. For general guidance regarding .. SsAety Intormmion ovailabte tram Truss Plate Institute, 781 N. Lee Street. Suite 31 Z Alexandria, VA 22314. r�7Y' 'tea n a Pi 10rasm'�- ' --3s xe..- etrdwermsuat.rx s.v<ewam.-- __ rmmrr�m%k. a.a Citrus Heights, CA, 95810 Job Truss Truss Type Qty Ply 2624_A R41608291 2624 B_ T3_A COMMON TRUSS 4 1 Job Reference (Optional) inoio, uA - azzu l 7.430 s Jul 25 2013 Mr rek Industries, Inc. Tue Mar 18 13:1627 2014 Page 1 ID:pMWmiiU9y3uiBTyY,'IPchEyEito-Zo971C Vglu9BoSD_EM5eePc51ObwrOFLt05nNzZfIY 43-1 8-2-8 15�i-12 23-10� 24-10-8 43-1 3-11� 7�-4 B-3-12 4.00 12 3x, 9 6x10 MIT20H = 4x6 = 5x8 = 2.4 II Scale = 1:43.8 16 4x6 = 8-2.8 15812 23-10-8 B-2.8 744 rL217 Plate Offsets (X Y): 18:0A-0,0-3-01 LOADING (psf) SPACING 2-M CSI DEFL in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.23 7-8 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.84 Vert(1L) -0.42 7-8 >682 240 MT20H 1651146 BCLL 0.0 • Rep Stress Ina NO WB 0.60 Horz(TL) 0.07 5 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix-M) Wind(LL) 0.04 7-12 >999 240 Weight: 108lb FT=20% LUMBER BRACING TOP CHORD 2x4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or4-0-10 oc purtins, except BOT CHORD 2x4 OF No. 1&Btr G end verticals. WEBS 2x4 OF Stud G'Except• BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-9: 2x4 OF No. 1&Btr G WEBS 1 Row at midpt 4-8 MTtallationuide.ek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Ins REACTIONS (lb/size) 9=1022/Mechanical, 5=1137/D- 8 (min. 0-1-8) Max Horz 9=65(LC 3) FORCES (Ib) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-0=1177/0, 3-4=1231/0, 4-5=-2227/0 BOT CHORD 8-9=0/863, 7-8=0/2040, 5-7=0/2117 WEBS 2-8=0/372, 3-8=0/388, 4-8=1027/12, 4-7=0/392, 2-9=1094/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; Cat. ill; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This buss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 140-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) This truss has been designed for a moving concentrated load 250.01b live ,, RQFES.S/O of located at all mid panels and at all panel points along the Bottom Chord, OQ nonconcurrent with any other live loads. G O SOON LOAD CASE(S) Standard LU C 074486 k 12-31-15 ILP 1 FOFC O March 19,2014 AMWM -VedrfrlesigaParente Maand AMAIDIFSONWISAh4lrNpWWFVKmrftimu fAAuEAlit-7413reei/29(MSASMUZ Design varid for use only with Mgon ek connectors. 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 responslbirty of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resporsibillity of the erector. Additional permanent bracing of the overall structure is the responsmliy of the bulling designer. For general guidance regarding �'s•"fbbsic'afl��'f,'-gii��'+e��s1.�'s7o��!?v'e`ly: erecho`vamB?s9i�iAg;R'i-a€iW�W�gPY'6r{5erra?r036+f5'AsiOssBtelm E Saleiy M Tek' - Information available from Truss Place IrsfAute, 781 N. Lee Street. Suite 312 Alexandria, VA 22314. -`ice 4' sr'strses xetlsoxe}Pecdre 061G173073 hV I Citrus Heights, CA, 9W10 Job toss Truss Type ty Ply 262a A R4160a292 2624B_ T3_B COMMON TRUSS 1 3 Job Reference (optional) BMC, Indio, CA- 92203 7.430 s Jul 252013 Mr rek Industries, Inc. Tue Mar 15 13:16:30 2014 Page 1 ID:pMWmiiU9y3uiBTyY?fPchEyEito-zNgBwD10ygGk?GBotMvoGHMEN 17D1 i1 gEl0b2flV 3-0.0 7-3� + 11-3-12 15-8.0 20-D-4 24�-8 314-0 3�-4-0i 3-0.0 4-3.4 Scale = 1:53.5 4x4 = US _ -- -- 15 -- -- -- 14 -- 13 12 11 -' 10 -- 3x6 = 2x4 I I JL26 6x12 = 5x6 = 7x10 = 3x4 = 2x4 I I JL26 JL26 Special Plate Offsets (X,Y): 11:0-1-7,Edgel,f1:0-10-15,Edgel,18:0-3-0,0-1-41, j12:D-5-0 04-81 f14:0-6-00-4-121 LOADING (psf) SPACING 2-M CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.86 Vert(LL) -0.26 14 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.75 13-14 >493 240a BCLL 0.0 ' Rep Stress InNO WB 0.54 Horz(TL) 0.16 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.03 11 >999 240 Weight: 514lb FT=20% LUMBER TOP CHORD 2x4 DF No.t&BtrG BOT CHORD 2x6 OF SS WEBS 2x4 OF Stud G *Except* 3-13: 2x4 DF No.1&Btr G, 3-14: 2x8 DF No.2 G REACTIONS (lb/size) 1=8729/0-5-8 (min. 0-3-3), 8=3270/0-5-8 (min. 0-1-8) Max Horz 1=-66(LC 16) Max Grav 1=8940(LC 8), 8=3506(LC 7) BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. [CC APPROVED FACE MOUNT HANGER (BY OTHERS) REQUIRED AT CONCENTRATED LOADS SHOWN IN NOTES BELOW. ALL NAILS HOLES MUST BE FILLED AS PER HANGER MANUFACTURERS INSTALLATION PROCEEDURE WITH A MINIMUM OF 10D (.131" X T) NAILS OR AS REQUIRED BY THE HANGER MANUFACTURER. FAILURE TO COMPLY MAY REQUIRE ADDITIONAL CONSIDERATIONS TO DISTRIBUTE LOADS BETWEEN THE PLIES. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=24506/0, 2-3=-23192/0, 3.4=13263/0, 4-5=8166/0, 5-6=-8166/0, 6-7=-89D4/0, 7-8=9764/0 BOT CHORD 1-15=0/23133, 14-15=0/22993, 13-14=0/21815, 12-13=0/12376, 11-12=0/8188, 10-11=0/8659, 6-10=0/9149 WEBS 5-12=0/4663, 6-12=642129, 6-11=0/441, 7-11=576/55, 7-10=01300, 4-12=6185/0, 4-13=0/5310,3-13=10774/0,3-14=0/8163,2-15=0/860,2-14=1213/0 NOTES 1) Special connection required to distribute web loads equally between all plies. 2) 3-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-4-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 04-0 oc. Webs connected as follows: 2x4 - 1 row at 0.9-0 oc, 2x8 - 4 rows staggered at 0.4-0 oc. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4) Unbalanced roof live loads have been considered for this design. 5) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 6) This truss has been designed for a 10.0 psf bottom chord live load noneoncunent with any other rive loads. 7)' This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas when; a rectangle 3-6-0 tall by 1-M wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcunent with any other live loads. 10) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-M to 314-0 for 47.9 plf. 11) Use USP JL26 With 16d nails into Girder & NA9D nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-3-4 from the left end to 63-4 to conned truss(es) to back face of bottom chord. 12) Fill all nail holes when: hanger is in contact with lumber. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 6424 lb down at 73-4 on bottom WRNM-Ve desiyaparamw-aand REAL10TES Off WSAMi1ik2WRt IMP.RTR9417ACE MT- 7473MLV29t24IdBBMME Design valid for use only with MrTek connectors. This design 6 based only upon parameters shown, and 6 for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary brocing to insure stability during construction B the responsibility, of the erector. Adddionot permanent brocina of the overall structure is the resoonsibirity of the bulldno I-i—r. I— nP--1-erinn,-o rb--fi— from k= QROFESS/pN SOON �cr� to LU v C 074486 cMl * 12-31-15 sTgrFOiv F March 19,2014 MF MiTek" CIWs Heights, CA, 95610 Poo Truss Truss Type Qty Ply 2624 A R41606292 I2624_B_ T3_B COMMON TRUSS 1 3 Job Reference (optional) BMC, Indio, CA- 92203 LOAD CASE(S) Standard ' 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-68, 5-9=68, 1-8=20 Concentrated Loads (lb) Vert: 14=-6424(B) 17=951(B) 18=951(B) 20=-868(B) 1.43u s Jm ze Zura mi ieK InnUSMeS, ine. i ue mar io is:io:au zui4 rage z ID:pMWmiiU9y3uiBTyY?fPchEyFito-zNgBwD1 OygGk7GBofMvoGH111EN 17D1 it gElOizZflV A i7ANM-Kerffrdesign par imm-rs and REAL A07ES ON WIS Ate IN MED tot MER N742 94M MR-M3 nee 112!V2#14 110MIM Design valid for use only with Mrrek connectors. This design is based onty upon parameters shown, and is 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 responsibilityraof the M I lek• erector. Additional permanent bracing of the overall structure is the responsblity of the building designer. For general guidance regarding - _'<fSCatiea9ez'FGec'aGtY2"ahtroL•slvegeTEScair�fxy�zn'�,Dili;•3andtiiea�iri�wtso7�Ot7uh_ Y67�3yBivpffi+I�diRg^Cbrropaa�hR' �'-,-b - +" yi'�f�n5eiid�c�i`c L7Yi1€; `;iirte"f3�..:•'...,'-";"`I ;=SaMly Inform�ation ava�fable from Truss Plate Institute, 781 N. Lee Street, Suite 31Z Alexandria, VA 22314. h1 m1f�j.Wiss >.6e eelsfe eels scum am t/neffective I3GflWZ01AI bvplsc Citrus Heights, CA, 95610 Job pe Qty Ply a AR41602624B ITn,,5s IZTY T3c 1 1 Job Reference o ionat 41 um <c cu.s ......... smes, mc, i ue mar 1a 1o2l:uz zu14 Nage 1 1 D:pM WmiiU9y3uiBTyY?fPhfhEyEdo�hEU WeN gt HV5?W TaW91w03TV?ZFd5ga1 WDKFBe¢Zdwl r1-0.0, 59-7 10-6-11 15-8-0 20-7-5 259 31-0-0 32-0-0i S&7 411-5 4-11-511-5 4-11-5 411-5 65-9-7 ScaleScale=1:53.8 2x4 = 5x6 = 6 4x6 = 10 - 14 -- -- 1J -- 1z -" 11 4z6 = 2x4 II 3x4 = 5x8 = 3x4 = 2x4 ll LOADING (per TCLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 10.0 SPACING 1_6-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC20091TP12007 CSI TC 0.64 BC 0.73 WB 0.45 (Matrix) DEFL in (loc) I/deft Ud Vert(LL) -0.18 12 >999 480 Vert(TL) -0,52 12-13 >710 240 Horz(TL) 0.17 9 n/a n/a Wind(LL) 0.12 11-12 >999 240 PLATES GRIP MT20 220/195 Weight: 157 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G `Except* TOP CHORD Structural wood sheathing directly applied or2-10-1 oc pudins. 3-0,6-7: 2x6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 9-0-2 oc bracing. BOT CHORD 2x4 DF No. 1&Btr G WEBS 2x4 DF Stud G REACTIONS (lb/size) 2=1084/0-5-8 (min. 0-1.8), 9=1084/0-5-8 (min. 0-1-8) Max Harz 2=50(LC 14) Max UpIiR 2=199(LC 9), 9=199(1_C 12) Max Grav 2=1314(LC 8), 9=1314(LC 7) FORCES (lb) -Max. CompJMax Ten. -All farces 250 (lb) or less except when shown. TOP CHORD 2-0=3672/560, 3-4=3603/535, 4-5=2839/346, 55=2015/151, 6-7=1988/135, 7-8=2781/341, 8-9=3566/567 BOT CHORD 2-16= 494/3484, 15-16=203/2829, 15-17=103/2963, 14-17=480/3392, 14-18=530/2894, 1B-19=561/2925, 13-19=561/2925, 13-20=-549/2888, 12-20=549/2888, 12-21=526/3352, 11-21=526/3352, 11-22=522/3357, 9-22=52213357 WEBS 6-13=0831, 7-13=646/0, 7-12=0/416, B-12=632/20, 8-11=0/324, 5-13=716/15, 5-14=0/431, 4-14=666/18, 4-15=01291 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This buss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide FESS will fit between the bottom chord and any other members. Q(ZO /QN 5) A plate rating reduction of 20% has been applied for the green lumber members. Q q SOON 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) 2=199,9=199. �� o h 0. 7) This truss has been designed for a moving concentrated load 250.0Ib live located �1 f of at all mid panels and at all panel points along j� 0 the Bottom Chord, nonconcurrent with any other live loads. w C 074486 m 8) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist ;13 drag loads along bottom chord from 04)-0 to 115-8 for 130.9 plf. P 2-31-15 * TFDF LOAD CASE(S) Standard C March 19,2014 AWMMM -Ver4desigasaramtersand RMADIFSOff WIT AA9afAa WED0ffTP 9VTAc F7t¢ACEMr-7471rer.V29IM4ROWLIM � Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. ApplicabiGly of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsiblIffty of the erector. Additional permanent bracing of the overall structure is the nasponslbility of the building designer. For general guidance regarding M Plate merit ileA7F$bMfir� }Q wit$S@'i'ieJ.e�Y.ipORC,"11:':. "��n: ICOaIIkY ice. m Truss Safety 1nMrmmlon available from Truss Plate Institute, 781 N. Lee Street, Suite 312 Alexandria, VA 22314. @ %%]f r erl� ti' �LB�fe, u fly' i " _ - 'E>�9.i+uafier is sh�rie,d t6ed�n;vaEoesamylsoseObPoif2rli3hsrR!_SC Citrus Heights, i9hts, CA, 95610 Job Truss nus Type Oty Ply 4 A R41608294 2624 B T3 D GABLE 1 1 Job Reference(option 1 BMC, India, CA- 92203 7.430 s Jul 25 2013 MTek Industries, Inc. Tue Mar 18 1521:092014 Page 1 ID:pMWmiiU9y3uiBTyY?fPchEyEito-3aPA6mmhdezOrYcs3kY1 ryHER30LzlmYgwR00bZdwe 6 0 7 11-2-12 15 8 0 20-1-4 25 3 9 4 31 -0 32 4 D r1-0-0 6-0-7 5-2-5 454 454 52-5 6-0.7 1-0-0. CONN. OF GABLE STUDS BY OTHERS. 4.0 �1 0 4x4 11 4x6 = 3x10 I 6 7 8 3x4 = 6x8 = 314 = 3x4 = Scale = 1:53.8 LOADING (per TCLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/rP12007 CSI TC 0.47 BC 0.75 WB 0.47 (Matrix) DEFL in (loc) Vdefl Ud Vert(LL) -0.14 11-13 >999 480 Vert(rL) -0.32 11-13 >747 240 Horc(rL) 0.04 11 n/a n/a Wind(LL) 0.07 13 >999 240 PLATES GRIP MT20 2201195 Weight: 188lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.1 &Btr G `Except' TOP CHORD Structural wood sheathing directly applied or 3-7-11 oc puriins. 3-7,7-9: 2x6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 DF No.1 &Btr G MTek recommends that Stabilizers and required cross bracing WEBS 2x4 DF Stud G be installed during truss erection, in accordance with Stabilizer OTHERS 2x4 DF Stud G Installation uide. REACTIONS (lb/size) 2=357/D-5-8 (min. 0-1-8), 17=1733/0-5-8 (min.0-1-15), 11=855/0-5-8 (min. 0-1-8) Max Harz 2=56(LC 13) Max Uplift 2=222(LC 13), 11=263(LC 12) Max Grav 2=601(LC 21), 17=1796(LC 8), 11=1113(LC 20) FORCES (lb) -Max Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=963/699, 3-4=723/662, 4-5=262/999, 5-6=-493/195, 6-7=477/114, 7.8=280/166, 8-9=709/348, 9-1 0=1 6261504, 10-11=2585/756 BOT CHORD 238=692/853, 18-38=569/699, 1839=-423/538, 17-39=269/414, 17-40=751/102, 16-40=749/83, 16-41=01350, 15-41=30/408, 15-42=112/1132, 14-42=223/1315, 14-43=217/1914, 13-43=389/2087, 13-44=540/2246, 11-44=-694/2370 WEBS 9-15=897/0, 9-14=0/521,'10-14=-690/17, 10-13=0/363, 5-16=0/1383, 5-17=1438/7, 4-17=878/17, 4-18=0/372, 6-16=611/1, 8-15=0/502 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other rive loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (It --lb) 2=222,11=263. 10) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcunent with any other live loads. 11) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Conned truss to resist drag loads along bottom chord from 0-0-0 to 31-" for 47.9 plf. LOAD CASE(S) Standard AtYr6NtdM-Vergrduigaparaarerersand REM ADYES ON7 NAnVQtMNI7RCRfRBfaACE Wt74nleeS12912QiARMIZEUSf Design valid for use only with MTek connectors. This design is based only upon parameters shown and is for an indnidual building component. Applicability of design parameters and proper incorporation of component is nesporuibi9ty of building designer - not truss designer. Bracing shown is for lateral support of indrvkival web members only. Additional temporary bracing to insure stability during construction is the responsibilflty of the erector. Additional permanent bracing of the overa0 structure is the resoonsibTity of the buldino desfanen For oeneral guidance m—dinn QROFESS/p�, 50O� 0, C ti LUcr_ C 074486 c m * EX 12-3145 s�grEOF C March 19,2014 �C MTek' Citrus Heights, CA, 95610 Job Truss Truss Type Qly Ply 2624 A R41606295 2624 B_ T4 A GABLE 1 1 Job Reference (optional) BMC, Indio, CA- 92.203 7,430 5 Ju125 21113 MTek Industries, Inc. Tue Mar IS 13:16:35 2014 Page 1 I D:pM WmiiU9y3uiBTyY?fPchEyEito-KKe1 zx5XnDu06131S W2z16c13FAmXORB6yW3vzZflQ 14-9-15 1-0.D 5-6-1 47-15 4-7-15 Stale = 1:37.0 TOP CHORD NOTCHING ALLOWED IN AREAS CONN. OF GABLE STUDS BY OTHERS. 4x6 = WITH STACKED TOP CHORD ONLY; % HOWEVER, NO TOP CHORD NOTCHING IS ALLOWED axa ax4 c WITHIN 24" OF THE HEEL JOINTS. ""� — 5x6 = 3x4 = 4x0 — 5-6-1 10-2-0 14-9-15 I 204-0 5b1 4-7-15 4-7-15 5-6-1 Plate Offsets (X,Y): 13:0-3-0,Edgej, 19:0-3-0,Edgel, 114:0-3-0,0-3-01 LOADING (psf) SPACING 2-M CSI DEFL in (loc) Udefi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TIC 0.31 Vert(LL) -0.09 12-13 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.70 Vert(TL) -0.30 12-13 >802 240 BCLL 0.0 Rep Stress Ina NO WB 0.28 Horz(TL) 0.09 10 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(ILL) 0.06 14-15 >999 240 Weight: 109 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G `ExcepN TOP CHORD Structural wood sheathing directly applied or 3-5-15 oc puriins. 3-0,6-9: 2x6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 841-11 oc bracing. BOT CHORD 2x4 DF No. 1&Btr G MiTalk recommends that Stabilizers and required cross bracing WEBS 2x4 DF Stud G be installed during truss erection, in accordance with Stabilizer OTHERS 2x4 DF Stud G Installation uide. REACTIONS (lb/size) 2=966/240-0 (min. 0-1 -8). 1 0=96612-0-0 (min.0-1-8) Max Horz 2=39(LC 13) Max UpliR2=194(1_C 9), 10=194(LC 12) Max Grav 2=1 183(LC 8). 1 0=1 183(LC 7) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2.4=3217/564, 45=2057/205, 5-0=670/14, 6.7�684/29, 7-8=2066/243, 8-10=3249/639 BOT CHORD 2-15=0/3045, 14-15=012316, 13-14=0/1621, 12-13=M?377, 10-12=594/2927 WEBS 8-13=846120, B-12=0/341, 4-14=779/10, 4-15=01327, 5-14=0/466, 7-13=0/483, 5-7=974/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf•, BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. QFESS/ 5) Gable studs spaced at 1.4-0 oc. 6) This truss has been designed for a 10.0 bottom chord five load live loads. O4R O�,q `F psf nonconcurrent with any other • �� SOON 7) This truss has been designed for a rive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 14)-0 wide will fit between the bottom chord and any other members. t72 G,I CO �.� 8) A plate rating reduction of 20% has been applied for the green lumber members. C� V G) m 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=1b) 2=194, �f C 074486 m 10=194. ;0 10) This truss has been designed for a moving concentrated load of 250.0Ib rive located at all mid panels and at all panel points along the 12-31-15 Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Conned truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0, 18-" to 204-0 for 375.0 pit. sJ ) 12) No notches allowed in overhang and 10000 from left end and 10000 from right end or 12" along rake from scarf, whichever is larger. EOF Minimum 1.5x4 be plates required at 24)-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one C be plate between each notch. March 19,2014 LOAD CASES Standard A WARtf M-Vargdnip SarasretErt sad REAL AO7FSONMIX N6 fWf WMV Ni7A(PSTRFT4E PME MT-J473 fee ifnIXIAMMMIM Design va0d far use only with MTan ek connectors. This design is based only upon parameters shown, and Is for Gldrvidual bu➢dmg component. �� F Appricabirtty of design parameters and proper incorporation of component is responsibility of building designer- 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. Additionta'l permanent bracing of the overall structure is the responslbilily of the bullring designer. For general guidance regarding M i �"'•fO�fSR.�C'-'i11.y6Vr+tI(i[�i�}(ifaa�c;�2tlYey EfE�fflCfTiffid=u,v�n ry;��dlf'� _ r6C9�11�'�Aim�io7iEllf�`;;.. '- �':,'• "°-�i`777`GieSfibR'La'ne: SLft@`16tl="`� ._, Safety Informoflon available from Truss Plale Institute, 781 N. Lee Sheet, Suite 312 Alexandria, VA 22314. [su=ul�a�s,�ra.i.�,,,n,��,,e�..-- ecra,na,xrsara- Citrus Heights, C re a9561D Job Truss Truss Type Qty Ply 2sz4 A IReference R41608296 2624 B_ T5_A COMMON TRUSS 1 Job optional) BMC, Indio, CA- 92203 7.430 s Jul 25 2013 MTek Industries, Inc. Tue Mar 18 13:16:37 2014 Page 1 ID:pM WmiiU9y3uiBTyY?fPchEyEitoGjlnOc6nJg8kLLDSZXXR2lpNk3nZGOwjeORd8ozZfl0 3-D-D 59-1 10-8-0 - 15.6-15 ,i z1L-0 1 3-0-0 2-9-1 4-10-15 4-10-15 5-9-1 Scale = 1:35.7 4x4 = Id 3x10 = JUS26 3.10 II JUS26 6x6 = 700 = W 11 4x6 JUS26 3-0-0 5-9-1 10-6-0 15-6-15 21-" 3-0-0 2-9-1 4-10-15 4-10-15 5-9-1 Plate Onsets (X,Y): f6:0-1-7,04)-41, I8:0-5-0,04-81, f9:0-39,04-01 LOADING (psf). SPACING 2-M CSI DEFL in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.30 Vert(LL) -0.10 9 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.92 Vert(TL) -0.34 8-9 >739 240 BCLL 0.0 Rep Stress Ina NO WB 0.47 Horz(TL) 0.08 6 n/a n/a BCDL 10.0 Code IBC20091-FP12007 (Matrix) Wind(LL) 0.03 7 >999 240 Weight: 208lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.t&Btr G TOP CHORD BOT CHORD 2x6 DF No.2 G BOT CHORD WEBS 2x4 OF Stud G REACTIONS (lb/size) 1=3430/0-5-8 (min. 0-1-15), 6=1484/Mechanical Max Horz 1=33(1_C 16) Max Uplift6=16(1_C 12) Max Grav 1=3675(LC 8), 6=1729(LC 7) FORCES (lb) -Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=9288/0, 2-3=7510/0, 3 4=-3752/0, 4-5=3766/0, 5-6=-4794/76 BOT CHORD 1-10=08756, 9-1 D=0/8561, 8-9=0/6911, 7-8=0/4099, 6-7=-62/4459 WEBS 4-8=0/1745, 5-8=673/55, 5-7=0/293, 3$=3679/0, 3-9=0/2116, 2-10=0/1086, 2-9=1702/0 Structural wood sheathing directly applied or 4-5-12 oc puffins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) 2-ply truss to be connected together with 1Od (0.131"x3) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL--6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by I-M wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girders) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 6. 10) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconeurrent with any other live loads. 11) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Conned truss to resist drag loads along bottom chord from D-0-0 to 21.4-0 for 70.3 pff. 12) Use USP JUS26 (With 1 Od nails into Girder & 1 Od nails into Truss) or equivalent spaced at 2-M oc max. starting at 2-0-12 from the left end to 6-0-12 to conned truss(es) to back face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard Q?,OFESS/C'�i, S00/� 0� c 2 LIJ i C 074486 rn * 12-31-15 March 19,2014 dWA)MA5-VedirdesipSammilrsand F6MAOTF901YWISAftf111121 10WITICRFFFRFFP.FA4WWt-74P32cIIZV 499WUE Design valid for use only with Mffek connectors. This design is based any upon parameters shown, and is for an individual building component. to Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members any. Additional temporary bracing to insure staloW during construction is the resporuibillity of the erector. Additonal permanent bracing of the overall structure is the responsibiliy of the buildng designer. For general guidance regarding Mi�ek' a• fat:ricatiort grardy-oowhei.*starage:rlef.. ecy; �FomvnChraeing m,�80kK�a9 Component --- Safety Information ava8able from Truss Rate institute, 781 N. Lee Street. Suite 31 Z Alexandria. VA 22314. iFEmrthecnP&se[SAt.tssmticr 1-921SP&.sfsudeerm was —a 11,e.a..-- - nr.Ml fM1 a kVA11CP Citrus Heights, CA, B5610 Job Truss Truss Type Qty Ply 2624 A R41608296 21124 B_ T5 A COMMON TRUSS 1 2 Job Reference (optional) eMC, Indio, CA- 92203 LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert, 14-68, 4-6�66, 1-6=20 Concentrated Loads (lb) Vert: 12=1021(B) 13=1021(B) 15=1021(B) 7,430 s Jul 252013 MiTek Industries, Inc. Tue Mar 18 13:16:37 2014 Page 2 I D:pM WmiiU gy3uiBTyY?fPchEy Eito-Gj InOc6nJgBkLLDBZC(R2lpNk3nZGNeQ RdBozZ110 AWARIfM-VerfttdesfpaSaraarelmaddREADWMONMIS AIGrAY21JORWlEKREFEBEN7Mater-7473rec.r,Jt9tMdf tfz Design valid for use only with MTek connectors. This design Is based only upon parameters shown. and B for an individual bu➢ding component. Applicability of design parameters and proper incorporation of component Is responslb➢ity of building designer - not truss designer. Bracing shown aior lateral support of individual web members only. Additional temporary bracing to Insure stability during construction o the responsi ffity of the erector. Additional permanent bracing of the overall structure is the respom b➢ity of the building designer. For general guidance regarding from MF MTek' Citrus Heights, CA, 95610 Job Truss Truss Type Qty[ly 2624 A R416D8297 B_ 2624 TS_B Common Truss 3 1 Job Reference (optional) BMC, Indio, CA - 92203 7.430 s Jul 25 2013 MTek Industries, Inc. Tue Mar 18 13:16:37 2014 Page 1 ID:pM WmiiU9y3uiBTyY?fPchEyEito-GjlnOo6nJg8kLLD8ZKKR2lpM43o?GSIjeQRd8ozZflO r sslo 10-e-o 1s10-B 21.4-0 5-510 5-2-65-2-6 5-St0 Scale = 1:35.8 4x6 = Us = 5x8 = U4 = Us = LOADING (psf) SPACING 21 CSI DEFL in (loc) Vdefi Ud TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) -0.23 6 7 >999 480 TCDL 14.0 Lumber Increase 1.25 BC 0.83 Vert(It) -0.46 6-7 >546 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.23 Horz(TL) 0.08 5 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Wind(LL) 0.05 6 >999 240 LUMBER TOP CHORD 2x4 DF No.1&BtrG BOT CHORD 2x4 DF No.t&BtrG WEBS 2x4 DF Stud G REACTIONS (lb/size) 1=926/0-5-8 (min. D-1-6), 5=926/Mechanical Max Horz 1=31(LC 7) FORCES (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=2212/85, 2-0=1970/69, 3-4=1998/69, 4-5=2254/86 BOT CHORD 1-7=46/2049, 6-7=-6/1392, 5-6=-48/2095 WEBS 3-0=0l733, 4-6=396/92, 37=0/707, 2-7=370/90 PLATES GRIP MT20 220/195 Weight: 80 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 4-1-11 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=6.Opsf; h=12ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-" wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard O9ROFESS/ON9 S00l� L C 074486 c m * 12-31-15 sTgTFOF L1FO�a\P March 19,2014 A WAUM -Vem-Fdesigd parawn?rs and WA AD TES Off M5 AM IRC IXIS MITEKRFFEREME A45E X17-7413 tee 11291201488i1 LIK Design valid for use only with M1ek connectors. This design's based only upon parameters shown, and is for an mdrvidual bu0dng component. Appricabiffty, of design parameters and proper incorporation of component'¢ responslbUlty of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary brocing to Insure stability during construction's the responsibilfity, of the MiTek• erector. Adddpermanent ional peanent bracing of the overall structureis the responsmpHy of the buldng designer. For general guidance regardng Safety lnl,rt� Safety Inbr VL.I avalable from Truss Plate hstihrte, 781 N. Lee Street, ect 312 Alexandria. VA 22;it4. Citrus Heights, CA, 95610 Sp}hsssDeskl6s�vattses ase raeseelileceSue OLJa1PY0.1hsr $1145� Job Truss Truss Type Ply 2624 A R416062s8 2624_8_ T5_c FINK 1 i Job Reference (optional) on m - ocew r.nsu s dim Z zul3 mn 1 el nrausanas, Inc. 1 ue Mar 1 B 13:16:38 2014 Page 1 I D: pM WmiiU 9y3uiBTyY?fPchEyEito-kvJ9by7P48GbzUo K722gazMXwT9R?v3tt4BAg EzZfIN l SS-10 10-8-0 15-10-6 1.4-0 1110 5-2.6 5-2-6 5.5.10 Scale = 1:35.7 4x6 = 3 3x6 = Us = 3x4 = 3x6 = Offsets 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 Ina NO BCDL 10.0 Code IBC2009/TPI2007 LUMBER TOP CHORD 2x4 OF No.t&Btr G BOT CHORD 2x4 DF No.1 &BtrG WEBS 2x4 OF Stud G CSI DEFL in (loc) Udefl Ud TC 0.33 Vert(LL) -0.23 6-7 >999 480 BC 0.82 Vert(TL) -0.46 6-7 >545 240 WB 0.22 Horz(TL) 0.08 5 n/a n/a (Matrix) Wind(LL) 0.04 7 >999 240 BRACING PLATES GRIP MT20 2201195 Weight: 80 lb FT = 20% TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc purtins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=926/0-3-8 (min. 0-1-8), 5=926/0-3-8 (min. D-1-8) Max Horz 1=34(LC 6) FORCES (lb) -Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=2233/0, 2-3=1984/0, 3-4=-1984/0, 4-5=2233/0 BOT CHORD 1-7=0/2072, 6-7=0/1392, 5-6=0/2072 WEBS 2-7=383/69, 3-7=0/720, 3-6=Ot720, 4-6=383/69 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf, BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard QFtOFESSI SOOnr o�F� ro �, C 074486 G)rn *\ EP•f %1-15 /* �F March 19,2014 LLWAitlfM-treriYf dulpisarawn?a and REACAA7FSONTkUANfM2UM09RXitFFi A AGE Mr-74T3Mr. 11n/201489MiSE Design valid for use only with MBek connectors. TKs design is based only upon parameters shown, and Is for an individual building component. Appricabi0ly of design parameters and proper incorporation of component is resporabifrty, of building designer- not truss designer. Bracing shown . . is for lateral support of individual web members only. Additional temporary brocing to insure stability during construction is the responsib➢lity of the .�_yek. erector. Additional permanent bracing of the overall structure is the responsibility of the bullring designer. For general guidance regarding ' Welk' faFaE�heWrgr. "yes+Sal>�4u e�daR�E%ri`> vas. a ®vs� - kBe2drg£empeonessi-�.•...—.:�.,.*sra+Q,,:m - r n ' cnff-.,s e Safety Ink mallon available from Truss Plate Institute, 781 N. Lee Street, Suite 31 Z Alexandria, VA 22314. Citrus Heights, m. f1 iN �.krnt+erhs ,161c tiahses asx �hese.fficarSsnef Lpgjg013 yy11Lr,C ig . ,CA 95610 russ Truss Type ty Ply 2624 A kJob R0606299 24_B TS_F Common Truss 1 1 Job Reference o 'onai �• _�� s,mc. loci menolsaosa zula rages ID:pMWmiiU9y3uiBTyY?fPohEyEtt ZtYp161rROSbeNXhlav7Avj4sV1kMO06kwkCgzZflM �-0-0 I SS10 10.8-0 F 151. 21h-0 Skwk 1-0-0 SS10 S2�1 5-2-6SS10 1-0-0 scale = 1:38.6 Us = 4 n1 d 3x6 = - 5x8 = 3x4 = Us = Plate LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) -0.22 8-9 >999 480 TCDL 14.0 Lumber Increase 1.25 BC 0.80 Vert(TL) -0.46 8-9 >547 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.22 Horz(TL) 0.07 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.04 8-9 >999 240 LUMBER TOP CHORD 2x4 DF No.1&BtrG BOT CHORD 2x4 DF No.1&BtrG WEBS 2x4 DF Stud G REACTIONS (lb/size) 2=1005/0-5-8 (min. 0-1-8), 6=1005/D•5-8 (min. 0-1-8) Max Horz 2=44(LC 5) FORCES (lb) -Max. CompJMax Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2169/0, 34=1919/0, 4-5=-1919/0, 5-6=2169/0 BOT CHORD 2-9=0/1995, 8-9=0/1355, 6-8=0/1995 WEBS 4.8=0/702, 5-8=360/66, 4-9=Of702, 3-9=360/66 PLATES GRIP MT20 220/195 Weight: 83 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 4313 oc purtins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf, BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard V?,oFESS/pN Soo LU C 074486 rn ,*\ E11 1. 5 /* �0 March 19,2014 AWARAM-Ilen7Tduoparaaiewrsand 9WMIESOff MIS ANfRK LM?ffRX9 TR9YMAAMNIT-74T3rec1129120I8897L ISE Design valid for use only with Mifek connectors. The design is based only upon parameters shown, and is for an individual building component. Appricabilty of design parameters and proper incorporation of component Is responsibility of building designer- not taus designer. Bracing shown Is for laterof support of individual web members only. Additional temporary bracing to fissure stability during construction B the responsbiliity, of the erector. Additional permanent bracing of the overal structure is the responsibility of the bulling designer. For general guidance regarding M 176 k• t3GP.48APg%e87t`pane¢f`+••`". '177', i?Cn6ai'a' i cl;'B�[e''bL. -11" Informa8on available from Truss Plate Institute, 781 N. Lee Street Suite 312. Alexandria, VA 22314. �EeriBski{s�A..iannlsetk�+':c�.ffiedasim:rahsesnm+__ �._n6rlalffQ7.i pw.y Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 2624 A R4160830D 2624 B TS G Common Truss 1 1 - Job Reference (optional) amu. Incho, CA - 62203 1.4JU 5 Jul2D LU1J MI I ex rnausmes, Inc. 1 ue msr 16 13:16:3u 2014 Pegg 1 ID:pMWmiiU9y3uiSTyY?fPchEyEito-CStYpl81rROSbeNXhlav7Avj4a 1kMP06k=CgzZflM r -1.0-0 SS10 10-6.0 15.10-6 21-4-0 22-4-0 1-0�-0 5.5-10 S2-0 S2� 5-5.10 �1 d Scale = 1:38.6 4x6 = 4 US = 5x8 = 3x4 = 3x6 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) -0.22 8-9 >999 4BO MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.80 Vert(TL) -0.46 8-9 >547 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.22 Horz(TL) 0.07 6 n/a n/a BCDL 10.0 Code IBC2DO9/TPI2007 (Matrix) Wrnd(LL) 0.04 8-9 >999 240 Weight: 83lb FT=20% LUMBER TOP CHORD 2x4 DF No.t&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G REACTIONS (lb/size) 2=1005/0-5-8 (min. 0-1-8), 6=1005/0-5-8 (min. 0-1-8) Max Harz 2=44(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-0=2169/0, 3.4=1919/0, 4-5=1919/0, 5-6=2169/0 BOT CHORD 2-9=0/1995, B-9=0/1355, 6-8=0/1995 WEBS 4-8=0/702, 5-8=360/66, 4-9=0/702, 3-9=360/66 BRACING TOP CHORD Structural wood sheathing directly applied or 4-3-13 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.OpsF, h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard /Q?,oFESSI Sp�,�� SOO CO LU � Cam LU C 074486 rn *�31-15 �k �F March 19,2014 A& gAiWM -Verifrdesipn paiaw0Pn and REM ADIFS aft RU Ad87 t14f7 fAE& t4I7ErGRCFE8E7r4E A4,iE tvti•1473 rec .t./2$/20I888MELM Design valid for use only with Mgek connectors. This design is based only upon parameters shown, and is for an mdlvldual building component. ��• AppricaNTrty of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibi0ily of the M I Iek• erector. Additional perman ent bracing of the overall structure is the responsibility of the budding designer. For geretrol guidance regarding ^ rtobtfcaliwrMualfFywon=rkal- erergc: 9c�Pnelge we®t✓e-,a •3t•EacBdlrrgGomgonami �:....� Safety Information avollable from Truss Plate Institute, 781 N. Lee Street, Su6e 312. Alexandria, VA 22314. Citrus He � ras = ---.lH,.sFTsnf.,...e�!m e�rm rams warn+ Heights, CA, 85610 Job Truss Truss Type Ply 2624_A �Qty R416083D1 2624 B TS H Common Truss 1 1 - - - Job Reference (optional) BMC, Indio, CA- 02203 7.430 s Jul 25 2013 MTek Industries, Inc. Tue Mar 16 13:16:40 2014 Page 1 ID:pM WmiiU9y3uiBTyY?fPchEyEito-h I Rw0e9fd WJCoyj ET58gORscGrHTpeAKOgHk7zZfl L �1-0-0 n SS1D + 10.8-0 1510.8 i 214-0 1-0-0 SS1D S2� 52-8 SSB Scale = 1:38.6 4x5 = 4x6 = US = U4 = 4x6 = 7-D-0 144-0 21-4-0 7-- 7.3-15 , 7-0-0 Plate Offsets (X,Y): (9:0--0,0-3-01 LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.32 Vert(LL) -0.22 8-9 >999 480 MT20 2201195 TCDL 14.0 Lumber Increase 1.25 BC 0.80 Vert(TL) -0.46 8-9 >547 240 BCLL 0.0 Rep Stress Ina NO WB 0.22 Horz(TL) 0.07 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.06 9 >999 240 Weight: 83 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or34-7 oc purtins. BOT CHORD 2x4 DF No. t&Btr G BOT CHORD Rigid ceiling directly applied or 6-5-11 oc bracing. WEBS 2x4 DF Stud G MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=1005/0-5-8 (min. 0-1-8), 6=1005/0-5.8 (min. 0-1-8) Max Horz 2=44(LC 16) Max UpliR2=407(LC 9), 6=-407(LC 12) Max Grav 2=1431(LC 8), 6=1431(LC 7) FORCES (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3436H 135, 3-4=2557/509, 4-5=2557/510, 5-0=3437/1136 BOT CHORD 2-9=1078/3110, 8-9=313/1785, 6-8=1046/3111 WEBS 4-8=0/701, 4-9=0/702, 3-9=37883, 5-8=379/84 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Fxp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a rive load of 20.Opsf on the bottom chord in all areas where a rectangle 34-0 tali by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=1b) 2=407, 6=407. 7) This truss has been designed RpFESS/p for a moving concentrated load of 250.011b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) This truss has been designed for a total drag load 2500 lb. Lumber DOL=(1.33) Plate DOL=(1.33) Conned truss to drag �� Soo O �� of grip resist loads along bottom chord from 0-0-0 to 214-0 for 117.2 plf. OO LOAD CASE(S) Standard LU C 074486 M EXEn 12-31-15 LF March 19,2014 AM`ARI1M-Verr dedirnparamr-riaadUMW7F9OAF WffANHfT2CMAfi'7EKREFER94M&r0FMf-7473rec. Z, 1!2CiA allMOZ Design valid for use only with Mrrek connectors. This design is based only upon parameters shown, and is for an individual buldmg component. ��• Appl cabTity of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing To insure stability during construction is the responsibilrity of the ° -e or. Ad,dTiionaYl permanent b.ravcingiof thre o.verol shucture u th:e responzbllily of The buldingfdetidsLiegP�ne+�r. Far 9general Cgus7id:Sasn°.ce re�gma'frid7{in7agfiefP`:�••..-, _'wr.�.n....+a= M�If(acert¢�',. .' so1My Information available from Truss Plate Irsiitute, 781 N. Lee Street, Sulte 312 Alexandria, VA 22314. Citrus Heights, CA, 95610 iF? rn:la.—IFSo1n,r.ed.a•.,�_rs,�.ae�..,�r._�.s.,,ean....;mncrosnnr.1s,..nar Job Truss Truss Type Qty Ply 2s24 A R41608302 2624 B TS I Special Tnrss 8 1 _ Job Reference (optional) amc, maw, cA- e22us 7.430 a jui 25 zuis mt rex mausmes, me. r ue mara 13:15:412014 Page l ID:pMWmiiU9y3uiBTyY?fPchEyEito-gU?IE 9HN3eAgyWvoAcNCb_1HgBNCGsJZ2PrHZ7ZflK -1-0-0 SS10 10-8.0 15-'r 21-" 1-0�D 5.5.10 S2� 5-25-5-10 Scale = 1:39.0 4x6 = 4 3x6 = 5x8 = 3x4 = 3x6 = 1-5,Edgej, f6:0-1 LOADING (psf) SPACING 2-M TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Ina NO BCDL 10.0 Code IBC2009/TP12007 LUMBER TOP CHORD 2x4 DF No.1&BtrG BOT CHORD 2x4 DF No.t&Btr G WEBS 2x4 DF Stud G CSI DEFL in (loc) 1/defl Ud TC 0.33 Vert(LL) -0.22 7-8 >999 480 BC 0.80 Vert(TL) -0.46 7-8 >548 240 WB 0.22 Horz(TL) 0.07 6 n/a n/a (Matrix) Wind(LL) 0.05 7-8 >999 240 BRACING PLATES GRIP MT20 220/195 Weight: 82 lb FT = 20% TOP CHORD Structural wood sheathing directly applied or 4-3-1 oc purtins BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. N ,a 1 I?Ia d c d REACTIONS (lb/size) 6=916/0-5-8 (min. 0-1-8), 2=1008/0-5-8 (min. 0-1-8) Max Horz 2=42(LC 6) Max Uplift2=7(LC 4) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-0=2176/65, 3-4=1926/52, 4-5=1941/63, 5-0=2183778 BOT CHORD 2-8=26/2002, 7-8=0/1363, 6-7=40/2021 WEBS 4-7=0/709, 5-7�370/89, 4-8=W701, 3-8=361/83 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=6.Opsf; h=121t; Cat. 11; Exp C; enclosed; MWFRS (low-rise) and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load noneoncurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 6. 8) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, live loads. RpFESS6 nonconcurrent with any other 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. �� O Soot O2� LOAD CASE(S) Standard CO��`O �Z LU C 074486 Ml 12-31-15 * srgT 1 FOFC O March 19,2014 A WARMM-t7edfpdesige paiaw len and RW MITES ON YW AM TAKZfBIFii f4ITRMR+FERUI E A4 F Wr-74n rer. lInt20IA 8wmium 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 responsbTity of building designer- not truss designer. Bracing shown B for lateral support of Individual web members only. Additional temporary bracing to insure stability during constrvcfion B the responsibi08y of the erector. Additional bracing the is the MiTek permanent of overall structure responsibTity of the building designer. For general guidance regarding not-. , �. .Bonvrld4�._ :.. 1r p Eu�e56raice+iE51+Sa@s�hogtrnpaner•.t•..•�..•,-•�•�. - Safety Informdifon available from Truss Plate InstfUe. 781 N. Lee Street, Suite 31Z Alexandria,VA 223)4. L sT keeLecis sal m 06JdV20" b.A[9C ._.. _ n a e — - I Citrus Heights, CA, 95610 _ Job Truss Truss Type City Ply 2624_A R41608303 1 2624 B TSD Common 1 1 Job Reference (optional) amc, maio, cA - ereus 7.430 s Jul2L 2U13 Mi lex inausmes, Inc. I ue Mar 1H 13:1641 2014 Pagel ID:pMWmitU9y3utBTyY?fPchEyEito-9U?IE 9HN3eAgyWvoAcNCb OJgCSCFnJZ2PrHZzZfIK i1-0-0 6-3-4 10-6-0 152-9 21-" 22-0-0 1-0-0 114 4-4-12 4f-9 6-1-7 Scale = 1:38.6 4x4 = 4 4x4 = 2x4 II 5x8 = 2.4 II 4x4 = I 6.3-4 110-8-0 i 15-2-9 21-" 1 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Ina NO BCDL 10.0 Code IBC2009/TPI2007 LUMBER TOP CHORD 2x4 DF No.t&BtrG BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G CSI DEFL in (loc) I/defl Ud TC 0.39 Vert(LL) -0.12 2-10 >999 480 BC 0.74 Vert(TL) -0.29 2-10 >864 240 WB 0.29 Horz(TL) 0.08 6 n/a n/a (Matrix) Wind(LL) 0.04 10 >999 240 BRACING PLATES GRIP MT20 220/195 Weight: 86 lb FT = 20 % TOP CHORD Structural wood sheathing directly applied or 4-1-15 oc purtins BOT CHORD Rigid ceiling directly applied or 1040-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1005/0-5-8 (min. 0-1-8), 6=1005/0-5-8 (min. 0-1-8) Max Horz 2=44(LC 5) FORCES (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2119/0, 3-4=1479/0, 4-5=1479/0, 5-6=2119/0 BOT CHORD 2-10=0/1939, 9-10=0/1939, 8-9=0/1939, 6-8=0/1939 WEBS 3-10=0/363, 3-9=672/1, 4-9=0/639, 5-9=-672/1, 5-8=0/363 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 vide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard �O4RpFESS/p�,�` Soo i v c L C 074486 rn 12-31-15 * FOFC March 19,2014 AWARAgM-VenfFdp pSaraalewrsandREMADTESONAtt5ANtigO.LMMrRKPEFEREMMACApR-7473MLI/4(Md89MM 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 6 responsibi(riy, of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stabiliy during construction's the responsibility of the erector, Addfional permanent bracing of the overall structure is the responslbifity of the building designer. For general guidance regarding M TeW :�nc=>ta1DiL'�7R3rF�iT6TtS'cE•aR'a:gg7t5zfrrery:'u,zelf�s-`' . _.� -, - - - _ L.��'BcBdirrQt;..rFiysan�aY .....�.,...;a.:-.��s. Sate* h lormolbn mailable from Truss Plate Irsthute. 781 N. Lee Street, Suffe 312 Alexandria, VA 22314. tlE ssO�wF=11_M I.mae:P.ad elrA..T--h--M.nu aanwi..e i1GYM PRM 11—.1 Y` - - - - " Citrus Heights, CA, 95610 Job Truss Truss Type QtY Ply �2624�A R4160B304 2624_B_ TSE Common Supported Gable 3 1 Job Reference (optional) en w nccvo i uS s, rnc. rue Maria 14:1b:4Z Zu14 rage 1 ID:pMWmiiU9y3uiBTyY?fPchEyEito-dhZgRKAw7Mnl S656Mu7GpXB34Ytudl Toi9Op?zZflJ 6-34 I 10-8-0 15-D-1z 21- -0 2�1 r 1.0-0 B-3-4 4.4-12 4-4-12 6-3-4 4x4 = 4 Scale = 1:38.6 4x4 = 2x4 11 5XS = 2x4 II 4x4 6-34 10-B•0 15�12 21-" 6-3-4 d-412 44-1 6.3-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefi L/d TCLL 20.0 Plates Increase 1.25 TC 0.39 Vert(LL) -0.12 2-10 >999 480 TCDL 14.0 Lumber Increase 1.25 BC 0.74 Vert(rL) -0.29 2-10 >864 240 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(TL) 0.08 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.D4 10 >999 240 LUMBER TOP CHORD 2x4 DF No.1&BtrG BOT CHORD 2x4 DF No.1&BtrG WEBS 2x4 OF Stud G REACTIONS (lb/size) 2=1005/0-5-8 (min. D-1-8), 6=1005/0-5-8 (min. 0-1-8) Max Horz 2=-44(LC 6) FORCES (lb) -Max Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-0=2119/0, 3-4=1479/0, 4-5=1479/0, 5-6=2119/0 BOT CHORD 2-10=0/1939, 9-10=0/1939, 8-9=0/1939, 6-8=0/1939 WEBS 4-9=0/639, 5-9=672/1, 5-8=0/363, 3-9=-672/1, 3-10=0/363 PLATES GRIP MT20 220/195 Weight: 86 lb FT = M% BRACING TOP CHORD Structural wood sheathing directly applied or 4-1-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf, BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard QROFESS/pN SOON 0�� Of_C 074486 m *` F 12-3115 J* March 19,2014 A& WAR&=-Vai frdesiga Saraaxfers and RM A07F9ONWWAte ff4CYtffia MMARFBFMEA4M NIT-7473 rem V2912010tlSE Design valid for use only with Mlrek connectors. This design is based only upon parameters shown. and is for an indMdual bulding component. - Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to irssure stability during construction is the resporslbftlily of the erector. Additional bracing of the overall is the the ,y' '` M permanent structure responsmllity of building designer. For general guidance regarding — •fir abslsa i�•'VrdMJ,s'=9e,-ewm%mr.' 'igmqrd brpm 0 gZo aws tacwA . . -o91P.9pBgtt:i;.,. -«.�:,'^`sr Safely Inlorma6on available from Truss Plate Institute, 781 Lee Street. Alexandria, VA 22314. - __ I IBR7 k.°_ 11—aft-""- fZ$euet�em.P&a'dt�i-lte�rr�ed�desarnsalues asesswseeffiectfsre 067d414L]3bv![ESr s ecd a O Citrus He' Heights, C0.956f0 Job Truss Truss Type ty Ply 2624 A R41606305 2624 B_ T5.1 Hip 1 1 Job Reference o 'oral d' i ue mar is isaa:4s zu14 rage i ID:pMWmiiU9y3uiSTyY?fPchEyFJto-5t72fgBYugw3GglwbeAO3NuUtDgATcl MuxLS2Zfll 6-0�14 1D-0-0 , 11�0 F 1S3.2 21-0-0 1-0-0 6-0-14 311-2 14-0 3.11-2 6-0-14 4x6 = 4x4 = 4x4 = 4x4 = 2x4 ll 5x6 = 3x10 = 2x4 II Scale = 1:40.3 r 6-0.14 10-0-0 , 114D 1532 21-4-0 ' 6-b14 3-11-2 11n 3.11- 4O 61a Plate Offsets (X,Y): f4:0-2-8,0-0-121, 110:0-2-8,0-3-41 LOADING (psf) SPACING 2-" CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) -0.10 2-11 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.72 Vert(TL) -0.27 7-0 >924 240 BCLL 0.0 Rep Stress Incr NO WB 0.21 Horz(TL) 0.08 7 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.04 10 >999 240 Weight: 91 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.t&BtrG BOT CHORD 2x4 DF No.1&BtrG TOP CHORD Structural wood sheathing directly applied or 4-1-8 oc puffins, except 2-0-0 oc purtins (5-6-11 max.): 4-5. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during buss erection, in accordance with Stabilizer Installation side. REACTIONS (lb/size) 7=916/0-5-8 (min. 0-1-8), 2=1008/0-5-8 (min. 0-1-8) Max Horz 2=45(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2142/0, 3-4=1572/0, 4-5=1454/0, 5-6=1591/0, 6-7=2160/0 BOT CHORD 2-11=0/1962, 10-11 =0/1 962, 9-10=0/1451, 8-9=0/1981, 7-0=0/1981 WEBS 3-11=0/359, 3-10=-016/0, 4-10=0/474, 5-9=0/316, 6-9=-609/11, 6-8=0/360 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20 % has been applied for the green lumber members. T) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 7. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Graphical purtin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard A lfARlt M-Ver4duip parame2ts and REM A9iFS ONWIT A1i® IPK2OM PffRXARTRR YM ACE Mr-7473 ML 1129/20 4 aawttZ Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual bullring component. Applicability of design parameters and proper incorporation of component is responslbil6y of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responstbiNfy of the erector. Additional permanent bracing of the overall structure is the resporsfbiliy of the building designer. For general Guidance reaardina N. Lee Street, Suite 31Z Alexandria, VA 22314. Q,?,pFESS/p� SOON to i C 074486 c * 12-31-15 LP Cf V �P OFIC March 19,2014 WF MTek' MUM Heights, CA, 95810 Job Truss Truss Type Qty Ply R41608306 �Job`Reference 2624_B_ T5K Hip Girder 1 2 (optional)A BMc, Indio, CA - 92203 7.430 s Jul 25 2013 MTek Industries, Inc. Tue Mar 18 13:16:44 2014 Page 1 ID:pMWmiiU9y3uiBTyY?fPchEyEito-Z3gRsOCAf 1khPFUT194gECWFtGhPbFIFOeVhaZflH 8-0-0 134-0 + 21.4-0 1-0-0 8.0.0 54-0 8-0-0 6x8 = Special Special Special Special 4x6 = Scale = 1:40.1 3x10 = 7x10 = Special Special 6x8 = 300 = Special Special LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefi Ud TCLL 20.0 Plates Increase 7.25 TC 0.47 Vert(LL) -0.25 6 7 >999 480 TCDL 14.0 Lumber Increase 1.25 BC 0.57 Vert(TL) -0.48 6 7 >538 240 BCLL 0.0 ` Rep Stress Ina NO WB 0.37 HOrz(TL) 0.10 5 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix-M) Wind(LL) 0.03 6-9 >999 240 LUMBER BRACING TOP CHORD 2x4 DF No.t&Btr G TOP CHORD BOT CHORD 2x6 DF SS WEBS 2x4 DF Stud G BOT CHORD REACTIONS (lb/size) 5=1925/0-5-8 (min. 0-1-9), 2=1977/0-5-8 (min. 0-1-9) Max Horz 2=39(LC 5) Max Grav 5=2941(LC 15), 2=2940(LC 12) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-8783/0, 34=8291/0, 4-5=-8880/0 BOT CHORD 2-7=0/8333, 6-7=0/8334, 5-6=0/8425 WEBS 3-7=0/2392, 3-6=266/245, 4-6=0/2289 PLATES GRIP MT20 220/195 Weight: 184 Ito FT = 20% Structural wood sheathing directly applied or 4-6-3 oc purlins, except 2-M oc purlins (4-7-7 max.): 3-4. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) 2-ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at D-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at D-6-0 oc, Except member 6-3 2x4 -1 row at 0-9-0 oc, member 6-4 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.OpsF, h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-" wide will fit between the bottom chord and any other members. B) A plate rating reduction of 20% has been applied for the green lumber members. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 5. 10) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) Graphical pur in representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 110 lb down and 13 lb up at 840-0, 110 lb down and 13 fb up at 10-0-12, and 110 lb down and 13 lb up at 11-3-4, and 185 lb down and 31 lb up at 134-0 on top chord, and 1625 lb down at 84)-0, 303 lb down at 1 D-0-12, and 303 lb down at 1134, and 1625 lb down at 133-4 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard QROFESS/QN� Soo Oy�� L C 074486 c rn * EX 12-31-15 c4j�T�OFCA March 19,2014 AWARfilM-Vent desipSaraaletenand RMADiFSONMAlif/XULMWRWREFEREMIA4GEilIM-7493MLifWM14B4{1Rt:I E Design valid for use only with Mffek connectors. This design is based only upon parameters shown, and B for an individual building component. ��" Applicability of design parameters and proper incorporation of component a responsbTity of bu0dmg designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the resporsibilldy of the erects. Addftional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardng MiTek' . safety InformrAlon ava0able from Tens Plate Institute, 781 N. Lee Street. Suite 312 Alexandria, VA 22314. ate Insc2io,781 N. MSosssla�n 3+7i n lrasfl,erisspetYse6,thed rtvahsrs are Hsose e8essire 06/87;f2IIil3 e�rusC Citrus Heights, CA, a5610 Job Truss russ Type Qty Ply A R41608306 �Jo`b2`Reference 2624_B_ T5K Hip Girder 1 2 (optional) BMC, Indio, CA- 92203 LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-68, 34=68, 4-5=-68, 2-5=20 Concentrated Loads (lb) Vert: 3=93(F) 4=145(F) 7=-669(F) 6=669(F) 12=93(F) 13=93(F) 15=96(F) 17=96(F) 7.430 s Jul 25 2013 Mrrek Industries, Inc. Tue Mar 18 13:16:442014 Page 2 ID:pMWmiiU9y3uiBTyY?fPchEyEito-Z3gRsOCAf lkhPFUTI94gEcWFtGhPbFIFOeVt=nH A& ►ffiAR&M -111Mirdesigs pamnem s and UM A0TER ON WIT AM Fdd M Pf 1EKRFF&UW pXiE IW-7413 2c 112912014 MMMUSE Design valid us for e only with MITek connectors. This design's based only upon parameters shown, and is for an Individual bu8dmg component. � Applicability of design parameters and proper incorporation of component isrespormbifily of building designer- not truss designer. Bracing shown F a for lateral support of individual web members only. Additional temporary bracing to insure stabllity during construction is the responslblllity of the erector. Additional bracing the Is the the building M permanent of overall structure responsibility of designer. For general guidance regordng _- L�eryNereefbn!aad-'c iP ' . Bdag;.�:a!:z - �Salefy - Infonna8on available from Truss Plate Institute, 781 N. Lee Street, Suite 31 Z Alexandria, VA 22314. I P4ef�� Ilureberlss�i"the dedm valises amiffiose alscssta 067Ck1120A FwAtst Citrus Heights, 9 CA, 95510 Job Truss runs Type Qty Ply A R41608307 rJqb�Rfnanae 2624 B T6 A GABLE 1 1 (optional) BMC, Indio, CA - 92203 7,430 s Jul 25 2013 MTek Industries, Inc. Tue Mar 18 15:22:08 2014 Page 1 ID:pM WmiiU9y3uiBTyY?fPchEyEdo-rxTNyThknPeQccBOdStkOEHIrE WIRjDObEdynzZdvj -1-0-0 5.4-0 9-10-0 144-0 19-M 20.8-0 1-0-0 5-4-0 4.6.0 4b0 SA-0 4X4 I I 416 = CONN. OF GABLE STUDS BY OTHERS. 17 .., .., .� ,.. _ 12 4X4 II 4X5 — 5X8 — 3X4 — 4X6 — 4X4 II Scale = 1:39.9 LOADING (per TCLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 10.0 SPACING 2-M Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Ina NO Code IBC20091TPI2007 CSI TC 0.58 BC 0.41 WB 0.44 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/defl Ud -0.06 16-17 >999 480 -0.10 16-17 >999 240 0.02 12 n/a n/a 0.02 15-16 >999 240 PLATES GRIP MT20 2201195 Weight: 176 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G *Except* TOP CHORD Structural wood sheathing directly applied or 5-3-7 oc pudins, 3-6,6-9: 2x6 DF No.2 G except end verticals. BOT CHORD 2x4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud G MTek recommends that Stabilizers and required cross bracing OTHERS 2x4 DF Stud G be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 17=96010-5-8 (min. 0-1-8), 12=961/0-5-8 (min. 0-1-8) Max Horz 17=39(LC 15) Max Uplift 17=375(LC 9), 12=375(LC 12) Max Grav 17=1351(LC 8), 12=1351(LC 7) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=1545/494, 3-4=1253/441, 4-5=1303/320, 5-6-917/94, 6-7=917/92, 7.8=1301/313, 8-9=1253/441, 9-10=1546/495, 2-17=1289/399, 10-12=1289/399 BOTCHORD 16-46=-097/457, 16-47=-61/1058, 15.47=94/1061, 15-48=0/902, 14-48=0/912, 14-49=106/1051, 13-49=-84/1059, 13-50=389/427 WEBS B-14=-481 /348, 8-13=578/292, 4-15=-488/349, 4-16=576/292, 2-16=510/1537, 10-13=510/1537, 5-15=139/316, 7-14=144/315 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Ecp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. OFESS/ 4) All plates are 2x4 MT20 unless otherwise indicated. OQR Oh 5) Gable studs spaced at I-" oc. l 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurlent with any other live loads. SOON 7) ' This truss has been designed for a rive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 140-0 wideCO 2C 2 will fit between the bottom chord and any other members, with BCDL = 10.Opsf. j 8) A plate rating reduction of 20% has been applied for the green lumber members. � C 074486 rn 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it --lb) 17=375,12=375. * 12-31-15 10) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Conned truss to resist cShT Adrag loads along bottom chord from 0-0-0 to 19-M for 76.3 plf. Q%�COF ��A 12) No notches allowed in overhang and 200DO from left end and 20000 from right end or 12' along rake from scarf, whichever is larger. Minimum 1.5x4 be plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one be plate between each notch. March 19,2014 scFF..wtsand RMMIESONMSANf€S' WaWRWREFFBFARFAGE Mt-i4J319LAj4( 4A9W9E Design valid for use only with MTek connectors. This design's based only upon parameters shown, and is for an individual bolding component. Applicabi➢ty of design parameters and proper incorporation of component is responsibffity of bu➢ding designer- not truss designer. &acing shown is for lateral support of individual web members only. Adddiond temporary bracing to insure stabh➢ty during construction is the resporuibilrrty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M I IeW .- :�r�:hb�7flB�+aelPfg�c�ma-a# - - mponrfi�•a+�+�-. n..,+ 's1"' Fi'�f en�iiE`,'�$ilr?``:�»m Safety Information ava➢able from Truss Plate Inst1hste, 781 N. Lee Street, Suite 312 Alexandria, VA 22314. Citrus Heights, IISms ciNsset�dAlarsslLnr3c sesrdPu.l Aa.dwx,.ese,s�>.s.e, .ale..ts.e halm r m. b.xrar I gh1s, CA. 95610 Job Truss Truss Type Qty Ply 2624_A R41608308 2624 B T6_B COMMON TRUSS � 3 t Job Reference (optional) omc, maia, cA- ezzua r. s am ea cur a mu ea rrwusrnes, inc, i ue wr is 1a:1e:4r zu14 rage i ID:pMWmiiU9y3uiSTyY?fPchEyEito-zeMZU1E2yvPJYt 39RjnSsEwk5GkcrKCx_S9UDzZflE -t-o-o 4-s-s 9-to-o F to-to-tt ts-B-o 2as-o r 1-0-0 4-9-6 5-0-11 SA-11 4-9-5 1-0-0 4x6 = 4 115x6 = 5x8 = 3x4 = 8 5x6 = LOADING (psf) SPACING 2-M CSI TCLL 20.0 Plates Increase 1.25 TC 0.90 TCDL 14.0 Lumber Increase 1.25 BC 0.68 BCLL 0.0 ' Rep Stress Ina NO WB 0.80 BCDL 15.0 Code IBC2009ITP12007 (Matrix) LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&BU G WEBS 2x4 DF Stud G REACTIONS (lb/size) 11=1202/0-5-8 (min. 0-1-8), 8=1202/0-5-8 (min. 0-1-8) Max Horz 11=48(LC 6) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 34=1190/0, 4-5=1 190/0,2-11=288/68, 6-8=288/68 BOT CHORD 10-11=0/1017, 9-10=0/985, 8-9=0/1017 WEBS 4-9=5/320, 4-10=5/320, 3-11=-125310, 5-8=1253/0 Scale = 1:39.3 DEFL in (loc) I/defi Ud PLATES GRIP Vert(L-) -0.14 9-10 >999 480 MT20 220/195 Vert(TL) -0.25 9-10 >917 240 Horz(TL) 0.04 8 n/a n/a Wtnd(LL) 0.01 9-10 >999 240 Weight: 109 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 5-11-14 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 4) . This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 15.0psf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.011b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard QROFESS/p�, CO `��`��00 SOON o��c�c LU C 074486 c rn �F March 19,2014 A IllSaranrer-ri and REM ADIFS O9 RU AN rAC2LM WMf PfFfRM PAW Mt-7473let: 3128 M4112MLISE Design valid for use only with Welt connectors. 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 responsblIfiy of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction h the responsibUity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M iTek' - fabide4imr,@r*iar85"_'GUftBdlveg•€osraya:.c��t. 38k""Ib '"mds,.a Citrus Heights, Safety Informa8on available from Truss Plate Institute, 781 N. Lee Sheet, Suite 31 Z Alexandria VA 22314. C li3dirin:Pii�e FSPtiixeals _ _ iw,rKfa9Mmnfm.iTCS I g A, 95610 Job Truss Truss Type Qty 2624_A JPIY R416D83D9 2624 B 76 BX Common Truss 1 1 Job Reference o tiona BMC, Indio, CA- 9=3 7.430 s Jut 25 2013 MiTek Industries, Inc. Tue Mar 16 13:16:49 2014 Page 1 ID:pM WmiiU9y3uiBTyY 4PchEyEito-wl UJvjGJUWf1 nBBSGdFXHJ15uy74rSVPiLGZSzZflC -1-0-0 44 -96 9-10-0 14-10-10 19-B-0 iz0-6-0 1-0.0 4-9.6 5-0.11 5�10 4-9-5 4x6 = 11 6x8 = 5x6 = 3x4 = a 6rB = Scale = 1:39.3 Plate Offsets (X Y): 110:0-3-0,0-3-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.78 Vert(LL) -0,14 9-10 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.22 9-10 >999 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.37 Horz(rL) 0.03 8 n/a n/a BCDL 10.0 Code IBC20091TP12007 (Matrix) Wind(LL) 0.01 9-10 >999 240 Weight: 109 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or5-11-5 oc puriins, except BOT CHORD 2x4 DF No. 1&Btr G end verticals. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 9-9-13 oc bracing. WEBS 1 Row at midpt 3-11, 5-8 that Stabilizers and required cross bracing intalledduring truss erection, in accordance with Stabilizer [MiTescommendsre stallation uide. REACTIONS (Ib/size) 11=971/0-5.8 (min. 0-1-8), 8=971/0-5-8 (min. 0-1-8) Max Horz 11=-43(LC 16) Max Uplift 11=413(LC 9), 8=413(LC 12) Max Grav 11=1401(LC 8), 8=1401(LC 7) FORCES (lb) -Max. CompJMax Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-0=374/412, 3-4=-1225/240, 4-5=12251240, 5-6=-374/412, 2-11=256/68, 6-8=256/67 BOT CHORD 10-11=440/1319, 9-1 0=1 87/1044, 8-9=-463/1319 WEBS 4-9=271/457, 5-9=239/413, 4-10=270/457, 3-10=2391413, 3-11 =1 6661602, 5-8=1666/602 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1.0-0 wide will RclFESS/p fit between the bottom chord and any other members, with BCDL = 10.Opsf. �OQ N,p, l 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide connection others) of truss to bearing capable of 100 lb except 11=413, SOO �� N p �'Lc mechanical (by plate withstanding uplift atjoinill (jt=lb) 8=413. �� C0 2C 7) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the �Z LU C 0744$6 n Bottom Chord, nonconcurrent with any other live loads. 8) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 04).0 to 1948-0 for 76.3 plf. * 12-31-15 LOAD CASE(S) Standard st FOF C March 19,2014 AWABNM-trerrifrdesf¢aparawitenand RW1197FSO TKSANfA7JlEitiAURXBFFERFW AAM Kf-7473fen1f29IM48f4fA IM Design valid for use only with M7ek connectors. This design B based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsiblllfy of building designer- not truss designer. Bracing shown is for lateral support of individuaf web members only. Addrt'ional temporary bracing to insure stability during construction is the resporuibilfity of the T [� M i1 erector. Addif'ronal permanent bracing of fhe overa0 structure ¢ fhe responsibirily of the building designer. For general guidance regarding IeR- -.'i1_ ,Td6rW�liveryl�erGZtiFR.%4�:- '. _.p®n4�t"..`.�•3'del'{75�i.-x'''SiiDi�:.:,--.tT • •. :2; SdtiGZi�'`0 '�i'R':" E Safefnformalbavalla ^ble fmm Truss Plate Institute, 781 N. Lee Street. 312A>a,� �22314. citrus Heights, CA, 95610 Job Truss Truss Type city 2624A [ly Ra1so6310 2624 B T6 C Common Truss 2 1 Job Reference (optional) BMC, Indio, CA- 92203 7.430 s Jul 25 2013 Mrrek Industries, Inc. Tue Mar 18 13:16:50 2014 Page 1 ID:pM WmiiU9y3uiBTyY7fPchEyBto-0D2i73GxFgnuPLiegZGU4VsTrllMpDMeey5p5Y7ZflB 14-10-10 s�-0 1 0 49fi 5.0-11 5-D-10 4-9-s 1-D-0 4x6 = 114x6 = 5,6 = 3x4 = 8 4X6 = Scale = 1:39.3 r 6-6-13 13-1-3 I 19-S-0 i 6-6-13 6$5 6-G13 Plate Offsets MY): 00:0-3-0,0-3-41 LOADING (pst) SPACING 2-" CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.78 Vert(LL) -0.14 9-10 >999 480 MT20 2201195 TCDL 14.0 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.22 9-10 >999 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.65 Horz(TL) 0.03 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.01 9-10 >999 240 Weight: 109 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. t&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2x4 DF No. t&Btr G end verticals. WEBS 2x4 OF Stud G BOT CHORD Rigid ceiling directly applied or 104)-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation side. REACTIONS (lb/size) 11=971/0-5-8 (min. 0-1-8), 8=971/Mechanical Max Horz 11=43(LC 6) FORCES (lb) - Max. CompJMax. Ten. - All fortes 250 (lb) or less except when shown. TOP CHORD 3-4=954/0, 4-5=954/0 BOT CHORD 10-11=0/821, 9-10=O(795, 8-9=0/821 WEBS 4-9=-4/267, 4-10=41267, 3-11=1021/0, 5-8=1021/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 65mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcur ent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 14)-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard OQRpFESS/A SOON 2�ti Cr1� G cFri C 074486 12-31-15 * sT�rEOF March 19,2014 AW4ARd M-7err7Tde.1ppramefFnand REM AViFSONirii[SANi'N MO0015KRFFERFAUAkMOW-MY3mF,VZV204AYWLSE Design valid for use only with MBek connectors. This design is based only upon parameters shown, and is for an individual buldmg component. �� Applicability of design parameters and proper incorporation of component is responsbiltry of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to trawe stability during construction is the responsibNrty of the erector. Addrtional permanent bracing of the overall structure is is the responsblity of the bulding designer. For general guidance regarding MiTek -'�•fabrieaYa�geer�nlre�i�e'da6roe+yperecsliozoeeze . f)EBB&�cmpor�nL�:s�;a-_ro.�,-�r.aa - e Sanely rInlcmne8on available fnom Truss Plate Institute. 781 N. Lee Street. Suite 31Z Alexandria, VA 22314. Kw.+e...:Di�r�liixn�nr#ia.d dwd.+sivn,wLuac unaS,nm._"' _ BCfH.9tlAAtl RlxrEIFS,L Citrus Heights, CA, 95610 Job Truss Truss Type QtY Ply 2624A 11416011311 2624jL T6 D Common Truss 1 1 Job Reference (optional) omo, indio, CA- uzzus /.430 s dw ca 2Oi3 Mi iex inausales, ine. rue Mar 1 a 13:16:51 2014 Pagel ID:pMWmiiU9y3uiBTyY'4PchEyEito-sPc4KPHZ07,A 1 UHgoGnjciOeUieaYganscgMd_zZflA ;�1.0_0 4-9.6 � &10-0 i 1410-10 1g-B-0 1-0-0 4-36 SO-11 5.0-10 4-9.5 Scale = 1:37.1 4x6 = 4 10 4x6 = 5x6 = 3x4 = 7 4x6 = i 6{r13 13-1-3 i 19-" 6-&13 6S5 6.6 13 LOADING (psf) SPACING 24)-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Ina NO BCDL 10.0 Code IBC2009/TPl2007 LUMBER TOP CHORD 2x4 DF No.1&BtrG BOT CHORD 2x4 DF No.1&BtrG WEBS 2x4 DF Stud G CSI DEFL in (loc) Vdefl Ud TC 0.79 Vert(LL) -0.14 8-9 >999 480 BC 0.62 Vert(iL) -0.22 8-9 >999 240 WB 0.65 Horz(TL) 0.03 7 n/a n/a (Matrix) Wind(LL) 0.01 8-9 >999 240 BRACING PLATES GRIP MT20 220/195 Weight: 107 lb FT = 20% TOP CHORD Structural wood sheathing directly applied or 64)-0 oc purtins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. M7ek recommends that Stabilizers and required aoss bracing be installed during truss erection, in accordance with Stabilizer Installation side. REACTIONS (lb/size) 10=974/0-5-8 (min. 0-1-8), 7=888/Mechanical Max Horz 10=51(LC 4) FORCES (lb) -Max. CompJMax. Ten. -All forces 250 Qb) or less except when shown. TOP CHORD 34=958/0, 4-5=962/0 BOT CHORD 9-10=0/824, 8-9=0/799, 7-8=0/832 WEBS 4-8=2/270, 4-9=4/267, 3-10=102510, 5-7=1016/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.OpsF, h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard & 19A8AM-VertfFdesfgn Sarammrs and FIAc ADTFS W 1'HtSAM FM2LE`A3 WM(F ME141 F A4M Kff-74)3 rer.112VM4 aBMIR Design valid for use only with M7ek connectors. This design is bared only upon parameters shown, and is 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 far lateral support of individual web members any. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 4. OQRpFESS/pN� Soo CO Lij C 074486 c m * 12-31-15 d1�9T FOF r. WOW T5T9'U"��I, rr Citrus Heights, CA, 95810 March 19,2014 Job Truss Truss Type Qty Ply 2624A R41608312 2624_e_ T6_E Common Truss 1 3 Job Reference (optional) BMC, Indio, CA - 92203 7.430 a Jul 25 2013 MTek Industries, Inc. Tue Mar 18 13:16:53 2014 Page 1 ID:pM WmiiU9y3ui BTyY?fPchEyEito-oojgl5JpYl9TGoRD VhgBh7U0_W000aS4KvJTib2fl8 -1-0-D 4-s-B s-10-0 + 14-10.8 I 19-B-0 1-0-0 4-9-8 5-0-6 5.0.8 4-9.8 Scale = 1:41.1 4x4 = 11 HUS26 'u — HUS26 n HUS267x10 = JUS26 JUS26 a = JUS26 7 4xS MT20H If 6x8 — 6xB 4x6 MT20H I I HUS26 HUS26 HUS26 JUS26 9-10-0 1410.8 1946.0 4-riR , S-f1A 4-9A Plate Offsets (X,Y): (2:0-2-15 0-2-8) I7:Edge,0-3-9), f8:0.3-9,0-3-12) 19:0-5-0,0-0-8), f10:0-3-9 0-3-12) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.66 Vert(LL) -0.05 8-9 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.34 Vert(TL) -0.15 8-9 >999 240 MT20H 165/146 BCLL 0.0 ' Rep Stress Inor NO WB 0.69 Horz(TL) 0.02 7 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.00 8 >999 240 Weight: 372lb FT=20% LUMBER BRACING TOP CHORD 2x4 OF No. 1&Btr G TOP CHORD BOT CHORD 2x6 DF SS WEBS 2x4 DF Stud G BOT CHORD REACTIONS (Ib/size) 11=6182/0-5-8 (min. 0-2-8), 7=5682/Mechanical Max Horz 11=49(LC 12) Max Grav 11=6944(LC 8), 7=6444(LC 7) FORCES (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23=7142/0, 3-4=6711/0, 4-5=-6711/0, 5-6=7147/0, 2-11=5730/0, 6-7=5654/0 BOT CHORD 10-11=560/925, 9-10=0/6225, 8-9=0/6232, 7-8=561/912 WEBS 4-9=0/3396, 5-9=735/555, 5-8=-601/546, 3-9=727/557, 3-10=-600/543, 2-10=0/7137, 6-8=0f7160 Structural wood sheathing directly applied or 6-" oc puffins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES 1) 3-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except If noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by I-M wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to girder(s) for truss to truss connections. 10) Provide metal plate or equivalent at bearing(s) 7 to support reaction shown. 11) This truss has been designed for a moving concentrated load of 250.01b rive located at all mid panels and at all panel points along the Bottom Chord, nonconcunent with any other live loads. 12) This truss has been designed for a total drag load of 2700 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Conned truss to resist drag loads along bottom chord from 0-0-0 to 1941-0 for 137.3 pg. 13) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 2-M oc max. starting at 144 from the left end to 1034 to connect truss(es) to back face of bottom chord. 14) Use USP JUS26 (With 1Dd nails into Girder & 10d nails into Truss) or equivalent spaced at 2-0-0 oc may. starting at 11-10-4 from the left end to 17-10-4 to connect truss(es) to back face of bottom chord. 15) Fill all nail holes where hanger is in contact with lumber. WARWM-VenTT desipFarasreMrs and REM ADTFSONWIT ANMaWIMiVRWREFEREhMPAGE 1W-74i3ren1/t9(20Ia AgWISE Design varid for use only with MTek connectors_ This design is based only upon parameters shown, and is for an individual b Wdmg component. Applicability of design parameters and proper Incorporation of component is respore bllity of building designer - not hus designer. Bracing shown is for lateral support of individual web members only. Additional temporary. bracing to insure stability during construction is the resporeiblPdy of the erector. Additional permanent bracing of the overafl structure Is the responsiblNy of the buildng designer. For general guidance regarding QROFESS/pN Soo UJ c 074486 c * 12-31-15 FOFC 0 March 19,2014 MTek' .- Clem Heights, CA, 95610 Job Truss Truss Type Qty Ply 262a_A R41608312 2624 8 TB_ E Common Truss 1 3 Job Reference (optional) BMC, Indio, CA-92203 7,430 s Jul 25 2013 M7ek Industries, Inc. Tue Mar 1 B 13:16:53 2014 Page 2 ID:pMWmiiU9y3uiBTyY?fPchEyEito-oojgl5JpY19TGoRDVhgBh7UD WQOOaS4KvJTitzZflB LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-68, 24=68, 4-6=68, 7-11=20 Concentrated Loads (lb) Vert: 10=1012(B) 12=-1012(B) 14=1012(B) 15=1012(B) 16=1012(B) 17=1012(1]1) 18=1002(B) 20=1002(B) 21=1002(B) 23=1002(B) AWAtWM-W.7r essO9araw Ma and RW MIES ONWITAFMfA101MNNEKRFFFRENMA� Mt-7413teeI129f281499a IUM Design valid for use only with M7ek connectors. This design B based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component'a responsblrity, of building designer- riot ire designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure, stability during construction is the responsibmBy, of the erector. Additional permanent brocing of the overall structure is the responsibility of the building designer. For general guidance regarding M TeW is--�•7.tp�rica6e.�5tsilik'w� �, . - _r.�,--._.._ra,Ayala,arcw.a�.afstt.°P!DWI$+Stpoyngon¢r�:z-.+�..,'-`=ate,--c: �'.',:�7ia - Safefy InformaBova n atable from Truss Plate Irstitu}e, 181 N. Lee Street Suite 312. Alexandria, VA 22314. Citrus Heights, if'Smsfl.e.n.Orf..�RMknearua�tansaw...At— g CA 95610 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. O'1�16n For 4 x 2 orientation, locate plates 0-'na' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available In MITek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPIi : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 BOTTOM CHORDS 8 7 3 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS [CC -ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Southern Pine lumber designations are as follows: SYP represents values as published by AWC in the 2005/2012 NDS SP represents ALSC approved/new values with effective date of June 1, 2013 © 2012 M7i ek® All Rights Reserved =® W1 0 mmm i To k's MiTek Engineering Reference Sheet: MII-7473 rev. 01 /29/2013 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal orX-bracing, Is always required. See SCSI. 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 purllns provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, If no ceiling Is Installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures( before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture In accordance with ANSI/TPI 1 Quality Criteria. Building Materials and Construction Services D.B.A.- BOULDERS WEST COMPONENTS 46.491 GOLF CENTER PARKWAY, INDIO, CA. 92203 0.760-347-3332 F.760-347-D202 CONTENTS .........................PAGE TIMBER PRODUCTS INSPECTION (LETTER) .................... -........... I TPI (GTQ STAMP - SEE PAGE 1 ...............I..................2 EXPLANATION OF ENGINEERED DRAWING ..................................3 DETAIL FOR COMMON AND END JACKS - 16 PSF ..................................4 DETAIL FOR COMMON AND END LACKS - 20 PSF ..................................5 SUPPORT OF B.C. (PRESSURE BLOCK) STANDARD OPEN END JACK..................................6 INTERIOR BEARING OFFSET DETAIL .7 BEARING BLOCK DETAIL 3 'A" BEARING ..................................8 BEARING BLOCK DETAIL 5 V BEARING ..................................9 1JPLIFT TOE -NAIL DETAIL, .................................10 LATERAL TOE -NAIL DETAIL .11 WEB BRACING RECOTYiWNDATIONS .................................12 T-BRACE AND L-BRACE .................................13 VALLEY TRIISS DETAIL ..................................14 VALLEY TRUSS DETAIL (CONTD.) .................................15 PURLIN GABLE DETAIL .................................16 PURLIN GABLE DETAIL (CONT'D.) .................................17 PURLIN.GABLE DETAIL (CONT'D.) .................................18 MUM 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 TRIISS .................................24 STD. REPAIR - NOTCH 2X6 TOP CHORD ON GABLE TRUSS ........I........................25 STD. REPAIR - NOTCH 2X4 TOP CHORD ON GABLE TRUSS .................................26 STANDARD REPAIR DETAIL - 25% .....................................2T FALSE.BOTTOM CHORD FILLER DETAIL ........................ 28 OVERHANG REMOVAL DETAIL, ............. .................................29 SCAB APPLIED OVERHANGS .... .............-1............. 30 PLEASE CONTACT INC FOR MORE INFOMTION OR QUESTIONS REGARDING THESE SHEETS PACE: 0 of 30 March 21, 2006 To Whom It May Concern: This is to verify that Boulder West Components of Indio, CA is a subscriber in the Timber.. -Products Inspection (TP) and General Testing and Inspection (GTI) Truss Quality Auditing Program. The TP and GTI Truss Quality Auditing Programs are recognized by the International Accreditation Service (IAS) with the assigned number of AA-664. TP and the GTI quality assurance marks have been recognized in the west by the truss industry and code jurisdictions since 1969. TP currently audits truss manufacturing facilities nationwide. TP is conducting unannounced, third party audits at the Boulder West Components of Indio, CA. This facility is currently in good standing in the TP Truss Quality Auditing Program. Boulder West Components personnel are authorized to apply the GTI quality mark to trusses that are manufactured in accordance with the latest revision of the ANSMI 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 Pepper Browne at (360) 449-3840 ext 11. Sincerely, Brian Hensley Truss Manager — Westem.Division 105 SE 124th Avenue • Vancouver, Washington 98684 < 360/449-3840 - FAX: 3601449-3953 - - P.O: Box 919 1641 Sigman Road Conyers, igeorgia=1'2-7!;��-7,701922-BODD`'FAX:770/922=129D_'---___. a MANUFACTURED FOR SELECTBUILD DISTRIBUTION BOULDER WEST COMPONENTS INDIO. CA G'Tv� UUALII v. AUDITED. BY TIMBER PRODUCTS INSPECTION, UDC• DESIGN CRITERIA TC LL psf TC DL psf BC. DL psf TOTALLOAD psf OUR. FACTOR SPACING ob russ cuss ype tY Y DISPLAY ROOFt COMMON 1 1 e i ek industries, inc. Mon ar 1 3 Page -2.0-0 545 10-2-3 16-0.0 . 19-0-13 1 24-7.11 30-0.0 32)-0 B2-0.0 � 4-9.13 49-13 4-9.13 4-9-13 54-5 2.0.0 C� 4x4 = fi C &W r 1x4 If VA 11 7 3x4 30 4 8 D tx4 iz4 G 3 9 10 �? v 2 <) trio �1 14 13 12 3x6 = W = G A 10.2-3 19.9.13 3D-" B 10-2-3 9-7-11 10-2.3 plate Offsets (X Y): 12:0-3.0,0-1-41, (10:0.3-0,0-1-41 H LOADING (Psf) 1 SPACING 2-0-0 J i V l cm I d DEFL in (loc) l/defl Vert(LLl -0.09 14 >999 % PLATES GRIP Milzo 249/190 ' TCLL 20.0 TCDL 10.0 Plates Increase 1.15 Lumber Increase 1.15 K TC 0.29 BC 0.83 Ven(TL) -0.39 12-14 >907 BCLL 0.0 Rep Stress Mon YES WB 0.36 list LC LL Miin07 10 1/defl — 240 �a Weight: 158 lb BCDL 10.0 Code BOCA/ANSI95 LUMBER 1 BAG TOP CHORD 2 X 4 SYP No.2 U TOP CHORD Sheathed or 4-2-1 0o p ed BOT CHORD Rigid ceiling directly applied or 8 6-i t oc bracing. BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No-3 REACTIONS gb/size) 2-1317/0-3-8, 10-1317/0.3-8 Horz 2=-175(load case 5) TMax Max Uplift2--3410oed�case 4), 10a-341(load case 5) First Load Case Only Y FORCES (lb) - TOP CHORD 1-2=26, 2-3--2024, 3-4--1722, 4-5--1722, 5-6--1722, 6-7--1722, 7-8--1722, 8-9--1722, 9-10=-2024, 10-11 —26 BOT CHORD 2-14-1794, 13-14-1140, 12-13-1140, 10-12=1794 6-14=742, 6-12-742, 9-12--288 WEBS 5-14=-294, 7-12--294, 3-14--288, �p( V V NOTES 1) Unbalanced roof live loads have been considered for this design. S195a 11; exposure ttiilevepr left=and right exposed; end vertical lei and right poseancy d,Lumber DOOL 1.3ory 3 2) en>ctosed:MWFRS gable and zone; o 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 ioint 10. A Cumulative DimensionsM TC, BC, and Web Maximum Combined Stress Indices B Panel Length (feet - inches - sixteenths) N Deflections (inches' and Spun to Deflection Ratio LOAD CASES) Standard X C Slope O Input Span to Deflection Ratio D Fiala Size and Orientation P MITek Plate Allowables (PSI) E Overall Height 0 Lumber Requirements F Bearing Location R Reaction (pounds] G Truss Span (feet - inches - sixteenths) S Minimum Bearing Required (inches) H Plate Offsets T Maximum Uplift andlor Horizontal Reaction If Applicable I Design Loading (PSF) U Required Member Bracing J Spacing O.C. (feet - inches - sixteenths) V Member Axial Forces for Load Case I K Duration of Load for Plate and Lumber Design W Notes L Cale X Additional Loads/Load Cases g a #.3 DETAIL. FOR COMMON AND END JACKS M111SAC - 6 ei 6PS.F 3/30/2604 PAGE 1 MAX LOADING I'll,51' TCLL 16.0 11 TCDL 14.0 URit BOLL 0.0 Rep 1 SCOL. 10.0 MINIMUM LUMBER SIZE TOP CHORD 2 X 4 $PF tiF, PF-L NO.Z I LENGTH OF EXTENSION BOT CHORD 2 X 4 SPF, HF, DF-L No.2 j AS DESIGN RWD 20'-0' MAX SPLICE CAN EITHER BE 3X6 MT20 PLATES OR 22". LONG 2X4.SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE W/ (.131"X3.0° MIN) NAILS Q 3" O.C. 2 ROWS NOTE: TOP CHORD PITCH. 4/12�8/12 BOTTOM CHORD PITCH: 0/12-4112 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. 3X4 = [-u-u BRACING011im mausuie5, inc. t25 126 TOP CHORD Sheathed. Western Division YES BOT CHORD • Rigid ceiling directly applied. / SUPPORT AND CONNECT N BY OTHERS OR 2-16d COMMON WERE (0.162"D1A. X 3.5' LGT TOE NAILS SUPPORTS SHALL BE PROVIDED 4'40" O.C. ALONG THE EXTENSION OF TOP CHORD. CONN. W/3 16d COMMON WIRE (0.162`DIA. X 3.6" LGT) TDE NAILS CONK. W/216dCOMMON WIRE S-" X 3.6" LGT) TOE NAILS 6-0.0 I 2-0-0 4-0-0 2•0 '! EXT. �• 2-0.0 EXT. 2-0•D ' .•. r CONN. WJ316d COMMON WIRE (0.162-131A X W LGT) TOE NAILS 110:1-j BOTTOM CHORD LENGTH MAY BE 2'-0° "" 3X4 - OR A BEARING BLOCK CONN. W1216d COMMON WIREWS2"DIA, X3.6') LGT TOE NAILS OR SEE DETAIL MrdSAC-7 FOR 2-" B-0 D PRESSUREBLOCXING INFO. �O NOTE: NAILING SHALL BE SUCH THAT THE LUMBER b0ES NOT SPLIT. Page # WAR=--V-0--4ft'parm ftm and READ NOMS ON 2MAIM W=VbED Zr.TKRSPER$NCEFAGE * 747;38BMREV= �pn valid Iwvse only with h9fak csnneclotc.Thk datgn Is based ony upon paramelsus shown, end Is for on lndMidtr"I bulkling ootnFvaale �9eo618iv o! dsma naramenlen and om=Incomorallon d =n%aaneni Is resaorAiv of bulidina deshmer- hot Muss designer. &adnc GIIue Halphts, CA, DETAIL FOR COMMON AND END JACKS Mil/SAC - 8 -20PSF a/31/zoos PAGE 1 n mv z-" BRAGNt3 FWII-I ea.In0ySVleS, Inc. ;rim&bl-w; f resset.t5Western Division p ess ins YEta BO CHORD Riigld oailing dire* apolled. BER 8IZ5AND GRADE 2 X 4 HF, DF-L Nol LENGTH OF -EXTENSION 2 X 4 SPF, HF, DF-L No.2 AS DESIGN REO'D 20`-0" MAX NOTE: TOP CHORD PITCH: 3/12�8/12 BOTTOM CHORb PITCH: 0/12-4/12 PITCH DIFFERENCE BETWEEN TOP ARID BOTTOM CHORD TO BE "2" MIN. SPACING-- 24" O.C. 4-OA S?LICE CAN EfiHER BE 3X8 CJlT20 PLATES Ott 22 LONG 2X4 SCAB CEhiTE{iED AT SPLICE W*M(: LIMBER AS TOP CHARD ATTACH TO ONE FACE N (.131"X3.0° MIN) NAILS Q 3" O.C. 2 ROM /—,I PPORTANO CONNECTIO 62"DLk X 305 LGTTOE I 4r O.C. ALONG THE EX CONK. YM 16d COMMON WIRE (D.162-IA. X 3.5" LGT) TOE NAILS CONN. =2 t6d COMMON WIRE (ol82"DYL X 3.S Lum TOE NAILS 8-0-0 8-0-0 EXT. 2-0.0 BYOTHERS OR 2-16d COMMON WIRE 6" SUPPOkTS SHALL BE PROVIDED NSION OF TOP CHORD. CONK. W/318d COMMON WIRE (O.tSZ%)VL X 30 LGT) TOE NAILS Lai BOTTOM CHORD LENGTH MAY BE Z-W � N 3X4 = OR A BEARING BLOCK CONK X 16d COMMON WIRE(W WDIA. X 301 LGf TOENAIL Ott SEE PETAII MWSAC-7 FOR 2-0-0 8 0 0 PRES6SJREBLOCIONG O �D, NOTE: NAWNG $HALL BE SUCH THA't'rHE LUMBER DOES NOT SPLIT. Pa e # B.C. OF STANDARD OPEN END . WISA-C - 7 L3/3D/2004 PAGE I !..P-,RESStJR E- BLOCKS - Loading (PSf): 'bCOL 10.0 PSF MAX 2K4 bot. chord rdar truc I �7 oflack fs (typ) MOCK jack truss nailed to 2mwder (typ) WIS Wl(.131-m.0r MIN) nails spaced at 3"o.c. 0 E vvrW" A 'U Awn-uned bm=Wg of Wit =fa -.y omfial Umg-m, 00&w. en =Y= [.,iT. mi. LZ saa 24"TYP PARTIAL FRAMING PLAN OF CAdFOkf4IA.H1P SET WITH SUB GIRDER BC of carrier truss I 'X3.0- MIN) NAILS (typ) CHORD OF OPEN END JACK SO wl 6-(.131-A3.0" MIN) NAILS @ 3- o.r- jPage # tk;wN6. m" ;Oil TOMAM Vi=61P WXii'CXiiLfiPd7f�` .PA63 nib desbn.s �d a* upon pckmi 1em0swAmand 41qrd;i" k=qrp&dR6n a. compmeM.Wagpo �*.-Addftnallarrpor�_t-. veml sirirjuie-k lhb-p� the bokOw Osearibr. For gmi -CI)OP ��. C.A A= I Qoqft Wft DSB-67 and I Me. Wmipwb oba. Nod uk4 %m M719. 7Z;5�61 -- , COUT-4 MI I ex IpPust"PS, fric- Western Division JUL 2 8 20'11 .rdw&2CkEAm 109 Retft. m 8581 INTERIOR SEAMNG OFFSET DETAIL. MIIISAC - 6 313012004 PAGE 1 &fliTeFk Industries, ina Western 01 sfan T NOTE:: INTERIOR BEARINGS MAY SHIFT TO THE LEFT OR RIGHT A DISTANCE. EQUAL TO THE DEPTH & THE BOTTOM (d). (7112" MAX) BOTTOM CHQAD PITCH MAY VPM— NOTE: THIS DETAIL MAY BEUSED FOR ROOF OR FLOOR TRUSS DESIGNS . DOUBLE WEB JOINT SiNGi E WEB JOINT s TRIPLE WEB JOINT Page # 7 1A 9-tARING I3•I."OC.K`D8TAIL 31/2" BEAM NG MIUSAC - 3A 3/25/2004 PAGE i 0-3-8 5OTTON • rtdn Nan r.a 2x4 W 2. Rom l5 T09 2xe a 3 ROW L12 T rvn t etc snnuscrtesr Inc. Western Division REFER TO- INDIVIDUAL TRUSS DES" N 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. vi Trusses not fitting these criteria should be examined indidually. ACTUAL BEARING SIZE Bo .. _...._... CHORD SIZE— I LUMBER I R.LLOWABLE REACTION BEARING BLACK BEARING FLOCK S WOOD BEARING ALLOWABLE LOADS CRADE (lb) r ALLOWABLE LOADS ALLOWABLE LOAD (lb) To^, AL-�1I VALEta c BEARING LENGTH 5 PATTERN i (NOTE 1 (NOTE 4,5) NOTE 4 NOTE 4 - — _ SYP 2966 929 — 3895 — 0�-9 `---- 3281 855 4136 1" OM cHolm 1 OF 0-4-6 0 3" O.C. kL NAILS) I HE 2126 736 2862 J- 4 i _ 0 -11 - SPF 2231 726 2957 0-4-10 2966 1393 1 4359 SYP r DF 3281 0_4-13 1282 --- 4563---.1�....._, nTTON CHORD 3" O.C. _ HF 2-126 _....__ _ .. I 0-5-5 _ 1104 _ 3230 UAL NAILS t —_'_- SPE 2231 1089 3320 0-5-3 -- --•._. _ _ . - .._.... --�-�- sYP 2966 185E 4624 ,�- 0-5-11 17'1 D 4991 0-5-5 zors CHORD i DF 3281 s 3^ O.C. HF 2126 1472 3598 0-5-14 --. seF 2231 1452 3683 0-5-12--•- ._......_ 2x8 ROW (16 TOTAL NAILS) X FOR 2X10 BOTTOM CHORD USE 2X8 BOTTOM CHORD VALUES. 4" MINIMUM HEEL HEIGHT G� ( SRG BLOCK TO BE SAME �22 1/2" B' SIZE, GRADE, S SPECIES AS EXISTING BOTTOM CHORD. APPLY TO ONE FACE OF TRUSS i 12" BLOCK NOTES: JUL 2 & 2011 1. USE LOWER OF TOP PLATE, OF BEADING WALL OR BOTTOM CHORD OF TRUSS WOOD SPECIES. 23HE END DISTANCE, EDGE DISTANCE, AND SPACING OP NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. NAILS DESIGNATED ARE (.131" DIAM. x 3") MINIMUM 4. POR BEARINGS NOT NEARER THAN 3" TO THE 15ND OF A MEMBER (CASE 2), THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.03 5. THE TABLE VALUE CAN BE DOUBLED PO.R A 2-PLY TRUSS PROVIDED THAT THE LENGTH OP THE BLOCK 18 3'0 LONG MIN. AND. BLOCKS ARE ATTACHE TO EACH SIDE OF 2-PLY TRUSS WITH NAILING PATTERN AS SPECIFIED AND 2-112 A307 BOLTS TO CONNECT ALL 4 PLIES TOGETHER. LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES: SYP = 565 psi DF = 625 psi HF = 405 psi SPF = 425 psi NOTE: VALUES DO NOT INCLUDE MSR LUMBER WITH "E" VALUES GREATER THAN 1,900,000 PSI OR NON -DENSE GRADE LUMBER. Pa e # 8 WARMNG • Ver* danlgn Parcme6ers aria BSAD OTWON THIS AND rlJCLIIDSD Idfi'B'8ltEPFilCSNCE PA!?S t8II 7,CT38E'FORE Elm ! 7777 Gieent>adc L: gn vaW for use orgy wBh Mgek conneciom This design is basgd only upon Poromon dlers shown, and is for an MdMducd bulling compent. • Suee 1 09 Bcab61 d design porn_ rnenlea and proper incorporation of corttponeN k respansba7ily of buddun� desfgnner -not Irvss designer. Bracing shown ' qWs Heights. CA, "�leie suP?g?, w�e'B"memkseK'onyr;AdoTinrd fenvpmayb,ecing�oinsum•stabs[fyfkrict�oMaltuefioniskf�rgaon�y of;the—...,,.�..)-.,„r-...�,,;...,.,.:,. tram Iran Piafe traBiule, 583 D'OnoUio Drive. Madison, SEARING RL®CK ®ETAIL 51/2" BEAR -ING MOISAC - 4A 3/25/2004 PAGE.1 West m (Division F FERTO INDIVIDUAL TRUSS DESSiGN I IE 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 B0: AND "Ai ZX4 ;s _ "7,ON ROwS fi 2 ALLOiTP.BLE ` BEARING BLOCK BEARING BLOCK 6 WOOD BEARING ALLOWABLE LOADS CHORD SIZE LUM$ER REACTION ALLOWABLE LOAD!) ---- ---- _ ALLOWABLE LOAD (lb) (NOTE4) --- COTAL EQUIVALENT BE�RIidG L0 GRADE 11b) (NOTE 4) LII4G PATTERN (NOTE 1) (NOTE 4, - _--- -- i 4661 920 6590 SYP 3 BOTTOM CHORD 1"--I:F 5156 _ 855 6011 0-6-6_ @ 3" O.C. TOTAL NAILS) HF 3341 136 4077 0-6-11- . -- S nF 3506 72.6 4232 I -- - --_ 0-6-10 — I SYP I 4661 1393 M54 D-7-2- i DF 5156 1282 5438 0�"13 BOTTOM CHORD tows @ 3" O.C. 3341 1104 4445 _HF TOTAL NAILS) S.F. i 3.506 1089 4595 ' -_-- 0-7-3 — — ' SYP 4661 1 1858 6519 0-7-11 _ -- 6 BOTTOM CHORD DF 6156 1710 6866 _Y— 0-7-5 ROWS @L3" 0I.C.LS) HF ' 3341 1472 4813 D-7-14 - ^_ SPF 3506 1452 4958 1 ^_ - 0 7-12 _. :k FOR 2X10 BOTTOM CHORD USE 2X8 BOTTOM CHORD VALUES. GAS•E 2 9" MINIMUM T f m REEL HEIGHT i EXP. 3-31 i i BRG BiOCX TO BE SAMEr t ?a. It. 122 2/2 BLOCK SIZE, GRADE, 6 SPECIES _ AS EXISTING BOTTOM CHORD. APPLY TO ONE FACE OF TRUSS. NOTES: 1, USE LOWER OF TOP PLATE OF BEARING WALL OR BOTTOM CHORD TRUSS WOOD2 HE END DISTANCE, EDGED STANCE• AND SPACING OF NAILS SHALL OF E SUCH AS TO AVO DI UNUSUAL SPLITTING OF HE WOOD. 2011 3. NAILS DESIGNATED ARE (.131" DIAM. X 3) MINIMUM 4. FOR BEARINGS NOT NEARER THAN 3" TO HE B415 OF A MEMBER (CASE 2), THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.03 5. HE TABLE VALUE CAN BE DOUBLED FOR A 2-PLY TRUSS PROVIDED THAT HE 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 DI= = 625 psi HF = 405 psi SPF = 425 psi NOTE: VALUES DO NOT INCLUDE MSR LUMBER WITH "E" VALUES GREATER THAN 1,900,000 PSI OR NON -DENSE GRADE LUMBER- 4, WARMNG - Oi, ; daetgnpan t.c and AW WtW ON T--0 Design valid for use only vAl h Wiek connedws. This design is based 0* ISPPIiti+'Gl=design' pctnnrsd.-6jrx.ancwAwaFrouof.eomk4a + - A for'lafesafsuoriorj d'IndWdua)web'mErnbea aidY: AddNionaS tempw FJ= PAGb =4473 ASTDRs US& l a i r �u (s iw an indiVlduoi buAdmB tbmponenl. 1 co 909 --"- -- -- _ C•rus Heights. CA, fo+lrtsureslofdUlydurir�conila-ITiuea{ibm'bd)�lyofttie .�__, . _ m..,. ihebt"nbdesigner-For ge�wJgLkWncesegoidmg ,. �._J'. -••�• i QuedXy CAfka, D:B-84 and BCstt B-Ading Ceti,punent N 53719. UPLIFT TOE -NAIL DETAIL MII/SAC - 24 11118/2004 PAGE 1 MTTek Industries, ihc. NOTES: Western Division 1. TQI~NNLS SHAt1. BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND SIARTEQ 113 THE LENGTH OF THE -NAIL FROM THE MEMBER END AS SHOWN. - -- - - 2. THE END DI$TANCE, EDGE DISTANCE; AM& SPACING OF MAIL SHALL BE SUCH AS TO AV&D UNUSUAL SPLITTING dizvE WORD. 3. ALLOWABLEVALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES OR TOP PLATE SPECIES FOR MEMBERS -OF DIFFERENT SPECIES. END VIEW SIDE VIEW NEAR SIDE FAR SIDE TOE -NAIL WITHDR,4WAL VALUES PER NDS 2001 Ob/nail) DIAM. SYP DF HP SPF 5PFS .131- 58.5 46.1 31.6 29.8 260 p„1,3.5 .60.3 .47.5 326 30.7 20.9 6 .162. 72:3 57.0 39.1 36.8 2A.1 Eli 0. .128 53.1 41.8 �.7. 27.0 18.4 O .131 -54.3 428 29.3 27.7 18.8 iq 14g 81.4 QB.3 33.2 31.3 21.3 0 .120 45.9 36.2 24 23.4 15.9 OI .128 49.0 38.6 26.5 4.0 17.b o .131 50.1 30.5 27.1 25.6 17.4 .148• 58,6.. 44.6 30.6 28.8 19.6 VALUES SHOWN ARE CAPAGM PER TEE -NAIL AppLICASLE 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 (i*ls) X 36.6.(Ibldall) X 1.33 (DOL for wind)=146.81b Twaxfmum Allowable Uplift Reaction Due To Wind For Wind DOL of 1.M 3 (nalis) X 36.6 ob/nall) X 1.60 (DOL for wind)=176.61b Maximum Allowable Uplift Reaction Due To Wind if the uplft reaction specifle;I on hie Truss Design Dravdrig is more tw 140.8 Ibs (176.6 ibs) another mechanlcal uplift connection must be used. USE (3) ON 2xe �WALL (4)T-IB�LPage # 10 JUL 2 8 20t1 READ NDY$$ aW n=AND II�tCLIIpSD r�1•y,iCIDtF&REHCEPAGB iNL749? =F- - r i, r csretmoacK u Th§ dedAn'.h bc4sd onV um Owomweis showy. and k ibr do b&AdvM buk h1; CCvP-nt- HelaMe, CA, LA'TERALTOE-NAIL bETAIL MIUSAC - 25 004 PAGE METek Industries, Inc - NOTES: Miestefn 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 (Ib/nail) DIAM, SYP DF HF SPF SPFS .131 88.1 80.6 89.9 68.4 59.7 O .135 93.5 85.6 742 72.6 63.4 ' J V� .162 118.3 109,3 93.9 91.9 W.2 s+i z .128 84.1 76,9 66.7 65.3 57.D q 131 88.1 W.6 69.9 68.4 59.7 N .148 106.6 97.6 MY 8228 72.3 of (9 .120 73.9 67.6 58.7 57.4 60.1 O .128 84.1 76.0 66.7 65.3 57.0 J c .131 88.1 80.6 69.9 68.4 59.7 m .148 108.6 97.6 84.7 82.8 72.3 VALUES'SHOWN ARE CAPACITY PER TOE -NAIL APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) -16d NAILS (.162" dram. x 3.5') WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (Ib/nall) X 1.15 (POL) = 317.0 lb Maximum Capacity JUL 2 8 2011 w,s=Ar,-v-gditV pursramcersamtREEDX0=on7sA=BiL' =Wd�=R&nWMIc8secs on vend for use only wish fret connectmL This dns is based 0* upon poromelers shown, and isforon Ind Addtrioisd fabdcofron, 4ualhy Salely Inlormanon L SQUARE CUT SIDE VIEW SIDE VIEW (2x4, 2z6) (2x3) 3 NAILS 2 NAILS NEAR SIDE NEARSIDE - -t FAR SIDE NEARSIDE -1 FAR SIDE 45 DEGREE ANGLE BEVEL CUT SIDE VIEW (2x3, 2X4) 2 NAILS NEAR SIDE A---A NEAR SIDE 45.00" SIDE VIEW % NAILS NEAR SIDE NEARSIDE NEARSIDE Page # 11 AMR!; LWX I 7777 Gmenbadc Lane dV com-neat. Cw stHelel*ft, CA, 95 signer. 8rockrg shown e•responslbOlily of lhe:- Ing Component MARCH 12, 2009 WEB BRACING RECOMMENDATIONS ST-WEBBRACE == ® Wek Industries, Chesterfield, MO page t of 1 LV--aa O 00 � 00 �a MiTek industries, Inc. MAXIMUM TRUSS WEB FORCE Obs.)(Se- note 7) BRACE BAY SIZE 24"O.C. 48"O.C. 72° 4,C. BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE A B C D A B C D C D 1(r4r 1610 1896 INS28 Y*5, �:44-tt_ -'• .` ':= 4.'�,,,r tr;�"i'ni4:'.":tii'.� 7a^hS"• tiF.` :K?C 12-0" 1342 1572 3572 235g ,� uh 3143 3143 4715 4715 7074 14!-0* 1150 1347 1347 2021 :�'�j:1 ."i";�'^:;v`•ty •^' ° ti yay .s "'. l,nu ,� •�':�.' >r..y::{c�:?fi ...,,r,,iTk°`•%�,i3,3+;,}' .s1? x :l�:i. Iri 's•! :�..!rr,:': .f-a. . '.2 ,". ya�i "". :r{cr,Lr: r• l s` v�^ricumfiz •ri Gv .i$��'•�':.�x`:'�s`5: ra. ..4iT� .i•:fir 16 0° f006 11 B 7 1178 1766 k�:° 1. 2358 2358 18'-0' 8B4 1048 1048 1572 ;:,`:"r�! r.:�i''•`;�,;&{ ''`a'r>''-�%•'+ 3143 4715 : �ti,>��p W-0' 805 943 843 1414 1=++-+ � 1868 1666 2829 ve'�jx••,'' r'+. u:�'1'?✓` `�' r , i *flay size shad be measured in between the centers of pairs of diagonals. GENERALNOTES TYPE BRACING MATERIALS 1. DtWON&SMC:MMRBQUMTOTRAISFERTHEaupAATWELATEMORACEMa trMTHE ROOFANDAJR CEUNG DNPHRAMA. THE DIAPHRAGM BTO BE DESIGNED BYA OUALFIE-D PROFESSONAL 1 X 4 IND. 45 SYP 2. THESECALOUlAT1ONSARE BASED ON LATERAL BRACE CARRYNG 21L0FTHE W W FORM A -0R- 3. DReon LBRAOMM4TERKtfWBES"SMEANDGRADEORREMR,ASTHELATMALORACE MATERIAL, AND SHALL BE WSTAILED W SUC HA MA*M THAT n WER&G4TS WES WNSERS 1 X 4 A2 SR8 (DF, HF, SPF) ATAPPRM 45 DEGREESNiD SHALL BE NAILED ATEACH END AND EACH HTERIAEDIATETRUSS WITH 24d (0.131'2Sy FOR 1X4 BRACES, 2. Sod (0.151-x 31 FOR 2dr and 2X4 BRACES, AND 1A Od (0.1 31-X" FOR W BRACES. 4. OW&-0TLATERALBRACETDFACHTHUSSWrrH2ld(0.1SVW-5y NABS FOR 1)9 LATERAL BRACE£, 2-10d(0,/31�d'J NABS FOR 2.2"2n1 LATERAL BRACES,AND 3-f0d(0.131WI FOR W LATERALBRAOSS. B 2 X 3 4113, STD, CONSf (SPF, DF, HF, OR SYP) S.LATERAL BRACE SHOULD BE CO ONUOUS AND SHOULD OVERLAP ATIFASTONETRUSS SPACE FDR CONRN12rY. S FOR ADDmONAI GUIDANCE REGArr M D61oN AND WTALLATIONOFSRACNe,CONSULT C 2 X 4 93, STD, CONST (SPF, DF, HF, OR SYP) 99-0 TEMPORARY BRACM OFMETAL PLATE CC(,NBCTED WOOD TRUSSES AND BCS1 I BU®ETOGOOO PRAC'nCE FOR NANULNG, N ALLNB B BRACM OFWtPL PLATE CONECIED WOOD TRUSSES,JMMYPRODUCED BYWOOD TRUSS COUVCLL OFALIERICAand TRUSS F4ATE2dS ITU E. nvw.bo'vXwrt=M afde .fpAsUAg D 2 X a B3 OR BETTER (SPF, DF, HF, OR SYP) 7. REFERTO SPECIFIC TRUSS DESIGN DRAWING POR WES MEMBER FORDS 3. TABULATED VALUESARE BASED ON A DOL.-1.15 FOR STABILIZERS: FOR ASPACM OF 24'OL. ONLY PAVEK'STASBDEA'TRUSSBRACMG 6Y XM8 0ARBE 6UBSTTIUr®FOii iYPEA, & cAfm D BRA'-M3IAATERIAI. Daemoi BRAcm FOR ETAS tmR9 AAE TD BE PAWIDEDAT 80.YSIZE 001CATEDASOVE, WKff E DNRWAGA BROOM IS REOUMFD TTPdftC BRl6WRl6W �M5TA�UATILH 1tYADEAND PPDDUCTSPEC6K TtOK �� CONTINUOUS LATERAL RESTRAINT 2-tod NAILS (SEE NOTE 4) 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 Staability of the overall roof system. The method shown here is just one method that can be used to provide stability against web buckling. Pa e # 12 T-Bp,AcE AND L-BRACE Nalling Pattern L -Brace size . Nail $iza NaA Spacing 1x4 or B 10d (0.14BX31 B° O.C. 2x4, B, or 8 1 ad(a.162X$1/21 B° ox. Note: Nall along entire ienA ofL-Brace orT-Brace (On Two -Plies Nall to. Both Plies) wee Nails SPACING k t t • JUL 2 8 2011 MIIISAC - 23 1 9/271ZO04 mrrex inapstries, Inc. West9m Division L-6raos ar T-Brace Size for One -Ply Truss Specified Continuous Kowa -of lateral Braoing Web Size 1 . 2 2x3 or 2x4 1 x4 2M 2x6 1x6 2x6 2x6 2x6 *** .d. DIRECT sUasmvnoN NOT APUCABL8- Sea6on Detall Nails Nails Web web L--Brace T-Brace isBRACE orT-BRACE T-Brace or i Brapp Size for Two -Ply Truss Specified continuous Rows of Lateral F aiging Web Size 1 2 -Brace '24 or 2x4 2x4 Zx4 2x8 US 24 2K6 2xB 2x8 Nails Web I -Brace Nails/Seakn D13to - 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-Braos must be same species grade (or better) as web member. 3. The Stabillze'r or Eliminator of MITek Ind. Inc. can replace the. bracing members. Please refer to engineering document provided by MiTek Ind. Inc. jPage # 13 VALLEY- TTkUSS• DrT-A:IL; U111SAC -19 4/26/2D(14 PAGE 10 2 LIV€.LOAD = 60 PSF 4-MAXMrr k lnditwie% Inc. Wdstern DkftlDn _` '.� • � DEAD LOAD = 16 PSF (Mf�?q D.6.L_ 1NC'=1.35 NOTE: VALLEY STUD SPACING NOT >GWLEBNO, COMMONTRUSS 83 MPH WIND SPEED, 3 SECOND GUST 'OR GIRD .ek TRUSS TO EXCEED 48" O.C. SPACING � h � ri n ii n it n • ;� ii i(it r On no if y I; BASE TRUSSES VALLEY TRUSS TYPICAL h TYPICAL (24° O.C. ) ( 24" O.C. ) LIE VALLEY TRUSS TYPICAL GABLE END, COMMON TRUSS • _ r f iAa n h 1 np r-lpnPI7 TRI ICC 13 BEVEL VALLEY TOE .44AIL VALLEY TO TRUSS RASE i'Rl1$S W/ (2) (.131"X3.W MIN) le LTOENAIL$, --f TOE - NAIL. VALLEY TO BASE TRUSS W/ TOE NAILS ii 1D ATTACH 2x6 po"NoUs MCI sPF TO Tf4F- FACE OF Tt (.131 "X3,0° MIN). NA' TRUSS BELOW VALLEY TRUSS RESTS ON 2icfi DETAIL A DETAIL (BASE TRUSSES SHEATHED) (C(LA` to THAN 3112 PITCH) ATTACH BEVEL> ... V4 CONTiNOUS NO . " F TO UHF FACE OF THE F:OQF Wi 7W0.(,33`'2f3,Or MIN) NAILS INTO EACH TIZU'BEI.OW .� ATTACH -VALLEY T(>. Eglt I;ER N4: W/ (2. ) (:13'1"X3:0" MIN) TOE NAILS DE (A C TGe- NAIL VALLEY TO (GREATER TITAN 3/12 PITCH BASE TRUS$ W/ LESS THAN 6/12 PITCH) (2•) (A31'X3.0" MIN) TOE NAILS 0 um NOTES: JUL 2 8 1. SPAN OF VALLEY TRUSS SHALL BE LIMITED TO WAX X l AND PITCH BETWEEN 2>611.2. 2. PROVIDE LATERAL SUPPORT FOR TOP CHORD OF SASE TRUSS WRH S•HEATHNG ( 9Y OTHERS) 3. MAX WEB LENGTH WITHOUT BRACE (6'-3"1 WITH BRACE (17-61 4, IF TOP CHORD LATERAL BRACING REQUIRED IS LESS Tt(AN SPAGINQ OF VA;LEY.TRU&SES (24" O.C.) THAN ADDITIONAL. 2X48RACING IS REOUIREb. 5. LATERAL BRACING SHALL BE NAILED W/MIN 2 10d NAILS. ' o k Lww C,95 VALLEY 'TRUSS DETAIL M-111'SAC - 19 4/26/2004 PAGE 2 OF 2 BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO BASE TRUSS W/ (.2) l6d TOENAILS DETAIL D (NO SHEATHING) BEVEL VALLEY TRUSS .r SECURE VALLEY TRUSS k�' � W/ USP RT7 OR EQUIVALENT DETAIL E (NO SHEATHING) 6Wlr Vp.... Wµ 4", 1114.. Western Division NOTES: FOR CONNECTION OF VALLEY TRUSSES TO BASE TRUSS USING DETAIL D OR DETAIL E. 1. SPACING OF LATERAL BRACING REQUIRED ON TOP CHORD OF BASETRUSS SHALL BE LARGER THAN THE SPACING •OFVALLEYTRUSS8 (24"0:C. MAx) OTHERWISE, ADDITIONAL BRACING SHALL BE PROVIDED FOR TOP CHORD OF BASE TRUSS. 2. LATERAL FORCE SYSTEM SHALL 6E CHECKED BY PROJECT ENGINEER TO VERIFY THE PROPER TRANSFER OF Ail THE VERTICAL AND LATERAL FORCE. a ,� traxmNa . Port/g des{{," p°"""dzrs DedBn vaici br use anti' y4h Met canoes _.k for latsed supporlvi� er®cfor. A#PeimenPnt tracing at IobzlCaliori, yuaBfy cdnhat sla, detm SateMtnlomwUm ovaBabte from irus Plat Page # 1 JUL 2 8 2011 M Qie toB ."A Lsne nt. 61�1e shown _ c]lrus Fidghts r0. 955ti of the -•' -. _ _ . .. ....:. , 0 PURLIN FABLE* DETAIL M111SAC m 12 7/15/2005 PAGE 1 OF 4 19111" uiuuuuw*, un:. Western DMrlon STUD SPACING ON PURLIN GABLE TO BE LESS THAN { OR EQUAL TO -THE ON THE GIRDER OR HIP YRUSPB CING z-V sX5 34 3X5 ALL PLATES TO BE 2X4 UNLESS OTIiERWISE NOTED TYPICAL "PURLIN GABLE" DR,4WINGFOR ENGINEERED INDIVIDUAL TRUSS SEE DETAIL #3 THE PURLIN GABLE TO BE LAID ON TOP OF THE HIP TRUSSES AND ATTACHED WHERE IT HAS �. CONTACT WITH THE QJ co TRUSSES BELOW. F- SEE DETAIL #2 Z .0 SEE DETAIL # 0 U F .�ACKs _ _ _ u SEE SHEET 2 OF 2 FOR ALL DETAILS Page # 6 JUL 2 8 2011 e Vertfjr ddlynporatne6sis mldREdJ)lJDSES 6I�YYIf$Al:CA%CLCDL0117IRERSELitiREM1WB P�GB NQi 7473 HEPD�B IISL s4 109 Greet162dct�e nra onMwRh h9fet oannsdoa.lhk dedgn k basedony I+P� parar+®fers shown, and k for an Indniduol buAding eomponetd. Cgnn: fiotftl mk 9581 din pmame ms and popes allpri d eamponmil k locpo�c6�'61y of degtter t>o! ktts dr�gna nlcdRg Ynown jsoi9 ofbidh(d+r�rs��m�-be+s mtfy�r-AddtFtc?ael dahRh� r�a�hO.saIIsfi9Fll2��Jhg respe�sibHAly ni 1he . z _ _ �___�Ec - �.�...�I..�.•M{4.�v�..:....eti.lel...::f:1ku.4.r.4.+I:......1.,i4...w. Grnsnnnvl neeirinnr�u wnrerillrin - - -.�... ....._.-.-_._. PURLIN. GABLE DETAIL MIVSAC - 12 7//612005 PAGE 2 OF 4 16d NAILS 6" O.C. ATTACH 2z LEDGER TO FLAT TOP CHORD WITH 2 RO SED 9" O.W3 PACC. pF 10d NAILS (.131" DiAfifl. z 3`) GIRDER CIP QJ� DETAIL #2 jUXURLIN GAB1 pP CHORQ "PURLIN�GABLE 0 THE LOWHEOR TR OWR ON TOP CHORD DETAIL #4 0 Mi I eK 1nauWembM suees, tna 76d S[MICER OR 1Sd BOX O.C. SP GWG BY OTHERS TRUSS AT lliE BASE O THE PUVNN', G,ggLE IS DROFPBp LESS THE OTHER'HIP THEN ALL TRUSSES. THE'BOTTOM EDGE p�iHLBE�F1 ACIGT'fHdS FACE OF THIS�RUSS AND BEARS 0 TOP. JL AIL #I'1 APEX z O � U S H DETAIL. #3 IMPORTANT MOTE: ALL CONNECTION NAILING SHALL NOT SPLIT ANY LUMBER Page # 17 FURL$N. GABLE DETAIL MtUSAC m 12 7/15/2005 PAGE 3 OF 4. JP B) 6 11 I Indul* r., Inc. Wasfem Dlvisllon PURLIN GABLE -R OR 16d BOX ZING BY OTHERS I—t I AIL 1,-bUV. La 8" MIN PURLIN GABLE 16d SINKER OR 16d BOX O.C. SPACING BY OTHERS - HIP SET TRUSS JUL 2 8 2011 7 Greanbactr Lane amm�6 CHtuS H�Fy G4, 9.SB1 PURLIN GABLE DETAIL M111SAC - 12 7/1512005 PAGE 4 OF 4 16d SINKER OR 9Bd BOX. TYPICAL. PURLIN GABLE ROOF SHEATH NAILING BY LAST L r� IV on Inc RIDGE BLOCKING FIRST COMMON 2X BLOCKIN W/.CONNECTIONS W/FRAMING CONNECTORS BY OTHERS i 2-0-0 MAX � p ►r DETAIL Jf � SU-PPL. 2 I TIGHTLY SET JOINT- PURLINGABLE !`` DEVIP66 L � SUPPLa D-O-12 HIP SET ROOF SHEATHING BY OTHERS HIP SET TRUSS PULIN GABLE HIP ETAILTF4 APPI TpabJUL 201 WdRNDY6 • vu;(q aeatyn parameteFc oad7tEen NOT&4 nNrtasium IIACLCASt tOfiFd[SSFSRFNCE Pace �a•9495 a6Paa8' Vs6. T1T7 CreenEadc Lane � Ian voBd k+ltukonk wR(1N4fek eW a�eelars Tt�k des�gn.h bas?d adV 1+a�f PCQainelett shawn.and k,ta an In�al buN�no ecrruico�erd. 3��1 e � �1 F___s_T� NDARb GABLE EMD DE'AIIL M111SAC - 20 t4/27/2004. . PAGE 1 OF 2 CONT i *DIAGONAL OR L-BRACING REFER TO TABLE BELOW SEE PAGE?/2 FOR —ALTERNATEBRACING DETAIL — 1 X4 OR = (IYP) VARIES TO CON, 22 TRUSS ERTICAL STUD TYPICAL 2x4 L -BRACE NAILED TO 2x4 VERTICALS W/Bd NAILS SPACED AT B" O.C. LoAbihd(pso SPAGiNG 2-0-0 TOLL 50.0 Plates -Increase 1.15 TCDL 10.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress In YES BCDL 10.0 Gods IBCIIRC TOP CHORD 2 X 4 DFUSPFlHF - No.2 BOT CHORD 2 X 4 DFUSPF/HF - STUD/STD OTHERS 2 X 4 DFUSPF/HF - STUD/STD nnI I UK Inausules, Inc. Western Division SHEATHING (BY OTHERS)— - 24f 'MAX 3 1/2" �1 1/2" �- 2X4 LATERAL. BRACING NOTCH AT AS REQUIRED PER TABLE BELOW 24" O.C. (MIN.) TOP CHORD NOTCH DETAIL END `��o WALLfGID CEILING MATERIAL ® E`T'Al L A LATERAL BRACING NAILING SCHEDULE VERT: HEIGHT # OF NAIL&ATEND UP TO 7'-0" 2 - OVER 8'-611 4 -- 16d MAXIMUM VERTICAL STUD HEIGHT SPACING OF VERTICALS WITHQUT BRACE WITH LATERAL BRACE WITH L- BRACW 12 INCH O.C. 6-7-0 - -0 11-0-0 1$ INCH O. - 24 INCH O.C. _ _ - CM33 EXP.3-31-13 CIV%� r ��oFCAL0 %VOTES 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 INDMDUALTRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 5) DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX VERT. STUD HEIGHT OF V-6". TOP CHORD NOTCHING 140TES 1)T4 GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24" O.C. ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH 10D NAILS SPACED AT 6" O.C. IF STUDS ARE SPACED AT 24" O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED, 2) NO LUMBER DEFECTS ALLOWED AT DR ABOUT NOTCHES. 3) LUMBER MUST MEET OR EXCEED VISUAL GRADE#2 LUMBER AFTER NOTCHING Pa e # 20 4) NO NOTCHING IS PERMITTED WITHIN 2XTHE OVERHANG LENGTH. Continued on page 2 JUL 2 8 2011 ® WAlU,C1VC+•IIertfgdrslgnpatamclarsmt4D8ADND9%BON1R78ANDWCLDDSDdVYF.K EFPRSNCBPAalC71�74789EFDRE',LLS& till c su110109 Deign vaad fot toe ot� wflh Mtfet eonnedors, Ihk design b toted ardy "pots palasielels drown. arK1 fs tot an tndrvkJuai b�dasg component. m HW*ftl Ck Ap�9y ad drslgn pmarisenlett and propetlncwpOtD lon of cattiFsonenl4 responsibly of butt&sg dedgner- no! Inns dedgner. firor3sg sham b 1or lefterd of 4sdNldualweb rttiembea wdy. Aril lempoicr'y laocbsg to kOvre'dabl6Sy during eorulrudlon Ss the Iespornib4by of the �eelor - �nofpM�aeEngotiherove7?Bdneet 'dedgn�.-Eu-9enera44,�Onc'•e.eegorcl'u!g.•....,,--_.. - .—�"�..ibiiilctilbn;quaVly°rahfrot'stoTc�d�oe'ft;etee!ffin�dndlxeehi9;�Pn"4��AIf�Cr+Tdtla:'L$6-tiYand•aCSft-BurimngCorc>poaettf ,.- � .-. �• .m;,.` ",.;� safety intorcrmNon aw6able IromtnnsPble Indnufa ses D'Cno§io a4ve. Madfaon. WI537t4. STANDARD GABLE END DETAIL MII/ SAC - 20 4/27/2004 PAGE 2 OF 2 2-10d (TYP) SIMPSON A34 — OR EQUIVALENT 2X4 No. 2 OR BTR GABLE EN W-3" MAX TO BEARING WALL 4-10d NAILS MIN. ,PLYWOO.D SHEATHING TO 2X4 STD. DF-L BLOCK 2X4 BLOCK 45° �2X4 S I I` D OR BTR SPADED @ 6-0" O.C. SHALLE PROVIDED AT EACH END OF BRACE. EXCEPT FOR BRACE EXTENDED STRONGBACK INTO E CHORDS & CONNECTED TO 2X4 No. 2 OR BTR CHO S W/ 4.10d NAILS. MAX NGTH = 7'40" STANDARD TRUSSES SPACED @ 24" O.C. ALTERNATE BRACING DETAIL NOTES 1)2X4 NO.2 OR BTR. FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH 101) NAILS @ 6" O.C. 2 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 ALTERNATIE 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 = 7'-0" 3. THE HORIZONTAL TIE MEMBER AT THE VENT OPENING SHALL BE BRACED @ 4'-0" O.C. MAX- 4 . PLEASE CONTACT TRUSS ENGINEER IF THERE ARE ANY QUESTIONS. Page # 21 'B•. Yera<Jb+'.dcaiy+epavcmeeers andRFJ.D N078-A= =74" l±Ti = DS&. 7777 C-mml t* Lang la usa onlp wRh M6ek eonnBdprs. ihts dedgn b bocstd onb upon ParnrstBlers shown. andh focon ksdhAdual bang nenl. Sufis 1 OB 01 desdan oosamenferc and duoPei IncolDorCllon of anmponeHl k tespone�My of bu04 mp Mesdg.=- nod Iruss designer. Bt=bg shown CkNs HBiphfs. d=A. 45', RER-A-Ce."ANSSI-NG TVI? .0NA.GABLETRUS$-j'Mll/SAC-97 ljHAISASF!E RI';PAIR, PEfAfL_TC_gg USF ONI Y FQRJTS_OF 11118120d4 A'I� THE 15N REl-*RU§S SHALL Bt INSPIEPT-ED TO RP V. �MIX WHEN i Rl'OWIRE Vtq,.. Va.TW ..'FURTHEAnP.A)' '-tV--Rt*Ul TW R _D ILL:gt LE O�: $UPF*ORTING K-p-mmommom ED, Tfit �*s§'W I 17 D&OA M W--F .4L.p6saloNs TPRE 2. AU E m "0. X M TO.. I 4R O.Rjak I -D RINQ A.PPLI.CA. iON OF R -AJP AF 31. E H 4. W RECOMMENDED gpLicEs. 5. THIS ON ONLY. REPLACE MISSING WEB WITH A NEW MEMBER OF THE SAME ATTACH 8"X 12"X7116'0.S.B. ORPLYWODD-(AFiA RATED SHEATHINd?4116 EXPOSURE 1) (MIN) TO THE INSIDEFACE OPTRUSS WFM-i;FlVE 6.dflAIL9.(.113'X 2.00 INTO EACH MEMBER (TbtAL'1'0 NAILS PER GOssu) THE OUTSIDE FA . OE OF THE GABLE MUST BE SHEATHED WITH (MIN) 7/16' O.S.Ea ORPLMOOD. SEE 'mn'Ex'STANDARD GABLE END.DETAILS -FOR WIND BRACING REQUIREMENTS. TRUSS Olk[TERIA WAVING 04 W. 0 (MAX) DURATION FACTOR: 1.15 A{MAX) TOP OHORa: 4 4 OR 2X 6 (NO 2 MIN) Pit -CH: 9/12. - l2fl2 BE 'i 1ARINO: C b-0N.UOUS _V JD *SPACING :24"O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN i FOR PLATE s.=s AND LUMBER OwEs Page # 22 the COMMON JUL 2 8 2011 Mim HW*ft. CA, Mlamff REPAIR A BROKEN STUD ON A CABLE TRUSS M111SAC - 28 11/18/2004 PAGE 1 �p © WU tem DIvis';n 1. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLYTHAT THE REMAINING PORTION O THE TRUSS IS, UNDAMAGED. THE ENTIRE TRUSS. SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRSAgE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL ME:MSERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DUKING APPLICATION OF REPAIR. 3. THE END DISTANCE; EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPUT71NG OF THE WOOD. 4 TO-AV03q LOOSENNAILING ING OF THE CONNECTOR PLATES AT THE JTHE USE- OF A BACKUP OINTS OR SPLIEIGHT IS CES. 5, THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. SCAB LUMBER SHOULD BE OF THE SAME SIZE, GRADE, AND SPECIES AS THE ORIGINAL ATTACH 2X 4X FULL HEIGHT SCAB TO THE INSIDE FACE OF TRUSS WITH TWO ROWS OF 10d NAILS (.120" MIN X T) SPACED 6" O.C. AND A CLUSTER OF THREE NAILS INTO THE TOP AND BOTTOM CHORDS THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W1(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 :.3112 -12112 BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Pa e # 23 e _ WAPJWM • Y"r� design perms" mrdREbD NOTM ON =AND IIi=UGEA wrrA BSPS "=PAGE Md 71498. SEPiDR.6 V= LWvc,ld.,Taip75i!'�434S�3FD'9fhe:oYerrabalrssluak:.tis"—+ssPo�.,r!i6'�•m.ded�.: Fsr�e.._•,�tiultlance?9 -----" - .... 24" MAX COMMON JUL 2.8 2011 R3 REPAi$9 TO REMOVE CENTER MIUSAC - 29 11/18/2004 PAGE 1 $Tq.Q.ON A GAKl TRUSS . - Mr r-F, t-4-4,4— 1nr © Western Division 1. THIS IS A SPECIFIC REPAIR D1=TAiL TO BE USED ONLY FOR ITS ORIGINAL INTENTION:I�HS REPAIR DOES NOT IMP! YTHAT 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 REPAIR$ ARE PkOPERLYAPPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED, 2. ALL MEMBEft$ 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 SUpH AS TO AVOID SPLrmNG 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. LLjMBER TO BE CUT CLEANLY AND ACCURATELY, ND PLATES ARE TO BE DISTURBED. NO REPAIR NEEDED. THE OUTSIDE FACE OF THE GABLE MUST BE SEE t4rEK STANDARD GABLE END DETAILS FOR W ND BRACING)REQUIREMENTS. PLYWOOD. IMPORTANT Phis repair to be used only vAth trusses (spans less than 50) spared 24" o.c. maximum; having pitches between 3112 and 12112, total top chord loads less than 50 p'sf and maximum wind speeds of 100 mph. Trusses not fltfing these criteria should be examined Individually. TRUSS CRITERIA LOADtNG : 40-10-0-10 (MAX) DURATION FACTOR :1.15 SPACING: 24r MAXIMUM TOP CHORD: 2X 4 OR 2X 6 (NO 2 MIN) PITCH: 3112 -12112 BEARING: CONTINUOUS STUD SPACING :29 O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Pa a#2 24" MAX COMMON Yw'iFJ PaSm°d°rs oral Jt$Aa NOTES ON'lja6AND IHCLVr1ED 1R5'SICBEFFNCE PAQffi 7dII7442 BffiF08E IIS& lsultR7777 iGre&168Ck LBW use dnWwith N gek:aonnacloa Thk design k bose� oMy upon pmomeiers shown and b Ba ern Bsdividual burg +pow {Iown Ke . ck es � and pepr� Bsco7poraRon a( co�+onenl k renpolisibtLl� otbvlfding destgn�-nol buts des}gnar. Brad shown snhFwe.trw�mbers.onha/+,ddBlwtatlauRir�s3P.�p:11'�$Sn%� eotni u�cAlon k Ihete3Pptdkd�ky of the _, - -- -- -__•_. __.- --- r E8Mik rO NOTCH 2X6 TOP MIUSAC - 30 11/18/2004 'PAGE 1 CMPF-i3 ®N A GABLE TRUSS p j ® westam Dlviston 1. THIS IS A SPECIFIC' REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INT6NTIQN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OE THE TRUSS IS UNDAMAGED, THE E MA5 TRUSS SHALL BE INSPECTED TO 1%IwRIFY THAT NO FURTHER, REPAIRS.ARE REQUIRED. WHEN THE REQUIRED REPAIRS AF;E Pf20PfwRLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE -LOADS (NDICATEb: 2. ALL MEMBER$ MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DJSTAN.CE, AND SPACING.OF NAILS SHALL BE SUCH AS TO AVOID SPLTTTING.OF THE. WOOD.. 4. LUMBER -MUST BE GUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. s. THIS.REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. 6. CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. 3 11r X 1 112" NOTCH IN TOP CHORD 24" O.C. AS SHOWN " MAXTMUM STUD SPACING = 24" O.C. LUMBER TO BE CUT CLEANLY AND ACCURATELY, NO PLATES ARETO BE DISTURBED. NO REPAIR NEEDED. 12" 2MAX GA% 2= c� 2 _ T6'hJpV i MAX. "i I 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. IMPORTANT ThiS repair to be used only with trusses (spans less than SIX) spaced 240 o.c. maximum, having pitches beiween 3112. arid 12412, total tap chord loads less than 50 psf and maximum v4nd speeds of 100 mph. Trusses not titting'these cHW!a should be examined individually, TRUSS CRITERIA R �ERS.� LOADING: 40-10-0-10 (MAX) DURATION FACTOR :1.15 SPACING: 24' MAXIMUM TOP CHORD: 2X 6 (NO 2 MIN) CX146M PITCH : 3112 -12/12 Ev. 3-3m s BEARING: CONTINUOUS STUD SPACING 240 O.C. (MA)Q CI7 REFER TO INDIVIDUAL TRUS$ DESIGN FOR PLATE STIES AND LUMBER GRADES Pa e # 25 . a JUL 2 8 2011 0 ® �plil�LtO. P rljy �9+LP `a„axSso lJ�t6S OH 1;1�3AHD?NiD ApgIfCREFSR7:lrCSPAQ81�94T1 PF.Dblts DGE'. DwWA vatd for use onb' y4h wa* connectors. This deign Is Based ordl upon Poramafvs dtavn.00. b for on k dMducAbURft ownp�rianL 7.77T i'algefib9EKl.ene' . StAIE tOB C9ms tiefghts, OA. BSBt Appkvbffyar design p,• ers and [roper brcanersf poratlon of aornpdb sewond>AN or dgslgn+r naf inns designer. Nocing down b for {oterad strppari d 4rdl�vfdw�tvreb.ttsrs�s cn1y. Addlliorrol lesnparoey bro�g fo Inwte dabdusirtg aorufnrdion8 She retporalb111dy of'the ._'EeTecidrFAddMonq en90 i'bro�Boddhaove+d4sSruak.sa.ls.l¢ N.at.!La�kUA d Amr Eor�ene?ofHl�rhnceragarr +g_ _ �-•-d' aree�loieand9:-cansull.4N�Af9Y�iM-Cdlcrtara58-B4,ead=1sE3F3• ng CamAonerd. tafskdgon: quaay wnKo1; s`lojoge� afivery. sad., wnrneilien avolSWe tnxnTtoa Hale brdNule. 583 1>'Onobb Or1ve, IrtarBsoR YA 55719. REPAIR. TO. NOTCH 2X4 TOP IUIIIJSAG - 31 11r' (8/2004 PAGE T CHD'RD ON A GABLE TRUSS WITek Industries, Inc. 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 IMBEDDEDAND 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 OUAUTY ADHESIVE AND 1 ROW OF 10d 13e X 0.131-) NAILS SPACED 6" O.C. * MAXIMUM STUD SPACING = 24" O.C. THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W1(MIN) 7116" O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. IMPORTANT This repair to be used only with trusses (spans less than 6V) spaced 24" mc, maximum, having pitches between 3112 and 12/12, total tap ch6rd loads less than 50 psf and maximum wind speeds of 100 mph. Trusses not fitting these criteria should be examined individually. TRUSS CRITERIA LOADING: 40-10-0-10 (MAX) DURATION FACTOR :1.15 SPACING: 24" MAXIMUM TOP CHORD: 2X 4 (NO 2 MIN) ?ITCH: 3112 -12/12 BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES raft wflh I== Page # 26 JUL 2 8 2011 MV&ZUi= AIIRF.RZMtXiW=PAGE Ziff-7478 ZAMW i7 & I7rT7 I I,npmamerers dwwm cnd b W.m hdMdml bu4�ng cmnpoTmnL A; § retDoraWOy o1 ha�e kum-not hors daslpna, rtradng shown ihasl9?~�ly.-.ccasfniei�klhFmsponsmFl,lyarlhe. - end STANDARD REPAIR DETAIL 25% MlI/SAC - 21A 5/3/2004 PAGE 1 r'EiE m . , S. C.0464M i EXP, 3-31-13 MITek Industries, Inc. Western Division j101 AL NUMBER 01' MAXIMUM FORCE (Ibs) 25% LOAD DURATION NAJLS- EACHSIDE OF BREAK � x SYP DF SPF ! INCHES I HJJF 2x4 2x6 2x4 f 2x6 ! 2x4 2x6 2x4 f 2 1 14 21 24" 2240 3360 I 2065 3097 1750 1 I 1$ 2730" 4320 2655 2 298250 3375712295 3442 3322 36" 352D 5280 3245 4867 2750 iI 39 42 41 240L13 575260626 3250 ---4-_-2_07 r—2-805- 4875 13315 4972 y7! I 48" 4800 L ---4125u 030 --1iI 5625 �3825 5737._ — --j UIVIUt rUUALLT t-KVNI AND BACK ATTACH 2x_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS (CENTER ON BREAK OR SPLICE) WICONSTRUCTION QUALITY ADHESIVE AND 10d NAILS (TWO ROWS FOR 2x4, THREE ROWS FOR 2x6) SPACED 6"oc STAGGERED AS SHOWN.(.148"dia. x T) THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12". (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L=(2)X+C C'6� kO:FN;M JUL 2 8 2011 ��R • k ; BREAK `t k. 10d NAILS NEAR SIDE +1od NAILS FAR SIDE Pa e # 27 TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY L, r 6" MIN THE LOCA710N OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6" FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE) DO NOT USE REPAIR FOR JOINT SPLICES NOTES: t- THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE 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 MLL 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, S. THIS REPAIR IS Lllylr Ep TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBER.% waRl auIlrl dec�grt Puaamesas and READ rVOYTrS aX S4Its Alm INCGVtlEo jifTEB ac.ser ! void la use only wNh A4Tef: ConneCtorf. This d n B bated Ord M-TPAaE IAA• 7478 BEFORE USE I rm Greenback Lena _8 y upon poramelers shown, and is for on Individual lwAdi to Suite 109 f R scot' pp y added uall vieb members � Additional Ir'Dn Of mp t h rcf�onsWIDly of butld designer - no{ truss desl�. or gnshown Ofam Hei9Ms. CA. 9$ Par�,�--:�..��.,�•>�•••en;eforr-Add •. N• temporary fo i�nw birA�' alDdWAPL�Is.the.reuwr. yy --febricot+on, 4ualilY eonN�'s� U 4ryPiz:®v€r•3IIsli{'lCfUfe.�t"•Th�.ieip3ai�tlfl.�''a w esigner. general gu�doeee'• dmg - - -- .. . . - aroge, f^•p ereCHOn and baodng, C=tdl ANSI/TPtl Qbsrply CrIteft DSB-B9 aad 8CSI1 BuBding repwOl nenf -Safety MdomuMon o Bable from Truss Plate Irofilule. 5S3 D%kvftio Dive. Modism W153719. FAJL�� B&Tom CHORD FILLER DETAIL Ml1/SAC -1 3/10/2oD4 PACE 1 TRUSS BOTTOM CHORD BRACED PER MAIN TRUSS ENGINEERING BRACING SPECIFICAI ALT. BEARINGS I/ / FILLER BOTTOM CHORD 2X4 NO2 OR BETTER LUM FILLER BC MAY BE SPLICED WITH 3X4 Z M20 PLATES OR WITH 2X4 NO2 Z4r LONG 48" TYP SCAB, CENTERED ABOUT THE SPLICE, NAILED TO ONE FACE W!(.131M.C" MIN) NAILS @ 4" O.C., 2 ROWS. MiTekIndustries, Inc. Westem Division MAX 340-0 EXTENSION 4X4 M20 PLATES (TYP) OR ALTERNATE CONNECT Wl 2-10d COMMONS (TYP) .FILLER VERT1CAL.5NR.... 2X4 STO OR BETTER LUMBER NOTES: 1) FOR LUMBER SIZE AND GRADE, AND FOR PLATES TYPE AND SIZE AT EACH JOINT REFER TO MAIN TRUSS ENGINEERING DESIGN. 2) LOADING: FOR TOP CHORD SEE MAIN TRUSS ENGINEERING DESIGN. BOTTOM CHORD LOADS: LIVE = C PSF; DEAD: =10 PSF 3) TRUSS SPACING = 24" O.C. MAX 4) MAX BOTTOM CHORD PITCH = 4112 FILLER MEMBERS ARE NON STRUCTURAL PART OF THE MAIN TRUSS; THEREFORE THEY MAY BE FIELD ADJUSTED TO FIT EXISTING CONDITIONS, PROVIDED THAT STUD SPACING, CONNECTION AND EXTENSION REQUIREMENTS ARE AS SPECIFIED. ADJUSTMENTS MAY INCLUDE ADDITION OR REMOVAL OF FILLER MEMBERS. Page # 28 WARM0. BeAoxe v� Tm orasol& Li �ecxnoonenl. sups tog OVERHANG REMOVAL DETAIL MIUSAC - 5G 12/6/20D6 PAGE 1 _ TRUSS CRITERIA: LAADtNp, 25-1.6-0-10 (MAX) DURAWN FACTQR:1.1511.25 SPAC-. ING: 24" 0.0... TOP 0H6R 2x4 OR W - HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END BEADING CONDITION Tn"es not fitfing 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 [��' 0 WYAN may mles, inm WesWm Dhftlon m S.CAS APPLIED OVERHANGS M111SAO - 5 3/25/2004 PAGE 1 rru r ex irnxusvies° tnc. Weaterh DiAston TRUSS CRITERIA: LOADING: 40-14-0-10 DUPAT{ON FACTOR:1.15 SPACING: 24" Q.C. TOP CHORD: 2x4 OR W HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END SEARING CONDITION Trusses not fi ing these criteria should be examined incrMclually. NOTES: 1. THIS DETAIL IS FOR TRUSSES BUILT WITHOUT AN OVERHANG. THIS DETAIL IS -NOT TO BE USED WHEN OVERHANG HAS SEEM BROKEN OFF. 2. ATTACH 2x SCAB SAME LUMBER SIZE AND GRADE AS TOP CHORD TO ONE FACE OF TRUSS WITH TWO ROWS OF (0.131 "X3") NAILS SPACED @'8" O.C. 3. THE END DISTANCE, EDGE. DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OFA BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 12 2-12 [T--' 4 • • .1 •I • •W-9001 • • • • • • • • �� GENERAL NOTES NOTAS GENERALES HOISTING AND PLACEMENT OF TRUSS BUNDLES STEPS TO SETTING TRUSSES RESTRAINT & BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES LAS MEDIDAS DE LA INSTALAcz6N DE LOS TRUSSES RESTRICC76N Y ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 RECOMENDACIONES PARA LEVANTAR PA UETES DE TRUSSES Trusses are not marked in any way to identify the Los trusses no estan marcados de ping n mood que Q 10' 3 m or frequency or location of temporary lateral restraint identifique/afrecuenciaolocalizacionderestriccionlateral � Diagonal bracing Repeat diagonal bracing and diagonal bracing. Follow the recommendations yarriostrediagonaltempora/es. Use las recomendadones � DON'T overload the crane. Q 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 Refer to 15' y) 4.6 m)* every 15 truss spaces 30, for handling, installing and temporary restraining de manejo, insta/acicin, restriccdn yarriostre temporal de NO sobrecargue /a grua. trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal SCSI-87*** for more (9.1 m) max. and bracing of trusses. Refer to BCSI- Guide to los trusses. Vea el folleto SCSI- Guia de Buena Prad/ca bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five information. c Good practice for Handling Installing. Restraining_ pars el Manejo, Insta/acion. Restrcccidn yArriostre de los (S) NEVER use banding to lift a bundle. trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see Vea el resumen BCSI-67*** & Bracing of Metal Plate Connected Wood Trusses de Madera Conectados con P/acas de Metal*** NUNCA use las ataduras Para levantar un paquete. below). 7) Repeat process with groups of four trusses until all trusses are set. _ *** for more detailed information. para information mas detallada. pare mas information. ru s Q A single lift point may be used for bundles of ..- '1) Instate los arriostres de tierra. 2) Instale el primer° truss y ate seguramente al arriostre de Truss Design Drawings may specify locations of Los dibujos de disefio de los trusses pueden especificar terra. 3) Instale IDS proximos 4 trusses con restriction lateral temporal de miembro corto (vea Apply die top chord pitch trusses up to 45' (13.7 m) and diagonal brace to vertical permanent lateral restraint or reinforcement for las localizaciones de restriction lateral permanen[e o abajo). 4) Instate el arriostre diagonal de la cuerda superior (vea abajo). S) Instate arriostre webs at end of cantilever and at U parallel chord trusses up to 30' (9.l m). individual truss members. Refer to the BCSI- refuerzo en /os miembros individua/es del truss. Vea /a diagonal Para los p/anos de los miembros secundarios pare estabilice los primeros cinco trusses 63*** for more information. All other permanent hoja resumen SCSI-B3*** para mas informacion. El Use at least two lift points for bundles of top ®WARNING Do not over load supporting (vea abajo). 6) Instale la restriccidn lateral temporal y arriostre diagonal para la cuerda inferior bearing locations. All lateral restraints _ chord pitch trusses up to 60' (18.3 m) and para) lapped at least two trusses. bracing design is the responsibility of the building rest° de los disefios de arriostres permanentes son /a structure with truss bundle. (vea abajo). 7) Repita este procedimiento en grupos de cuatro trusses haste que toads /os o designer. responsab/lidad del disehador del edificio. lei chord trusses up to 45' (13.7 m). Use at least trusses esMn insta/ados. *Top chord temporary lateral restraint spacing shall be 10' (3 m) o.c. max. for 3x2 chords three lift points for bundles of top chord pitch iADVERTENCl.4! No sobrecargue la p and 15' (4.6 m) o.c. for 4xx22 chordds.� /� /�� trusses >60' (18.3m) and parallel chord trusses estructura apoyada con el paquete de Refer to BCSI-B2* *** for more information. INSTALLING l �JTMLl1 ��®I >45' (13.7 IT). trusses. Vea el resumen BCSI-B2* para mas informacion. OiX-0f-Plane .` ® WARNING The consequences of improper • r handling, erecting, installing, restraining " a y, Puede usar un solo lugar de levantar para pa- Q Place truss bundles in stable position. RESTRAINT/BRACING FOR ALL PLANES OF TRUSSES p uetes de trusses de la cuerda superior hasta 45' [� Tolerances for a Fue a -de- . Out of -Plumb Max. sow Truss Length and bracing can result in a collapse of the 9 P RESTRICCION ARRIOSTRE PARR TODOS PLANOS DE TRUSSES Puse paquetes de trusses en una position � Tolerancias Para Fuera-de-Plano. structure, or worse, serious personal injury y trusses de cuerdas paralelas de 30'o menos. 314" 12.5' ° Use or to menos dos untos de levantar con estable. Q This restraint and bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses Max. Bow D/50 D (ft.) 19 mm 3.8 IT or death. �c•a■ P P p P Length -► iADVERTENCIA! El resultado de un mane o, f- grupos de trusses de cuerda superior inclinada (PCTs). See top of next column for temporary restraint and bracing of PCTs. 1/4" 1' 7/8" 14.6' _ I hasta 60' y trusses de cuerdas paralelas haste Este metodo de restriction y arriostre es Para toad trusses except° trusses de cuerdas paralelas a w Lengtn �'` T1 6 mm 0.3 m 22 mm 4.5 m levantam/ento, instalacion, restriccidn y arnsotre 45' Use por to menos dos puntos de levantar con grupos de trusses de cuerda superior inclinada Max I 1/2" 2' V 167 y . pn para la restriccidn arriostre temporal de P y pCTs. Max. Bow incorrect° puede sec la caida de la estrudura o , �`�, mas de 60' y trusses de cuerdas paralelas mas de 45' (PCTs) 3x2 4x2Vea la superior de /a colum o 13 mm os m 25 mm 5.1 m adn peor, hendos o muertos. 1) TOP CHORD -CUERDA SUPERIOR ________ if; 3/4" 3' 1-1/8" 18.8' a , ® CAExercise care when removing MECHANICAL HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES E Length * plumb 1s mm os m 2s mm 5.7 IT banding and handling trusses to avoid RECOMENDACIONES PARA LEVANTAR TRUSSES INDIVIDUA""-- los damaging trusses and prevent injury. Wear personal protective equipment for the eyes, v" • feet, hands and head when working with F ®Using a single pick -point at the peak can damage the truss. trusses. m E/ use de un solo lugar en el pico para levantar puede Utilice cautela at quitar las ataduras hacer dan"o a/ truss. o IDS pedazos de metal de sujetar para evitar done, a trusses y prevenir la herida personal° Lleve f Approx. 1/2 y el equipo protective, personal para ofos, pies, truss length ® OMMO ! Use menos y cabeza cuando trabaja con trusses. f Utilice TaglineE TRUSSES UP TO 30' (9.1 m) special care in cuidado especial en TRUSSES HASTA 30 PIES line V 4' 1-1/4" 20 8' Q Tolerances for f 25 mm 1.2 m 32 mm 6.3 m Out -of -Plumb. 1-1/4" 5' 1-3/8" 22.9' Tolerancias para D/50 max ' 32 mm 1.5 m 35 mm 7.0 m P 1-1/2" 6' 1-1/2" 25.0' Fuera-de-Plomada. 38 mm 1.8m 38 mm 7.6m 3 1 3as mCONSTRUCTION LOADING 45m 2.m 1-3/4" 5mm CARGA DE CONSTRUCCION 2,, 1 2" >33.3' mm z2.4 m 51 mm10.1 m DO NOT proceed with construction until all lateral 51 restraint and bracing is securely and properly in place. windy weather or dials ventosos o cerca NO proceda con la construction hasta que todas las restric- *Consult a Registered Design Professional for trusses longer than 60' (18.3 m). near power lines de cables electricos o Attach clones laterales y los arriostres esten co/ocados en forma Locate Spreader bar 10' a m) Consulte a un Professional Registrado de Disen"o para trusses mas and airports. de aeropuertos. reader bar above or stiffback o.c. max. de 60 pies. apropiada y Segura. Toe -in Toe -in mid -height A*** G DO NOT exceed maximum stack heights. Refer to Bt I-84*** _� E- Q See BCSI-82 for TCTLR options. for more information. Vea el Bt I-82*** para las options de TCTLR. Spreader bar Spreader bar 1/2 to y NO exceda las alturas maximas de monton. Vea el resumen a3 truss length - BCSI-B4*** para m6s informacion. for truss Tagline Spreader bar 2/3 to Refer to BCSI-B3*** for TRUSSES UP TO 60' (18.3 m) _� �- 3/4 truss length y Gable End Frame restraint/bracing/ A TRUSSES HASTA 60 PIES Tagline A HANDLINGTRUSSES UP TO AND OVER 60'(18.3 m) reinforcement information. Truss Spam 4 jop--Ch`bin Laterial Restraint(TCTLR) Spacing$ longitud de;,Tramo _,Temp'brii ° Espaciainrento del Arriostre Temporal de la`;Cuerda Superior Q Up to 30' 111 m) D.C. max. (9.1 m) 30' (9.1 m) - 8' (2.4 m) o.c. max. 45' (13.7 m) 45' (13.7 m) - 6' (1.8 m) D.C. max. 60' (18.3 m) 60' (18.3 m) - 4' (1.2 m) D.C. max. 80' (24.4 m)* �' Ma`ximtim Stack Heiight for Material on Trusses Material Height Gypsum Board 12" (305 mm) Plywood or OSB 16" (406 mm) Asphalt Shingles 2 bundles Concrete Block 8" (203 mm) Clay Tile 3-4 tiles high Q ��® O each truss f- TRUSSES HASTA Y SOBRE 60 PIES -► Para informacion sobre restriccidn/ ` �- TCTLR y iHold h tin position with the erection equipment until top chord temporary arrostre/refuerzo para Armazones Hastiales vea el resumen BCSI-B lateral restraint * O is installed and the truss is fastened to the bearing points. 10" or (S) NEVER stack materials near a peak or at mid -span. Avoid lateral bending. Note: Ground bracing not shown for clarity. Evite la flexion lateral. Q Use proper rig- Use equipo apropiado Sostenga cada truss en position con equipo de grua hasta que la restriccidn lateral temporal de la Truss attachment NUNCA amontone los materiales cerca de un pico. ging and hoisting para levantar a cuerda superior este instaladd y el truss esta asegurado en IDS soportes. Q Repeat diagonal braces for each set of 4 trusses. required at support s) � DO NOT overload small groups or single trusses. The contractor is responsible for equipment. improvisar. INSTALLATION OF SINGLE TRUSSES BY HAND • Repita los arrisotres diagonales para coda grupo de 4 trusses. Section A -A NO sobrecargue pequen"os grupos o trusses individuates. ® properly receiving, unloading and storing 2) WEB MEMBER PLANE - PLANO DE LOS MIEMBROS SECUNDARIOS the trusses at the jobsite. Unload trusses to RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES Q Place loads over as many trusses as possible. • ue las car Como sea smooth surface to prevent damage. POR LA MANO ®LATERAL RESTRAINT &DIAGONAL BRACING ARE Colo as sobre tantos trusses q 9 El contratista tiene la responsabilidad de _ - %`e; _ _ . ; i \ - VERY IMPORTANT posible. recibir, descargar y a/macenar adecuadamente Q Trusses 20' - - - t ` ' ` - Q Trusses 30' - " - I t ..-' , , Q Position loads over load bearing walls. los trusses en la obra. Descargue los trusses en (6.1 m) or (9.1 m) or f iLA RESTRICCION LATERAL Y EL ARRIOSTRE DIAGONAL Co/oque las cargas sobre las paredes soportantes. la tierra liso para prevenir e/ dano. ®� less, support less, support at SON MUY IMPORTANTES! PP PP Diagonal near peak.77 quarter points. I it bracing CLR splice reinforcement ALTERATIONS - ALTERACIONES I A Soporte Soporte de Truss Member 2x_ CLR � Refer to BCSI-B5.*** Truss bracing not shown for clarity. cerca al Pico los cuartos *** y +� P Vea el resumen BCSI-BS. t . ' los trusses F Trusses up to 20' i de tram° /os Trusses up to 30' Web members de 20 pies o (6.1 m) trusses de 30 (9.1 m) G DO NOT cut, alter, or drill any structural member of a truss unless .w ��., ryl.... '• specifically permitted b the truss design drawing.f ' � DO NOT store NO a/macene menos. Trusses haste 20 pies pies o menos. Trusses haste 30 pies Y P Y 9 G " unbraced bundles verticalmente IDS NO Corte, altere o perfore ning6n miembro estructural de un truss, ly TEMPORARY RESTRAINT &BRACING o n upright. trusses sueltos. \ : q a menos que este especificamente permitido en el dibujo del diseno r - - - -- - Q Trusses may be unloaded directly on the ground * gg p� p,� Bottom del truss. at the time of delivery or stored temporarily in ,�"' `�. �EST�1 C�lO/ r �/ A/Z/21®ST/ZE TEI-IPORAL ,. ' chords Minimum 2' 2x_ Scab block contact with the ground after delivery. If trusses « centered over splice. Attach Trusses that have been overloaded during construction or altered without the Truss Man - are to be stored for more than one week, place Refer to BCSI-B2** for more * Diagonal braces to CLR with minimum 8-16d ufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. blocking of sufficient height beneath the stack ReTop Chard Temporary every 30 truss spaces (0.1350.5") nails each side of trusses at 8' (2.4 m) to 10' (3 m) on -center information. Lateral Restraint 20' (6.1 m) max. of splice or as specified by the Trusses que se hen sobrecargado durante la construction o hen side, a/te2dos sin la autor- 10' (3 r1j) - 15' (4.6 m) max. Building Designer. izad6r, revia del Fabricante de Trusses, ueden hacer nulo sin efecto la arantia limitada del (O•c`)` Vea e/ resumen BCSI-82*** para mas infor- (TCTLR) P P Y 9 2A min. Same spacing as bottom Note: Some chord and web members SECTION A -A Fabricante de Trusses. _ Los trusses en aqu sec memodescarde a urea amente mac/on. chord lateral restraint not shown for clarity. en el sue/° en aquel moment° de entrega o ' . almacenados temporalmente en contact° con el ` 3) BOTTOM CHORD -CUERDA INFERIOR Q Locate ground braces for first truss directly Contact the Component Manufacturer for more information or consult a Registered Design Professional for assistance. .-- _ _ „ suelo despues de entrega. Si los trusses estaran ,..; �-�_ ., *- ,., In line with all rows of top chord temporary ° Truss To view anon -printing PDF of this document, visit sbcindustry.mm/bl. •' ° guardados para mas de una semana, ponga - lateral restraint (see table in the next column). Lateral Restraints 2x4x12' or Member NOTE: The truss manufacturer and truss designer rely on the presumption that the contractor and crane operator (if applicable) are b/oqueando de a/tura suficiente detras de /a pile DO NOT store on NO almacene en tierra Coloque greater lapped over two trusses professionals with the capability to undertake the work they have agreed to do on any given project. If the contractor believes it needs de los trusses a 8 haste IO pies en Centro (o.c.). q e los arriostres de tierra para el primer =90° or CLR splice reinforce- assistance in some aspect of the construction project, it should seek assistance from a competent party. The methods and procedures uneven ground. desigual. truss directamente en linea con cada una de P Note: Some chord outlined in this document are intended to ensure that the overall construction techniques employed will put the busses into place SAFELY. merit, These recommendations for handling, installing, restraining and bracing trusses are based upon the collective experience presented leading Q For trusses stored for more than one week, cover las files de restriccidn lateral temporal de la and web members p personnel involved with truss design, manufacture and installation, but must, due to the nature of responsibilities involved, be presented bundles to protect from the environment. Brace first truss Bottom not shown for only as a GUIDE for use by a qualified building designer or contractor. It is not intended that these recommendations be interpreted as cuerda superior (veal la table en la proximo su erior to the building designer's g specification g g g g p �* = t--securely before chords clarity. p g esi ner's design s cificetion for d pion , installing, rfor the and biotin Voors, and it does not redude the Para trusses guardados por mas de una semana, CO/Umnd). efeCh00 Of additional ' use of other equivalent methods for restraining/bracing and providing stability for the walls, columns, Floors, roofs and all the interrelated cubra los, paquetes para protegerlos del ambtente. - structural building components as determined by the contractor Thus, SBCA and TPI expressly disclaim any responsibility for damages (S) DO NOT walk on trusses. arising from the use, application, or reliance on the recommendations and information contained herein. Refer to BCSI*** for more detailed information - - ' - .!� unbraced trusses. pertaining to handling and jobsite storage of NO camine en trusses Diagonal braces every 10 SAC trusses. "-'-- r 20' 6.1 Vea e/ folleto BCSI*** para informacion mas detal- 4 sueltos. truss spaces ( m) max. "'a""'uaut TRUSS PLATE INSTITUTE 6300 Enterprise Lane • Madison, WI 53719 218 N. Lee St., Ste. 312 • Alexandria, VA 22314 lads sobre e/ manejo y almacenado de los trusses 10' (3 m) - 15' (4.6 m) max. 608/274-4849 • sbcindustry.com 703/683-1010 • tpinst.org en area de trabajo. 81WARN11x17 130318 . . I . I • . I I , I I • I I • I • I I / I I , • • . I • • . I . ,. • 1 1 8 / - I 0 Agiii 4 Af;,w gg if• I I 0TA 0 1■ • 1 - I • • / V• U� Building Materials and Construction Services 45491 Golf Center Parkway, Indio, CA 92203 Telephone: (760) 347-3332 Fax: (760) 347-0202 CITY OF LA QUINTA BUILDING & SAFETY DEPT. RA3 0 VE ,©NS"146RUC7ION 6 z �Liu g 0 TT Y act E i 'nr ' y � � VG�a• moo rE CL Y 6W;' . �- "Q® �.. q� � a mks �� Je JA G �,, L 80-00-00 i 16-00-00 L - - 30-00-00 - s - - _ L 34-OG-00 • jp �� ,��• 11 Ill II 1� r • �I■ ■I Ili �■11 ■I I�1■�� ■■■M I■ II /1 ,� • TIE MIN IME ■� 1 /: _• _ -OEM- 'A.■■■■■I_ 111 _I _MEN _ MENMEN • _ It_ _ I■ _11__ Ila ��1111i►��IiIIIIIIIIIIIi��M I .��_■,.■■ ��■ _ - - ■I� 11TIM....1�■■�IIIIIIIIIIIIIICIIIIIII�■■■�■� i■■■�, o I�_ _ �� :�I■■ • ��■E■ . - ■I ■ ■ �� ■ ■ III �� .�■■■■1�■■■■■�illlli�lllllllllllllll�■■■■■ ■� /■■■■■..,■■■■■■■�� Illllll�fllllll■■��■ ° ° .�■;■■�■■■II■r__ ._ �.. ,/sue ��' 1.— ! 1111111111.. I■ I■. �I 1� ■■■■■a'� / 1/ .�111111111�111111►. IMMURE■,��. . ■I .11111�. ■��r I��■ � I■ ■m .�1111�11111►. I■ = ■�� I■■ � I■ - �� --- --- - ` ..111111111111111�.--------- --- © 7 �� 1_ __ : . ,I PLO. Nis IN OF a m o o m fi 18-02-00 L 12-06-00 ` 15-04-00 12-04-00 21-08-00 i ©- Hhus26-2 (x04) n �co Z 0 oO � Arn` .A` 0 N 00 T O 0 Q Q - Hus26 (x1O) I pD - Lw26 (xO9) r 0- TW.26 (x05) T Q- Hg,.263 (01) (Yi cc 350- 2x4 Std Bllo L 800/808 @4/12 (xO4) yam+ s` M A Zcn N A. Co0 0 U I IL m d V N C4 y w Cm M � U M w O M Z�Z Roof Lavout 'his is a truss placement diagram only. bese trusses are designed as individual building components to be incorporated into the building design at the specification of the building designer. See individual design sheets for each truss design identified on the placement drawing. be building designer is responsible for temporary and permanent bracing of the roof and floor system and for the overall structure. The design of the truss support structure including headers, beams, walls, and columns is the responsibility f the building designer. For general guidance regarding bracing, consult "Bracing of Wood Trusses" available from the Truss Plate Institute: 83 D'Onifrio Drive ladison, WI 53179 hog MiTek' Re: 3117 A 3117 A MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by BMC-Indio, CA. Pages or sheets covered by this seal: R41608313 thru R41608366 My license renewal date for the state of California is December 31, 2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. Q?,OFESS/pN CO�`��o� SOON c C 074486 m *� EXR 12-31-15 /* ST C IL \rF Z to I v March 19,2014 Ong, Choo Soon The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. Job Truss Truss Type Qly 3117 A �Ply R41608313 3117_A_ CIA Diagonal Hip Girder 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 13:17:07 2014 Page 1 1 D:_IUKOyQYzmzBOzGgsMjQH7zNRLd-OUZ7htTbF2wUyyWvKe4TG43VZ9B313X8Y5iDB3zZfkw 3 5-0-1 4-10-10 021 6� 3x4 11 Scale = 1:19.7 3x4 = r wo. r ..... 6 r _... 4 2x4 11 sao -11 4!i-I a-1-6 Plate Offsets (X,Y): (3:0-2-15,0-0-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) -0.02 1-6 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.32 Vert(TL) -0.04 1-6 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.08 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix) Wind(LL) 0.00 1-6 >999 240 Weight: 47lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.t&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [installation guide. REACTIONS All bearings 0-7-0 except Qt=length) 6=0-7-12, 5=Mechanical, 3=Mechanical. (lb) - Max Horz 1=65(LC 3) Max Uplift All uplift 100 lb or less at joint(s) 5, 3 Max Grav All reactions 250 lb or less at joint(s) 3 except 1=384(LC 10), 6=737(LC 1), 5=267(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-6=-431/94 NOTES 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcunrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20 % has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3. 8) This truss has been designed for a moving concentrated load of 250.011b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 12 lb up at 1-6-10, 0 lb down and 33 Ito up at 1-6-10, 43 lb down and 17 lb up at 4-4-9, and 88 lb down and 32 lb up at 7-2-9, and 47 lb up at 7-2-9 on top chord, and 14 lb down at 1-6-10, 6 lb down and 7 lb up at 1-6-10, 38 lb down at 4-4-9, 79 lb down at 4-0-9, and 52 lb down at 7-2-9, and 65 lb up at 7-2-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-68, 1-6=50(F=-30), 4-6=20 Concentrated Loads (lb) Vert: 7=34(F=33, B=2) 8=43(B) 9=41(F=88, B=47) 10=20(F=6, 6=14) 12=107(F=33, 131=74) 13=39(F=26, B=65) QROF ESS/pN C'.) SOON o�CcyG i L C 074486 rn EX 12-3115 �* March 19,2014 A WARAM-Ueflffdesiga paraaremn and READ AO7FS ON nffS AM M0.11ZED NI7 KREEEREN E AA:iE ffff-7473 rec .1129f20.14,ARWM. Design valid for use only with Mgek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stabirdy 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, cluality:control, storage, detnery, erection and bracing, consult--+ANSI/TPI1 Quality Criteria, DSB-89 and.BCSI BuBding Component = -. __-_.. •,.•n97 Q.j��rb. N Safefy IntormaBan available from Truss Plate Instiitrus He' tute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. CHeights, CA, 95610 9L.uxr�m.SiiamKm-A ureUhwrle cvwmn:t fMeMeM1iw.aazb eae �wn...9.,.0,,....xa®,.f,... f[C idfl rsnal6.,.ns:t» � Job Truss Truss Type Qty Ply 3117 A R41608314 3117_A_ CJ2A Diagonal Hip Girder 1 1 Job Reference (optional) BMC, Indio, CA-92203 1-7-13 3-1-10 2-5-11 7.430 s Jul 25 2013 MTek Industries, Inc. Tue Mar 18 13:17:07 2014 Page 1 ID_IUKOyQYzmzBOzGgsMjQH7zNRLd-OUZ7htTbF2wUyyWVKe4TG43U292DlyO8Y5iDB3zZfKw 2-10-0 2-9-11 Scale = 1:22.6 WO = 2x4 II 6x8 = 6x8 = 7 Special Special Special Special Special Special 3-3.6 , 5-7-5 B-5-5 11-3-0 --- ---- --- --.. 4x4 = Plate Offsets (X,Y): [9:0-3-9,0-3-01, [10:0-3-9,0-3-01 LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) -0.14 10-11 >947 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.88 Vert(TL) -0.22 10-11 >592 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.53 Horz(rL) 0.05 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.02 10-11 >999 240 Weight: 50 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD BOT CHORD 2x4 DF No.1&Btr G BOT CHORD WEBS 2x4 DF Stud G REACTIONS (lb/size) 6=75/Mechanical, 2=797/0-7-6 (min. 0-1-8), 8=648/Mechanical Max Horz 2=84(LC 3) Max Uplift6=11(LC 3), 2=49(LC 3) Max Grav 6=75(LC 1), 2=1430(LC 12), 8=1372(LC 11) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4088/0, 3-4=3318/0, 4-5=-1745/0 BOT CHORD 2-11=0/3923, 10-11 =013923, 9-10=0/3233, 8-9=0/1693 WEBS 4-10=0/1007, 4-9=1793/0, 5-9=0/1484, 5-8=2120/0, 3-11=-4/675, 3-10=-945/25 Structural wood sheathing directly applied or 3-0-11 oc pudins Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 6, 2. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 38 Ito down and 16 Ito up at 5-7-7, 38 lb down and 16 Ito up at 5-7-7, and 83 lb down and 23 lb up at 8-5-6, and 83 lb down and 23 Ito up at 8-5-6 on top chord, and 265 Ito down and 17 lb up at 2-9-8, 265 Ib down and 17 Ito up at 2-9-8, 267 lb down at 5-7-7, 267 lb down at 5-7-7, and 280 Ito down at 8-5-6 , and 280 lb down at 8-5-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-08, 2-7=20 d M'A%WM-Yeriff *sip parameMrs aaIf UAL- At IFS ON IKS AN fAM MED rMMKRFFERFIII1E A45E Xif-7473 ML I/Z9f2QI489W.. USE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding +w.�^-._ ^r*-.--fabrica9iar.-gerehp canR�al.-stocaga^H.eiivery:�rectioreerrdibrvcing:^eonsutt--^�AN59i4PltiF�ualfNCdfednR959�69mese9Of31-Bulla9np�'�m!ac!,sm7 ^•r<. N. Lee Q?,pFESS/0Soo 2 i L C 074486 G)m * 12-31-15 s�gTFOF C March 19,2014 MTek' 777M,Zeif5l?L1f'tNffe. S--.ivl`� - '--..'.-,• : Citrus Heights, CA, 95610 Job Truss Truss Type 3117 A lufj-Ply R41608314 3117 A_ CJ2A Diagonal Hip Girder 1 1 Job Reference (optional) amt„ rnmo, -- nzzw 7.430 s Jul 25 2013 MiTek Industries, Inc. Toe Mar 18 13:17:07 2014 Page 2 I D:_IUKOyQYzmzBOzGgsMjQH7zNRLd-OUZ7htTbF2wUyyWvKe4TG43U292DlyO8Y5iDB3zZfkw LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 4=76(F=-38, B=38) 10=-34(F=-17, B=-17) 9=77(F=38, B=38) 5=-165(F=-83, B=83) 13=-74(F=37, B=37) A WAPMAG- Ile d1rdesfga parameters a a d RFM Mr TF5 ON THU AM LtaMED MnTFK RFFFREMT AW. IllF-7473 ma .1 f2V2gt@ &TW.. U5F Design valid for use only with Mgek connectors. This design is based only upon parameters shown, and is for an individual building component. � Applicability of design. parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown T 6 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Mi E F erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding .•,.,^,.R -_ - obatieexaalsSf�,+r,M�hstorage-deNvely;-�rrclianvndGaeing-e+wsui6�=s4P15!/LPfI-0zmSlh/bat'M?+cA'i�5089-cTt3{i£si3s�t;mmpareeg� .r•.,�-,��.,..c,�- r reen�acTc G Safety lnfonnalion available from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 22314. Citrus Hei p:r- - # Cmk oe,=' ,.ffie�a ns tea ffisos . �-=-.{ J02f2tli hvda_�9C ghts, CA, Job Truss Truss Type Qty Ply 3111 A R41808315 3117_A_ CJ3A Diagonal Hip Girder 1 1 Job Reference (optional) aMc, Indio, CA - 92203 7.430 s Jul 25 2013 MTek Industries. Inc. Tue Mar 18 13:17:08 2014 Page 1 ID: IUKOyOYzmzBOzGgsMjOH7zNRLd-sh7VuDUDOM2LZ655tLbiolbfzZNj1 P_ImISmjVzZfkv -1-I 3.1-10 57-5 i 6-55 11.3-D i 1-7-13 3-1-10 2-511 2-10.0 2-9-11 Scale = 1:21.9 3xt0 = 2x4 If 6x8 = 6x8 = 7 Special Special Special 3x4 = Special Special Special r 3-3-6 57-5 8-55 11.1.8 17 a-0 3.3.6 2-3.15 2-10-0 7-8-'+ Plate Offsets (X,Y): 19:0-3-9 0-3-01, 110:0-3-9,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) -0.14 10-11 >950 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.87 Vert(TL) -0.21 10-11 >617 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.51 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code IBC2009lrP12007 (Matrix) Wind(LL) 0.02 10-11 >999 240 Weight: 50 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD WEBS 2x4 DF Stud G REACTIONS (lb/size) 6=75/Mechanical, 2=738/0-7-6 (min. 0-1-8), 8=549/Mechanical Max Horz 2=84(LC 3) Max Uplift 6=11 1 (LC 3), 2=39(LC 3) Max Grav6=75(LC 1), 2=1402(LC 12), 8=1318(LC 11) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3988/0, 3-4=3205/0, 4-5=-1674/0 BOT CHORD 2-11=0/3828, 10-11=0/3828, 9-10=0/3123, 8-9=0/1623 WEBS 4-10=0/1011, 4-9=1749/0, 5-9=0/1465, 5-8=-2032/0, 3-11=6/678, 3-10=959/35 Structural wood sheathing directly applied or 3-1-3 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 2. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 83 lb down and 23 lb up at 8-5-6 on top chord, and 265 lb down and 17 lb up at 2-9-8, 265 Ib down and 17 lb up at 2-9-8, 267 lb down at 5-7-7, 267 lb down at 5-7-7 and 280 lb down at 8-5-6, and 280 Ib down at 8-5-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-0=-68, 2-7=20 WARPOM-VerHydesiga parantemrs and READ A07FS ON Mfg AM 71KZ(rLEA AH7F UFEREMI AAGE Itif-7473 rec If2. 28.I48ffa8EME. Design valid for use only with MTek connectors. This design'. based only upon parameters shown, and 4 for an indvidual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown .Applicability lateral support of individual web members only. Additional temporary bracing to insure stability dudng construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardna Information available from Trvss Plate Institute. 781 N. Lee QROFESS/p� ��0� S00/� 0� 2 L C 074486 G) m EX ., 12-31-15 \OF MiTek' 777TGren� aka Mff-Sl Citrus Heights, CA, 95610 March 19,2014 Job Truss Truss Type oty Ply 3117 A R41606315 3117 A_ CJ3A Diagonal Hip Girder 1 1 Job Reference (optional) BMC, Indio, GA - 92203 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 10=34(F=17, B=17) 9=77(F=38, B=-38) 5=83(F) 13=74(F=37, B=-37) 7.430 s Jul 25 2013 Mrrek Industries, Inc. Tue Mar 18 13:17:08 2014 Page 2 ID_IUKOyQYzmzBOzGgsMjQH7zNRLd-sh7VuDUDOM2LZ655tLbiolbfzZNj1 P_ImISmjVzZfkv AWARMM-VerlfrdesighSarameteaaaIfREM AID TFSONWSANDBNO.(SEfs MUM 9FRERRXFAMEmR-7473rec.V2912014&9d LIM. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown 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 respombBity of the bulding designer. For general guidance reciardina from Truss Plate Institute, 781 N. Lee MF WOW T7 / i hRXU"ir e',,'u Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply �3117A R41608316 3117_A_ CJ4A Diagonal Hip Girder 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 13:17:09 2014 Page 1 I D:_IUKOyQYzmzBOzGgsMjQH7zNRLd-Ktht6ZVmfABBFflR26xLV8gYyjhmrtR?PBJFxzZfku -1-7-13 T 3-1-10 F 5.7.5 8-5-5 I 11-3-0 1-7-13 _1-10 2-5-11 2-10.0 2-&11 Scale = 1:22.6 3x10 = 2x4 11 6x8 = 6x8 = 7 Special Special Special Special Special Special 4x4 = 3-3-6 5-7.1 8-5-5 11-1-8 11,3r0 3-3.6 2-3-15 + -10-0 I-8- Q1-8 Plate Offsets (X,Y): (9:0-3-9,0.3-01, (10:0-3-9,0-3-01 LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) -0.14 10-11 >946 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.88 Vert(TL) -0.22 10-11 >592 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.53 Horz(rL) 0.05 8 n/a n/a BCDL 10.0 Code IBC2009frP12007 (Matrix) Wind(LL) 0.02 10-11 >999 240 Weight: 50lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-0-11 oc puffins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 6=75/Mechanical, 2=797/0-7-6 (min. 0-1-8), 8=648/Mechanical Max Horz 2=84(LC 3) Max Upfift6=-11(LC 3), 2=-49(LC 3) Max Grav6=75(LC 1), 2=1431(LC 12), 8=1372(LC 11) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4088/0, 3-4=3318/0, 4-5=-1746/0 BOT CHORD 2-11 =013924, 10-11=0/3924, 9-10=0/3233, 8-9=0/1694 WEBS 4-10=011007, 4-9=1793/0, 5-9=0/1484, 5-8=-2120/0, 3-11=-4/675, 3-10=-945/25 NOTES 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 2. 9) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 38 lb down and 16 lb up at 5-7-7, 38 lb down and 16 lb up at 5-7-7, and 83 lb down and 23 lb up at 8-5-6, and 83 lb down and 23 lb up at 8-5-6 on top chord, and 265 lb down and 17 lb up at 2-9-8, 265 lb down and 17 lb up at 2-9-8, 267 lb down at 5-7-7, 267 lb down at 5-7-7, and 280 lb down at 85-6 and 280 lb down at 8-5-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-6=58, 2-7=20 k WARWAG-Verfffdesign paramemrs and REM MT&IONIWSAM P0.1Zi0 N1TFKWrRFFBKE A45F Xn-7473 rer..t/29f20.tA8if01 I SF. Design valid for use only with M7ek connectors. This design B based only upon parameters shown, and B for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability dudng 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 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. O4RpF ESS/p�,q ` SOON G, UJ C 0744862c m ,*"i,�2-31-15 /* MiTek' 77rM(efrr5.W-M Citrus Heights, CA, 95610 March 19,2014 Job Truss Truss Type Qty Ply 3117 q R41808316 3117_A_ CJ4A Diagonal Hip Girder 1 1 Job Reference (optional) BMC, Indio, CA-92203 7,430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 13:17:09 2014 Page 2 I D:_I U KOyQYzmzBOzGgsMj Q H7zN RLd-Ktht6ZVmfAB BFfl R26xLV8gYyjhm rtR?P BJ FxzZfku LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 4=76(F=38, B=38) 10=34(F=-17, B=17) 9=-77(F=-38, B=38) 5=-165(F=-83, B=83) 13=-74(F=-37, 8=37) & WARWAG -Ventf design paranneters and REM AAOTES ON 7HIS AN L1IW& M17FKREFERE14M P" MR-74n rec 112912414 81711fiFEUSE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Safety Information available from Truss Plate Institute, 781 N. Lee MiTek` 77YY7;f�rift fcL:anF.1SL Citrus Heights, CA, 95610 Job Truss Truss Type Ply �Qty �3111A R41608317 3117 A cis: Diagonal Hip Girder 2 1 Job Reference (optional) BMC, Indic, CA - 92203 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 13:17:09 2014 Page 1 I D_I U KOyQYzmzBOzGgs MjQ H7zN RLd-Ktht6ZV mfABBFfI R26xLV8sOylQmtgR? PBJFxzzfku -1-7-13 3-1-10 5-7-5 8-5-1 1-7-13 - 3-1-10 2-5-11 2-9-13 Scale = 1:19.2 4x6 —_ Special Special 6 Special Special 3x6 = 3-3-6 1-7.1 3-3-6 2-3-14 B-3-9 1 2-8-5 0.1 Plate Offsets (X,Y): f8:0-3-9 0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.25 Vert(LL) -0.07 8-9 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.71 Vert(TL) -0.11 8-9 >874 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.42 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code IBC2009fTP12007 (Matrix) Wind(LL) 0.01 9 >999 240 Weight: 35 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-10-7 oc pudins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 5=75/Mechanical, 2=593/0-7-6 (min. 0-1-8), 7=363/Mechanical Max Horz 2=67(LC 3) Max Uplift5=11(LC 3), 2=57(LC 3) Max Grav5=75(LC 1), 2=1060(LC 11), 7=948(LC 10) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2722/0, 3-4=-1681/0 BOT CHORD 2-9=0/2601, 8-9=0/2601, 7-8=0/1639 WEBS 4-8=0/1049, 4-7=1834/0, 3-9=0/744, 3-8=1148/22 NOTES 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Refer to girders) for truss to truss connections. g()FESS/n 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 2. �OQ N- so <<c2 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. O Q 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 38 lb down and 16 lb up at 5-7-7, �� CO and 38 lb down and 16 lb up at 5-7-7 on top chord, and 265 lb down and 17 lb up at 2-941, 265 lb down and 17 Ito up at 2-9-8, and 267 U to lb down at 5-7-7, and 267 lb down at 5-7-7 on bottom chord. The design/selection of such connection device(s) is the responsibility LU C 074486 M of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). * E 12-31-15 LOAD CASE(S) Standard C'v �% 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (ptf) �\P �TFOFC Vert: 1-5=-68, 2-6=20 March 19,2014 ALWAWAG-Verffrdes4aAaram.w-sand X150MTFSONTHrSAMf1a(MEDM17FKRFFERE EA4Mfir-74nlee3%29f20.14a9W..USf. Design valid for use only with MiTek connectors. This designs based only upon parameters shown, and B for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsibillity of the MiTek* erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding -•=-+rfabricatiornqudity�ontrol;starage.edelroerq-ercctiorxondMaciny: edaseN�v4NS!/iWi�floa91y6,Mcwla,£68�BAead6ESrBuBdlrg£mnpanent=�.:�: �-_-+.,g-...t.�-G��"��.�..-�-._- �..m.- Safefy Informallon available from Truss Plate Institute, 781 N. Lee Street, Suite 3122.Aleexandria, VA 22�314. Citrus Heights, CA, 95810 n:u.::,ss...,�nrs:,.rr�.a..,aww�x..®T,:ro<y ...n,..:....s...s.,� .� . , a Job Truss Truss Type�Qtly Ply 3117 A R41808317 3117_A_ CJBA Diagonal Hip Girder 2 1 Job Reference (optional) .." InUID,IA-U"U3 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 4=76(F=-38, B=38) 8=-35(F=-17, B=-18) 11=74(F=-37, B=-37) 7,430 s Jul 25 2013 MTek Industries, Inc. Toe Mar 18 13:17:09 2014 Page 2 ID_IUKOyQYzmzBOzGgsMjOH7zNRLd-Ktht6ZVnABBFfIR26.LV8sOyl0mtgR?PBJFxzZfku A W RN M-Verrfy des4a paramemts and REM WTES ON THES NO MIUCED MI7FKRFFFRF&U PALE MR-7413 fee 1f29f2VU1 TOMUSE Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the lYII lPr lc• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding " - —fabricatirn,quality=e trol.storogede4wery7erection emd braarg�ewes�If sBrpY.cPjWh}�guefi dteda�869o8q-assd�9E51=ia8dlrg+&amponen9 -��=m -+�+��^�.�--- my.777�rti'e a-"riE —C Lihn-itelo9"Y"'''' -� Sorely AseInfosarmation available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 N'SwaEtF&tie (j:isd. vakses aTr3 1$IOSi e61d173II1R EvABS Job Truss Truss Type Qty Ply 3117 A - R41606318 3117_A_ D1A Monopkch 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 13:17:10 2014 Page 1 ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-o3FGJvWUXzl2pPEU?mdAgh?MM8VW MsaE3xtnNzZfkt 46-12 8.7-5 12-9-8 48-12 110.10 42-3 2x4 11 Scale = 1:28.6 4x0 4x4 = i 4-5-12 8.7.5 12-M A-P-17 z1n-in -1-1 Plate Offsets (X,Y): [1:0-2-5,Edge) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) -0.08 7 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.13 7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.29 Horz(TL) 0.04 5 n/a n/a BCDL 10.0 Code IBC2009rrP12007 (Matrix) Wind(LL) 0.08 7 >999 240 Weight: 59 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G BOT CHORD REACTIONS (lb/size) 1=546/0-5-8 (min. 0-1-10), 5=546/0-5-8 (min. 0-1-8) Max Horz 1=130(LC 4) Max Upliftl=-952(LC 13), 5=3(LC 10) Max Grav 1=1521(LC 8), 5=561(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=4025/2800, 2-3=-2493/1797, 3-4=-1030/974 BOT CHORD 1-7=2662/3643, 6-7=1642/2637, 5-6=875/1449 WEBS 2-7=0/334, 2-6=653/115, 3-6=0/435, 3.5=676/21 Structural wood sheathing directly applied or 3-1-8 oc purlins, except end verticals. Rigid ceiling directly applied or 4-1-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20 % has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except at --lb) 1=952. 6) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) This truss has been designed for a total drag load of 2900 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 12-9-8 for 226.7 plf. LOAD CASE(S) Standard QROFESS/pN SOOiy 0 c 2 i LU C 074486 c rn EX 12-31-15 -- March 19,2014 Ak'ARNIAG-Ver"54aparew.mrsandREMA07FSONIWSAMIAO.WEtiMIIFKREEERE&EMMMtf-7473lee1/29/2ftt8F7FMV.1IV.. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown B for lateral support of individual web members any. Additional temporary bracing to insure stability during construction is the responsibillity of the � erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M[ i®k. ++w�xFabricationrgclelty=oosltroh slmrsge.-dolverl�-erection and D5"Vk=d DM NAdhvg-Camponenf.. Salefy Informa8oa available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. q`5,;,,=--'�.p&tie }�s t3s me�3nnd. s..tAast,�sses4.uz -f-.91 rkw.cum9 rpm A ho..srcr Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply �3111A R41608319 3117_A_ G1 Jack -Partial Girder 1 1 Job Reference (optional) BMC, Indio, CA-92203 7.430 s Jul 25 2013 MTek Industries, Inc. Tue Mar 18 13:17:11 2014 Page 1 I D:_IU KOyQYzmzBOzGgsMj QH7zNR Ld-GGpeXFX61 H Q vQZpgZTBPQwDDrmY9EtrkTjgQKgzZfks 4x4 11 5 3x4 = 2x4 11 Scale = 1:20.1 4-8-12 4-8-1 7-8-7 2-11-11 3 Plate Offsets (X,Y): fl:0-3-7,Edgej LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.19 Vert(LL) -0.01 4-5 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.31 Vert(TL) -0.02 1-5 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IBC2009frP12007 (Matrix) W!nd(LL) 0.00 1 >999 240 Weight: 38 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.t&Btr G BOT CHORD 2x6 DF No.2 G WEBS 2x4 DF Stud G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 0-3-8 except (jt=length) 3=Mechanical, 5=0-5-8, 4=Mechanical. (lb) - Max Horz 1=66(LC 3) Max Uplift All uplift 100 lb or less at joint(s) 3, 4 Max Grav All reactions 250 lb or less at joint(s) 3 except 1=357(LC 9), 5=704(LC 10), 4=377(LC 11) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-309/43 NOTES 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) 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. 3) Gable studs spaced at 1-4-0 oc. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Refer to girder(s) for truss to truss connections. 9) Provide metal plate or equivalent at bearing(s) 3 to support reaction shown. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4. 11) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 12) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 273 lb down and 29 lb up at 6-2-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-68, 1-5=50(F=30), 4-5=20 O9ROFESS/pN9 Soo O` c 2 i U C 074486. rn * E 12-31-15 1sTgTFoFC March 19.2014 AWAMAG-Veffirdesl7aparaamrersand REM A0TFSONTHIS A74f6't 11LEDKITFKRFFFRENT.PAW MR- 7471ren1129120.148g'dWIliV Design valid for use only with MTek 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 ;� ek• is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillitray of the Mi i erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardng _-•��fiabricaP,oer-gaa!iiyr�ntrohtavge, deirvery;=erectionondbraciag'eorrselp'�ROdblrRBpl:Buely/£rlteder�.f}7and4e51-Bu9dlmg•Componenl->'+F•.,..-_�-.....e...�..27�:GMe°Flba'u�i29fc,'StrrlC�f09�'° Safely Informa8on available from Truss Plate 1Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. CiWs Heights, CA, 95610 N'saar mr mitt lerar'kstiwdfi 4ttlhe, ; hses aawtlsasaafT ak*06/01/2013 bVALW Job Truss Truss Type Q11y Ply 3117 A R41608319 3117 A G1 Jack -Partial Girder 1 1 Job Reference (optional) BMC, Indio, CA - 97203 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 7=141(B) 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 13:17:11 2014 Page 2 ID_IUKOyQYzmzBOzGgsMjQH7zNRLd-GGpeXFX61HQvQZpgZT8PQwDDrmY9Etrk7jjgQKgzZfks AWARWAG-Verifrdas4aSarametars and REM XTESON7WSAMMlAERN[TFKPWRFY: PAGE Nft-7473mc.t/29f?O.TdWWLIME Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. � Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure siabifity during construction is the responsibility of the � yS� t 'YII I erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding E( • ^� +: '�- fabrication-gaol}yaer;trol�slorage,•detivery�erestiomm�d braorrg,^--AN51?f(N7 8=89amA•BESbB�BdlnyComponeror. -.� �P-�.�� —pM G Z-eR lM CE Safety Informa8on available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. N`S:.y+i6i---.isYrti €MIII.M—k sasac; i#aaSnd wah.us mn. .nfi i n1cTM 2am4�—MW Citrus Heights, CA, Job Truss Truss Type Qty Ply 3117A R41608320 3117_A_ G6 Jack -Open Girder 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 13:17:11 2014 Page 1 ID_IUKOyQYzmzBOzGgsMjQH7zNRLd-GGpeXFX61HQvQZpgZT8PQwDCymR8EhUkljjgQKgzZfks r 2-B-9 2-B-9 2x4 II Scale = 1:19.5 .P.— Special Sx6 = i 2-8-9 49-3 i B-0-0 Plate Offsets (X,Y): (6:0-3-9,0-5-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udeft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.25 Vert(LL) -0.06 6-7 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.76 Vert(TL) -0.12 6-7 >780 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.78 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.02 7 >999 240 Weight: 41 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x6 DF No.2 G WEBS 2x4 DF Stud G REACTIONS (lb/size) 1=919/0-5-8 (min. 0-1-12), 5=1440/Mechanical Max Horz 1=66(LC 10) Max Uplift 1 =-277(LC 9) Max Grav 1=1623(LC 20), 5=2135(LC 23) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3537/782, 2-3=-3049/479, 3-4=-615/565 BOT CHORD 1-7=-800/3329, 6-7=-381/3329, 5-6=0/2893 WEBS 3-6=0/2416, 3-5=-3283/0, 2-7=-50/427, 2-6=-585/167 BRACING TOP CHORD Structural wood sheathing directly applied or 3-4-15 oc pudins. BOT CHORD Rigid ceiling directly applied or 8-10-12 oc bracing. Tel recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. NOTES 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide metal plate or equivalent at bearing(s) 5 to support reaction shown. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=277 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 8-0-0 for 187.5 plf. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 285 lb down at 1-0-12, 322 Ib down at 3-0-12, and 1765 lb down at 5-0-12, and 521 lb down at 7-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=-68, 1-5=20 h`ARAM-Ver9rdesign paraew.iers and READ h07ESON7/trSAND MIXED K[TFXREFERRAEA45E Nif-7473 ML V29j2014aff0muSE Design valid for use only with Mgek connectors. This design is based only upon parameters shown, and 6 for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resporsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Safety Informa8on available from Truss Plate Institute. 781 N. Lee QROFESS/pN SOON �� c 2 LU C 074486 G)M *� � 2-31-15 *. \OF MiTek' 77 "y Gr 'hbuffr e', m Citrus Heights, CA, 95610 March 19,2014 Job Truss Truss Type Qty 3117A [ly R41608320 3117 A_ G6 Jack -Open Girder 1 1 Job Reference (optional) BMC, Indio, CA-92203 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 6=-946(F) 8=-80(F) 10=149(F) 13=-511(F) 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 13:17:11 2014 Page 2 I D:_I U KOyQYzmzBOzGgs Mj Q H7zN R Ld-GGpeXFX61 HQvQZpgZTBPQwDCymR 8EhU kTjjgQ KgzZfks "NRtrie tm-VensjqeparamefErs and REACN0THONM9ANihYi.t�V,NZ FKRMERF cM'EWk.flit-747.1M.L..112.9120IA&MV.USF Des ign 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 any. Additional temporary bracing to insure stability during construction is the responsibility of the �I i�k• erector. Additional permanent bracing of the overall structure is the responsibility of the buldng designer. For general guidance regarding ^��^*�-., -w•--r �fabrication�aalitiFeow9rof=stdshe:delrerq-oaaetiow�and•bracingxoem�slp�.MJ81/d4fF02edHy"ErNodmw95B>&BwndBC�lBvBdhrgL-omponenf-+++. N. Lee Street, Suite 312, Alexandria. VA 22314. rscrrtr l4� arse Citrus Heights, CA, 95610 r1 Job Truss Truss Type Qty Ply A 13117 R41608321 3117_A T1A Common Supported Gable 1 1 Job Reference (optional) �" •-- --"•-" 10 IT.LJ:9J Lu" ragei I D: IU KOyQYzmzBOzGgsMjQ H7zN RLd-Vbg8s6eXuadtZ WXrC ULdArIrKyE5 WC4Vi BEGtgzZduC 24-5-2 -0 S 131-3-5 -2-0 &S7 7-7-5 510.3 9- 0.10.3 7-73 0.9-2 Scale = 1:80.3 CONN. OF GABLE STUDS BY OTHERS. .00 F12 4x6 3 rn 1 i LPL cit d 44 = a3 33 32 31 30 29 28 27 26 84 85 86 87 88 89 90 3x4 11 91 8x12 MT20H = 5x6 = 7 8 9 10 24 95 23 5x8 = 97 22 5x8 = L;A--!- ,., 14 4x6 ` 15 16 17 r� 21 99 20 19 18 100 101 102 6 3x6 = 4x8 = 24514 0.S7 7-7-5 68-7 it 0.1 i 6 7-75 &S7 0.10-14 Plate Offsets (X,Y): [3:0-3-0,Edge], [6:0-4-12,0-4-8], [8:0-2-0,Edge], [11:0-5-0,0-4-8], [15:0-3-0,Edge], [22:0-4-0,0-3-4], [24:0-2-12,0-1-12], [40:0-1 - 14,0-1 -0], [43:0-1-14,0.1-0], [46:0-1-14,0-1-01. [62:0-1-14.0-1-01. t64:0-1-14.0-1-01. 166:0-1-14.0-1-01 LOADING (pst) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) -0.22 21 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -0.64 21-22 >581 240 MT20H 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.87 Horz(TL) 0.12 16 n/a n/a BCDL 15.0 Code IBC2009ITP12007 (Matrix) Wind(LL) 0.17 21 >999 240 Weight: 393 lb FT = 20% LUMBER BRACING TOP CHORD 2x6 DF No.2 G *Except* TOP CHORD 1-3,15-17: 2x4 DF No.1 &Btf G BOT CHORD BOT CHORD 2x4 DF No.1&Btr G WEBS WEBS 2x4 DF Stud G *Except* JOINTS 11-24: 2x4 DF No.t&Btr G OTHERS 2x4 DF Stud G REACTIONS All bearings 16-0-0 except (jt=length) 16=1-0-0. (lb) - Max Horz 2=103(LC 13) Max Uplift All uplift 100 lb or less at joints) 32, 28, 27 except 2=268(LC 9), 25=549(LC 12), 29=-1419(LC 20), 26=208(LC 32), 16=353(LC 12) Max Grav All reactions 250 lb or less at joint(s) 26 except 2=451(LC 21), 25=3930(LC 7), 29=835(LC 16), 33=386(LC 23), 32=366(LC 42), 31=305(LC 43), 30=285(LC 44), 28=278(LC 46), 27=332(LC 47), 16=1763(LC 7) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-814/1274, 34=727/1206, 4-5=458/965, 5-6=1313/2954, 6-7=1314/757, 7-8=716/385, 8-9=-682/329, 9-10=-650/276, 10-11=-778/228, 11-12=2531/595, 12-13=-3879/812, 13-14=4534/841, 14-15=4560/985, 15.16=-4830/1022 BOT CHORD 2-83=11271/845, 33-83=1271/845, 33-84=1271/845, 32-84=1271/845, 32-85=1271/845, 31-85=1271/845, 31-86=-1271/845, 30-86=-1271/845, 30-87=-12711845, 29-87=-1271/B45, 29-88=1327/876, 28-88=1327/876, 28-89=1327/876, 27-89=-1327/876, 27-90=-1327/876, 26-90=716/265, 26-91=-1011/560, 25-91 =-1 705/1254, 25-92=-1963/547, 92-93=2309/893, 93-94=2309/893, 24-94=-2309/893, 24-95=1005/2866, 23-95=-1005/2866, 23-96=1005/2866, 96-97=-1005/2866, 22-97=-1005/2866, 22-98=1019/3981, 21-98=1019/3981, 21-99=-978/4584, 20-99=978/4584, 20-100=978/4584, 19-100=978/4584, 19-101=-978/4584,18-101=978/4584,18-102=-978/4584,16-102=978/4584 WEBS 24-35=-1591/24, 35-58=1565/14, 11-58=1530/15, 11-22=0/752, 12-22=1196/16, 12-21=0/568, 634=165/2584, 24-34=168/2654, 6-25=-2702/173, 5-25=2293/1171, 5-29=819/1466, 4-32=338/67, 21-82=764R, 13-82=740/12, 8-24=-436/163 Structural wood sheathing directly applied or 2-9-7 oc pudins. Rigid ceiling directly applied or 4-3-7 oc bracing. 1 Row at midpt 12-22, 6-25, 5-25 1 Brace at Jt(s): 58 FIn, Tekrecommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer tallation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are MT20 plates unless otherwise indicated. kWARNM-Vedfirdesignparamet>rsaadREM An7F5a#7NtSAWRa WFt3NY7FKP_KFc'RFN7AAM.MR-7473leetf29j2A.14H1 LM.. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component B responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members any. Additional temporary brocing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabricafionagealitp¢�atroF, aags zl'werg;erection-anddxaangFeoFlsr'i8��-wgN6F/iP!}QeaF1y.€Mar1abDS"9Mn4.0W Bopding•Eomponent� iatety Intormation available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria. VA 22314. OQROFESS/p�,q SOON U C 074486 M * EX 12-31-15 �TgTFOF CA � \P Iff 'f717' i L c3m Citrus Heights, CA, March 19,2014 Job Truss Truss Type Qty Ply A �3117 R41608321 3117_A T1A Common Supported Gable 1 1 Job Reference (optional) tsmu, Indio, L;A - wzzms 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 15:23:46 2014 Page 2 ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-znOV43SfAfulkBg61 mCssi2HO4MZKFfKexrzpP6zZduB NOTES 6) Gable studs spaced at 14-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 15.Opsf. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 32, 28, 27 except at=lb) 2=268, 25=549, 29=1419, 26=208,16=353. 11) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 12) This truss has been designed for a total drag load of 2800 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 1240-0 to 17-6-0 for 509.1 plf. 13) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. 14) No notches allowed in overhang and 20000 from left end and 20000 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. LOAD CASE(S) Standard &WARIUM-VeMdes4nparameW-nand REM t107ESONIWSAMVAILMMITEKREFFRFAUiyE,iENlf-7473recIf29fA14Aff LW. Design valid for use only with Mrrek connectors. 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 resporsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding N. Lee Street, Suite 312. Alexandria. VA WOW /T r 'a&-Un`e;-Nu Citrus Heights, CA, 95610 a Job Truss Truss Type Qty Ply 3117 A R41608322 3117 A_ T1B common 1 1 Job Reference (optional) o u , H - n«m i.43u s Jul zo zul3 Ml l ex lnausmes, mC. l ue mar 1n 13:1124 2014 Page t ID_IUKOyQYzmzBOzGgsMjQH7zNRLd-Om5YFhhGEG33UZJApitSSfGKy?gdnbkeSEKcHazZfkf 1• - 0. 31-7- 33 0 -2-0 7-10.1 7-10.3 7-11-12 7-11-12 7-10-3 7-10.1 -2-0 4.00 12 5x6 = 5 Scale = 1:82.2 4x6 — 10 15 1f 14 16 19 13 20 21 12 22 11 23 10 24 4x6 = I 150-01 7x10 = 5x8 = 6xB = 2x4 II 2x4 �\ 4xB II Plate Offsets (X,Y): f3:0-3-12,0-3-81, f7:0-4-0,0-3-81, 18:0-2-1,Ed9e) f8:0-0 3,E LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.61 TCDL 14.0 Lumber Increase 1.25 BC 0.92 BCLL 0.0 ' Rep Stress Incr YES WB 0.72 BCDL 15.0 Code IBC20091TP12007 (Matrix) LUMBER TOP CHORD 2x4 DF No.18Btr G BOTCHORD 2x4 DF No.t&Btr G WEBS 2x4 DF Stud G WEDGE Right: 2x4 DF Stud DEFL in (loc) I/deft Ud Vert(LL)-0.2812-13 >999 480 Vert(TL)-0.7311-12 >517 240 Horz(TL) 0.09 8 n/a n/a Wind(ILL) 0.0811-12 >999 240 BRACING TOP CHORD BOTCHORD WEBS REACTIONS (lb/size) 2=334/0-5-8 (min. 0-1-8), 14=3205/0-5-8 (min. 0-3-7), 8=1432/0-3-8 (min. 0-1-8) Max Horz 2=87(LC 5) Max Uplift2=-49(LC 5) Max Grav 2=458(LC 7), 14=3205(LC 1), 8=1432(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-218/582, 34=0/1594, 4-5=-653/86, 5-6=-653/79, 6-7=-1992/5, 7-8=-3352/0 BOTCHORD 2-15=509/134, 14-15=-519/124, 13-14=1404/0, 12-13=0/1801, 11-12=0/2947, 10-11=0/2944, B-10=0/3097 WEBS 6-13=1534/4, 6-12=0/722, 7-12=1199/2, 7-11=0/434, 4-13=0/2326, 4-14=2467/0, 3-14=1277/0, 3-15=0/501, 7-10=0/530 PLATES GRIP MT20 220/195 Weight: 222 lb FT = 20 Structural wood sheathing directly applied or 3-1-2 oc puffins Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 6-13, 7-12, 4-14, 3-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 15.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard &WAdC AG-Vefffydesipnpararretersand REM NOTES ON?HfSAMrtd7.01M,AfMRFFERFMTMr.F..KH-7473me.ff29f20.44894D .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's the resporaibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fobrieetiox;gex#Areonfrol; s!oragerdel p e c6ion-andixao ag:;,00aaulk-=.-ANSVTRkL Mea;•OS '149ng-iromponsd4,.. Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria. VA 22314. QROFESS/pN soaN 02F�� ro i C 074486Qf- rn E'»^ 1 15 �* �F MiTek` Citrus Heights, CA, March 19,2014 Job Truss Truss Type Qty Ply 3117 A R41606323 3117 A TIC Common 1 1 Job Reference (optional) emc, India, CA - 92203 1.430 S Jm 27 2a1J ml i ex Inaustnes, Inc. I ue mar 18 13:1 r:2b Z014 Page 1 ID_IUKOyQYzmzBOzGgsMjQH7zNRLd-KBDJgNiWmuJnjtTZx7wwX4Lg6pWfFVgxvYpjLS7Zfkd -1-2-O7-103 15-8-4 23-0-0 31-7-12 39-5-12 39- 11 46-5-8 -2-0 7-1014 7-10-0 7-11-12 7-11-12 7-10-0 0-1-15 69-13 Scale = 1:80.5 4.00 12 5x6 = 5 1^ 0 4x6 —_ 15 15 17 t4 18 19 13 20 21 72 22 11 23 10 9 24 5x8 2x4 II 7x10 = Sx8 = 6x8 = 2x4 II 2x4'\4x12 = 16-0-0 1594 7-1D-0 1567 1 23-8-0 31-7-12 31 9 39-5 42-10-0 4G 7-10-4 7-8-4 1-113 7-1 Q12 7-11-12 d1-0 0.1- 3 7-ed 3-4-3 37.6 Plate Offsets (X,Y): f4:0-0-0,0-3-81, [6:0-4-0,03-81, f8:0-2-2,0-2-61, [12D-4-0,0-3-81, [13:0-2-12,0-2-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.63 Vert(LL) -0.27 12-13 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -0.66 11-12 >562 240 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.09 8 n/a n/a BCDL 15.0 Code IBC20091TP12007 (Matrix) Wind(LL) 0.12 11-12 >999 240 Weight: 220 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-9-4 oc puffins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 4-9-13 oc bracing. WEBS 2x4 DF Stud G WEBS 1 Row at midpt 6-13, 7-12, 4-14, 3-14 SLIDER Right 2x4 DF Stud -G 2-5-0 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 8=1324/0-5-8 (min. 0-1-15), 14=3096/0-5-8 (min. 0-3-7), 2=388/0-5-8 (min. 0-1-8) Max Horz 2=93(LC 13) Max Uplift8=-445(LC 12), 2=-372(LC 13) Max Grav 8=1808(LC 7), 14=3250(LC 8), 2=821(LC 21) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1330/1310, 3-4=-498/1850, 4-5=1006/341, 5-6=-1299/625, 6-7=-2993/977, 7-8=4490/1222 BOT CHORD 2-15=1259/1147, 14-15=890/778, 13-14=1495/291, 12-13=-428/2336, 11-12=-793/3636, 10- 11 =-971/3805, 8-1 0=- 1129/4106 WEBS 6-13=1489/34, 6-12=0/679, 7-12=1056/78, 7-11=0/446, 4-13=-40/2343, 4-14=-2519/88, 3-14=1314/10, 3-15=0/500, 7-10=36/501 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chore) and any other members, with BCDL = 15.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=445, 2=372. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcufrent with any other live loads. 8) This truss has been designed for a total drag load of 2500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 46-5-0 for 53.9 plf. LOAD CASE(S) Standard WAfNM-Verlfrdes4aparametersand REM ADM ONTWSAN[A LMEDMI7FKRFFc'REI7FAuEMR-7473recV29f28.799RWVSE 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 Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. QRpF ESS/ON CO��SOO �o LU C 074486 m * EX 12-31-15 LP OFCA �\P March 19,2014 MiTek' 7Pi7G'r'e'1Tr1C WU fe"�u(t�`f09�""a°"•"6 �.. —•-'� Citrus Heights, CA, 95510 I Job Truss Truss Type Qty Ply 3117 A R41608324 3117_A_ T1D Common - 3 1 Job Reference (optional) o m n nttw /.4JU s uul zo 2ulJ mi i ex inausmes, Inc. I ue Marla 13:1 /25 2014 Pagel I D: I U KOyQYzmzBOzGgsMj Q H7zNR Ld-HXL353km IVZVzAcx2YyOcVQ?gdBxjP WE N sl qQ LzZfkb -2-07-10� 15-01 23-8-0 31-7-12 39-5-12 46& -2-0 7-10i 7-10-0 7-11-12 7-11-12 7-10-0 6-11.12 4.00 F12 US = 5 clt 0 Scale = 1:80.6 lr 0 4x6 —_ 10 15 1/ 14 la la 13 20 21 12 u 11 23 10 9 24 4x8 7x10 = 5x8 = 6x8 = 2x4 II 2x4 '\,WO = 15-94 7-10-0 156-7 1544 3 -7-12 31 9 39 12 42-10-0 46-5-6 7-10-0 7-94 0-113 7-10.12 7.11-12 0.1- 3 74,4 37.8 0.1-0 Plate Offsets (X Y): j6:0-40 0-3.8) f8:0-1-7 G-1-14) f12:0-4-0,0-3-81, f13:0-2-12 0-2-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.60 Vert(LL) -0.27 12-13 >999 480 MT20 2201195 TCDL 14.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -0.66 11-12 >562 240 BCLL 0.0 ' Rep Stress Incr' YES WB 0.66 Horz(TL) 0.08 8 n/a n/a BCDL 15.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.06 11-12 >999 240 Weight: 220 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-5-4 oc pudins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 4-9-13 oc bracing. WEBS 2x4 DF Stud G WEBS 1 Row at midpt 6-13, 7-12, 4-14, 3-14 SLIDER Right 2x4 DF Stud -G 2-5-0 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 8=1324/0-5-8 (min. 0-1-8), 14=3096/0-5-8 (min. 0-3-5), 2=388/0-5-8 (min. 0-1-8) Max Horz 2=91(LC 5) Max Uplift 2=-41 (LC 5) Max Grav 8=1324(LC 1), 14=3096(LC 1), 2=490(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=325/411, 3-4=0/1434, 4-5=-702/79, 5-6=703,71, 6-7=-1976/2, 7-8=-3152/0 BOT CHORD 2-15=349/237, 14-15=-349/237, 13-14=1208/2, 12-13=0/1790, 11-12=0/2734, 10-11=0/2734, 8-10=012874 WEBS 6-13=1463/8, 6-12=0/679, 7-12=989/12, 7-11=0/446, 4-13=0/2159, 4-14=2361/0, 3-14=1296/0, 3-15=0/500, 7-10=36/501 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 15.Opsf. �pFESS/Q 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. �� Q SooN F 7) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the ��Cr 0 � Bottom Chord, nonconcurrent with any other live loads. � LOAD CASE(S) Standard � C 074486 rn * E 12-31-15 FOF C March 19,2014 A W41tWAG-Verffrdes4n paramemn andRM AOMONTHNAN0 rr`K21ff.F0 NMKRFFFRFNPf AW.I ff-7413 ML 1/291201488-£'U F Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. � F Applicability of design parameters and proper incorporation of component 6 responsibility of building designer- not truss designer. Bracing shown a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi -fabricvtionrg0eli� nlli greetie, 2231uCo�B6&BAar�BC{+6e!ldlmgEompenzn,-�, �Sg�"[g�ggPPrte"'T09'-.--�-"""-` able from TrussPlavy: Sarey Informa8on avaBable from Truss Plate Institute, 781 N. Lee Sheet. Suite 312. Alexandria, VA 22314. 781 N. Lee Street,Suite 12. Alexandria,A MSarsffieesnP&ve�:hafsber.is tlaen.ransrs�: earaaz3 tys�sc Citrus Heights, CA, 95610 0 ?Fi ab russ Truss Type Qty Ply 3117 A fR R41806325 3117_A_ T1E Common 3 1 1 Job Reference (optional) on m n accw / u s J zD za ., i ex inaus,ines, mc. i ue wr it113:1 cz9 2u14 rage 1 I D:_IUKOyQYzmzBOzGgsMjQH7zNRLd-IjuR 10103phMaKBBcFTd9jz5QOXvSomNbW1 NynzZfka 1-2 7-101 15-81 15-1 0 23-8-0 %-0-0 31-0-0 39-5-12 46-5-8 -2-0 7-701 7-10-0 0.1- 3 7.10-0 2-4-0 5- 11 7-11-13 6-11-12 4.00 12 6x10 MT20H = 2x4 8 Scale = 1:85.1 4x6 — 21 ze 20 Z4 za ro la zti zr it 19 za 15 dU 14 J1 5x6 II 2x4 II 6x8 = 012 = 4x4 = 4x4 = 7x10 = 2x4 II i 15-6-7 4x4 = 3x6 = 4x4 = A I'r I 6 6 15-&4 7-10-0 15 -0-0 &10.10 3,-9-1 39-5-12 65A 7-124 7-84 0.1- 3 62-12 7-10.14 r1-1-0 1-1.11 74 8-4 611-12 Plate Offsets (X,Y): (6:0-2-4,0-3-01 (13:0-3-11 Edgel (19:0-5-13 0-1-81 f20:0-4-0 0-3-81 LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.95 Vert(LL) -0.25 14-15 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.91 Vert(TL) -0.91 14-15 >405 240 MT20H 165/146 BCLL 0.0 Rep Stress Ina YES WB 0.92 Horz(TL) 0.12 13 n/a n/a BCDL 15.0 Code IBC2009/TP12007 (Matrix) Wind(LL) 0.11 16 >999 240 Weight: 260.lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-6-6 oc purlins. Except: BOT CHORD 2x4 DF No.1&Btr G `Except` 1 Row at midpt 7-9 17-18: 2x6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 DF Stud G 6-0-0 oc bracing: 19-20 SLIDER Right 2x4 DF Stud -G 3-7-4 2-2-0 oc bracing: 14-15. WEBS 1 Row at midpt 11-15, 4-20, 3-20, 4-6 JOINTS 1 Brace at Jt(s): 7, 9, 6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 13=1455/0-5-8 (min. 0-1-9), 20=3074/0-5-8 (min. 0-3-4), 2=512/0-5-8 (min. 0-1-8) Max Horz 2=91(LC 5) Max Uplift2=-33(LC 3) Max Grav 13=1455(LC 8), 20=3074(LC 1), 2=562(LC 7) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=548/35, 3.4=0/1059, 4-5=0/1109, 5-8=0/945, 8-10=0/675, 10-11=2349/0, 11-13=3318/0, 6-7=-2182/0, 7-9=2504/0, 9-10=2637/0 BOT CHORD 2-21=51/448, 20-21=51/448, 19-20=-850/0, 16-19=0/1927, 15-16=0/2126, 14-15=0/3051, 13-14=013051 WEBS 7-19=793/0, 11-15=-948/26, 11-14=01459, 4-19=0/2990, 4-20=-2405/0, 3-20=1298/0, 3-21=0/508, 9-16=0/422, 6-19=-760/12, 5-6=-985/0, 10-15=0/756, 10-16=-324/124, 4-6=2490/0, 6.8=383/40 NOTES 1) Unbalanced live loads have been for this design. RpF ESS/p /V,ql roof considered OQ 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cal. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right �� O Sooty �c exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.002C '�C ) 3) 180.01b AC unit load placed on the bottom chord, 26-0-0 from left end, supported at two points, 4-0-0 apart. 4) Provide adequate drainage to CU� prevent water ponding.& 5) All plates are MT20 plates unless otherwise indicated. [11 � C 074486 rn 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) `This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-" wide will E 12-31-15 fit between the bottom chord and any other members, with BCDL = 15.Opsf. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. 10) This truss has been designed for s% I \P �TFOF a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the C Bottom Chord, nonconcurrent with any other live loads. 11) Graphical puriin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. March 19,2014 A WAMA,G-VvMdeska parameters and REAL MTFS ON THIS Aim IM2WED N77FKRFFLcRF&kT PAM Nit-7471 tee BEiDmum .1f"pold Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and is for an individual building component. ��p Applicabirity of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the � Aw erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 'Y" I Re`'. �'-'dobrieafisons9 +N eontrokstoregePdelivery; ereefionvndbrecing-cenisu{f-�tANWF44-Qwg ASdkv w06M9e *80Si BoRditiveamponent o. Safety Infonnallon available from Truss Pla}e Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. .. 8 �.,,�uf10 �......_.. N'Saatls�aAEY+4�iaa�ser�szuvr+r�+gsni�dm.r:..sraru�an+. r1�im..rm��. w..nrrr Citrus Heights. CA, 95610 Job Truss Truss Type pty Ply 3117 A R41608328 3117 A_ T1F COMMON 2 1 Job Reference (optional) 5 --u- mn ex mausmes, mc. we man n 23-8-0 -2-0 7-104 A. 0-1- 3 5-8-0 2-4-0 SE-0 7-11-13 6-6-4 1-8-0 = 1:84.5 4.00 12 5xB = 2x4 \\ 5 2x4 9 Ar10 UT—W 4x6 = 23 22 24 21 25 26 20 19 27 28 18 0 30 76 31 15 32 4x8 11 2x4 I I 5xB = 3x10 = 44 = 4x4 = 3x6 =6x8 = 2.4 11 4x4 = 4x4 = Plate Offsets X Y : 4:0-3-8 0-3-87:0-2-4 0-2-12 14:0-5-8 Ed a 16:0-4-0 0-3-8 21:0-4-00-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 1.00 Vert(LL) -0.24 21-22 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.83 Vert(TL) -0.73 15-16 >391 240 MT20H 165/146 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.08 14 n/a n/a BCDL 15.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.08 17 >999 240 Weight: 262 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD BOT CHORD 2x4 DF No. 1&Btr G `Except` 18-19: 2x6 DF No.2 G BOT CHORD WEBS 2x4 DF Stud G SLIDER Right 2x4 DF Stud -G 3-2-0 WEBS JOINTS REACTIONS (lb/size) 14=867/Mechanical, 20=3328/0-3-9 (min. 0-3-9), 2=802/0-5-8 (min. 0-1-8) Max Harz 2=91(LC 5) Max Uplift2=18(LC 3) Max Grav 14=965(LC 8), 20=3328(LC 1), 2=848(LC 7) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=142510, 4-5=0/2636, 5-6=0/2838, 6.9=0/2610, 9-11=0/2275, 11-12=933/39, 12-14=-1908/0, 7-8=2009/0, 8-10=2381/0, 10-11=-2524/0 BOT CHORD 2-22=-9/1277, 21-22=-9/1277, 17-20=-29/562, 16-17=0/782, 15-16=0/1711, 14-15=0/1711 WEBS 8-20=924/0, 12-16=991/13, 12-15=0/455, 4-20=788/179, 4-21=01691, 3-21=1314/0, 3-22=0/510, 10-17=0/454, 7-20=-1762/0, 6-7=1673/0, 11-16=0/763, 11-17= 352/117, 4-7=-2127/0, 7-9=500/36, 5-7=-361/39 Structural wood sheathing directly applied or 4-9-10 oc pudins. Except: 1 Row at midpt 8-10 Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 20-21,17-20. 1 Row at midpt 12-16, 4-20, 3-21, 7-20, 4-7 1 Brace at Jt(s): 8, 10, 7 MiTe'recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer t t')n guide, NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) 180.01b AC unit load placed on the bottom chord, 26-0-0 from left end, supported at two points, 4-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 15.0psf. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. 11) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. QRpF ESSi0 SooN L C 074486 M t *\ 511-31 15 �* \4 March 19,2014 AWfARIUM-Ve.rFfrdes4riparaneferaand REM ADTES ONTWEAf'R2t'OXFi,NfVKRWiRM7 WE. Klf-1413mr..tf2912014119 .LU Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. �;��F Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MITOW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding --.=�fcbrieation;�uelitgsontrewsforoge;-deli+rer�+er iarrand-bracing; ¢omutt-�14NSKiR�SB^@9mr e+i65i9eBding-Cempim—f— — .e y��yeen6iTcR'L'3,1e,'SSoite"19ri`"= �." Safety inform H` ,=n available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Hei hLs, CA, 95610 MILHIMb s'ds snei� ri, trkc ^esti.lraG.ers sAase .06[G�f•22 1Alt,v.ALSC 9 Job Truss russ Type Qty Ply 3117 A I R41608327 3117_A_ T1G HIP 1 1 1 Job Reference (optional) 24-7.5 i 7-10-3 2412 4-0-12 1-Oct 38-0 1 +11 2-4-12 1-5-5 1 7-10-3 2014 Page 1 Scale = 1:87.7 I 23-2-0 4 nn y2 2x4 I �— US = i _ 6x8 \\ 7 442 Sx8 4x 6x8 6x8 5 6 I 4 12 3x6 I i US 3 13 I 3x6 Zz� r 14 1 2 I 15 rn IT d to 31 32 23 33 22 34 35 36 21 20 3718 06 1939184017 41 16 42 2x4 I I 7x10 = 4x8 = 4x4 4x4 = 7x10 = 2x4 I I 4x8 11 4x6 = 22-0.0 I 4x4 = 4x4 = US = 26-1-0 I I I 7-10-0 15-8-4 [ 22-1-12 29-� 3 31-7-12 39-5-15 r 7-10.0 7-10.3 6-t8 7-t7 2-0.9 7-10.'+ G61 Plate Offsets (X,Y): [4:0-4-0,0-3-0] [5:0-3-0,0-3-0] [7:0-3-0 Edge] [8:0-1-9,0-2-0] [9:0-3-0 Edge] [10:9-5-11 0-4-12] [12:0-4-00-3-4] [15:0-5-8 Edoe] [22:0-4-8 0-3-8] LOADING (psf) SPACING 2-0-0 CSI DEFL i in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.99 Vert(LL) 110.25 16-17 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.78 Vert(TL) 1-0.67 16-17 >426 240 BCLL 0.0 Rep Stress Incr , YES WB 0.72 Horz(TL) 10.11 15 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix-M) Wind(LL) 10.08 16-17 >999 240 Weight: 274 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G `Except` TOP CHORD Structural wood sheathing directly applied or4-2-14 oc purlins, except 5-11: 2x6 DF SS 2-0-0 oc purlins (6-0-0 max.): 5-11, 7-9. BOT CHORD 2x4 DF No. 1&Btr G `Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 10-20: 2x6 DF No.2 G 6-0-0 oc bracing: 18-21. WEBS 2x4 DF Stud G `Except` WEBS 1 Row at midpt 3-22, 5-21, 8-21, 13-17 8-10: 2x4 DF No.1&Btr G JOINTS 'I Brace at Jt(s): 6, 8 SLIDER Right 2x4 DF Stud -G 2-6-0 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer sallation guide. REACTIONS (lb/size) 2=986/0-5-8 (min. 0-1-8), 21=2559/0-3-8 (min. 0-2-12), 15=1009/Mechanical Max Horz 2=97(LC 5) Max Grav2=986(LC 1). 21 =2559(LC 1), 15=1059(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1808/0, 3-4=754/33, 4-5=-733/72, 5-7=650/77, 5-6=0/1064, 6-8=0/1022, 8-10=-70/417, 10-11=391/94, 9-11=645/75, 11-12=1123/13, 12-13=-1403/0, 13-15=-2132/0, 7-9=560/78 BOT CHORD 2-23=0/1750, 22-23=0/1650, 18-21=62/403, 17-18=011263, 16-17=0/1978, 15-16=3/1978 WEBS 3-23=0/403, 3-22=1075/0, 4-22=-445/82, 5-22=-5/1050, 5-21=134614, 6-21=0/682, 8-21=1837/0,12-18=-916/36,12-17=0/641,13-17=-779/18,13-16=01350, 11 -1 8=-1 076/0. 10-18=0/2264 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) 1 B0.01b AC unit load placed on the bottom chord, 26-0-0 from left end, supported at two points, 5-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard QFtOF ESS/ON SOON UJI C 074486 G) * 12-31-15 �TFOF ra March 19,2014 ALWARltRN5-Vefffydns4aparametersandREM AAIFS ONTWSAMf'KiLT, EDMnFKRFEFRFPKEAA.EWit- 74T3M.LVM0.14&qW UV.. 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 respomibillity of the IYI176 F erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding -�•---r fabrieation car+alitYaon;roMstora9'rY,+eraction and'ssacirsgr`soarslh�/`Ezt�r6c;94�s;rd-Bf3F�nfldxsgt'Y'vnPenan4+..•-_+�—..E•-:�....,<�77PrGizz7Ria&itifRE;'Sur�i'fi�9"°'Y�' Safety Inforrna8on available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Citms Heights, CA, 95610 tt'SnsuP1}s�f3P`�AtlslOes•��° ttedC1>¢i+4snm.u+�rw.e{ItfYf29S9#lurJ4CSC Job Trus Truss Type Qty Ply 3117A R41608328 3117 A T1H HIP 1 1 ' Job Reference (optional) timu, Incio, UA-WZ203 7.430 S Jul 252013 24-7-5 1-11:0 7-10-0 7-10-3 W12 3.11-0 11 2 3 -4-11 2412 2.5-9 I 22-0-0 4.00 5 274 II 4xi12,= 3x6 = a _ 6x8 = 9 8x12 = 6 6x8 Sx8 � 7x10 5 i q 12 13 US % 3 _ ?!- — 32 33 24 34 4x6 = 2x4 I I 23 35 36 37 22 21 38 19 204019 41 18 7x10 = 4x8 = 4x4 T 4x4 = 7x10 = I 4x4 = i 4x4 = 3x6 = 0-3 Inc. Tue Mar 18 13:17:35 2014 Pane 1 Scale = 1:87.7 3x6 14 US 15 16 q to � 42 17 43 1' 2x4 I I 4x8 11 — 1- 22 29-7L3 -7-12, 39-5-15-100 6e 42663--:00-01- Plate Offsets X Y : 4:0-4-0 765 0-3-1 5:0-2-80-0-12 6:0-3-0Ede 8:0-1-90-2-0 7�12-0.9 7-10-377-10. -S 16:0-5-8 E'rd 9:0-3-0Ede 0,0-5-11 0-4-12 13:0-2-12 0-3-8 4-8 0-3-8 LOADING (psf) SPACING 2-0-0 CSI DEFL I : in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.99 Vert(LL) '-0.25 17-18 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.78 Vert(TL) i-0.67 17-18 >425 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.73 Horz(TL) 10.11 16 n/a n/a BCDL 10.0 Code IBC2009ITP12007 (Matrix-M) Wind(LL) 10.08 17-18 >999 240 Weight: 273 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF N0.1&Btf G *Except* TOP CHORD Structural wood sheathing directly applied or 4-2-6 oc purlins, except 5-11: 2x6 DF SS 2-0-0 oc puriins (6-0-0 max.): 5-11, 6-9. BOT CHORD 2x4 DF No. 1&Btr G 'Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 20-21: 2x6 DF No.2 G 6-0-0 oc bracing: 19-22. WEBS 2x4 DF Stud G *Except* WEBS 1 Row at midpt 3-23, 5-22, 8-22, 14-18 B-10: 2x4 DF No.1&Btr G JOINTS 1 Brace at Jt(s): 7, 8 SLIDER Right 2x4 DF Stud -G 2-6-0 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer I stallation auide. REACTIONS (lb/size) 2=990/0-5-8 (min. 0-1-8), 22=2551/0-3-8 (min. 0-2-12), 16=1013/Mechaniral Max Horz 2=93(LC 5) Max Grav2=990(LC 1), 22=2551(LC 1), 16=1069(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1818/0, 3-4=771/39, 4-5=-739178, 5-6=758/100, 5-7=0/1177, 7-8=-2/1134, 8-10=-86/472, 10-11=282/106, 9-11=754/98, 11-12=1156/17, 12-14=-1432/0, 14-16=-2158/0,6-9=675/99 BOT CHORD 2-24=0/1755, 23-24=011659, 19-22=-72/413, 18-19=0/1285, 17-18=0/2003, 16-17=-0/2003 WEBS 3-24=0/403, 3-23=1066/0, 4-23=433179, 5-23=-2/1034, 5-22=1362/9, 7-22=0/695, 8-22=1828/0, 12-19=930/39, 12-18=0/641, 14-18=-781/19, 14-17=0/350, 11 - 1 9=-1 098/0, 10-19=0/2305 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) 1 80.0lb AC unit load placed on the bottom chord, 26-0-0 from left end, supported at two points, 5-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard QgpFESS/pN CO��oo sooN onti�� G)� LU C 074486 c M *� E'er 2-31 15 /* sTgTFOF 1.1F��\P March 19,2014 A WARAITAG - Vedf f design parameters and READ A07F5 ON THM Ate [M2tXR ML7FX9FFERFW PAGE Nit-7471 rec 112V201®&SIM115E 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 MIT is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Ml F erector. Additi onal permanent bracing of the overall structure is the responsibility of the building designer. for general guidance regarding —tabrxrafion,-9uc+!ity® n. age-delivery.wactiowand bracingtcw+ - 87-anb Be6Vbw WgrC-ovnponent•.--,.w=•+,-.... —.a.—T7,rpVMM6ac�CC?ine;`S01r8'fOiF�_""'. a"a Safety fntorma8on available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 i€:Br,.�•.. i+b'x±.f:huebes'as - fficstaYr.ses mr�9sa.+z.�4euha.rKlAii'f`Y411lwAtSC Job Truss Truss Type- Ply 3117A R41608329 3117 A Tit HIP 1 1 Job Reference (optional) tiMc, Info, cA-92203 7-10-0 7.10-3 ' 2-4-12 1-11-0 2-1-12 ' 2-5-9 20-0-0 4} 4.00 12 5.6 6x8 = 2x4 II 10x16 114x12 = 5 7 9 2x4 11 4 5x8 3 /.43U 5 JUI z� 2U73 MI I ex Inausmes, Ine. I ue Mar 1 t1 13:1 /:3/ Z014 Page 1 3qs Mj Q H7zN RLd-WGNT_7rP BGiDYZog4xcV TP ITD FJ4KQYZR mzoEJzZfkS 11-7-12 39-5-15 46-0-0 2�-12 7-10-3 6b-1 802 = i 18-8-0 3x6 = I 11 Us 13 US 14 33 34 25 35 24 36 37 38 23 22 39 40 214120 42 19 Us2x4 I 7x10 = 4x8 = 4x4 � 4x4 = 7x10 = = f22�0�-0.0 I 4x4 = 4x4 = 3x6 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Ina YES BCDL 10.0 Code IBC2009/TP12007 LUMBER TOP CHORD 2x4 DF No.1&Btr G *Except* 5-13: 2x6 DF SS BOT CHORD 2x4 DF No.1&Btr G *Except* 21-22: 2x6 DF No.2 G WEBS 2x4 DF Stud G *Except* 1 D-12: 2x4 DF No.18Blr G SLIDER Right 2x4 DF Stud -G 3-4-15 5x6 15 US QQ fly\ 16 Us Zz 43 18 44 2x4 II Scale = 1:87.7 4x8 II CSI TC 0.90 BC 0.77 WB 0.93 (Matrix-M) DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft Ud 0.2418-19 >999 480 0.6218-19 >458 240 10.09 17 n/a n/a 0.07 18-19 >999 240 PLATES GRIP MT20 220/195 Weight: 276 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 4-7-5 oc puffins, except 2-0-0 oc puffins (6-0-0 max.): 5-13, 7-11. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-M oc bracing: 23-24,20-23. WEBS 1 Row at midpt 3-24, 10-23, 15-19 JOINTS 1 Brace at Jt(s): 8, 10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer alialioll guide. REACTIONS (lb/size) 2=922/0-5-8 (min. 0-1-8), 23=2682/0-3-8 (min. 0-2-14), 17=950/Mechanical Max Horz 2=87(LC 5) Max Uplift 2=1(LC 3) Max Grav 2=930(LC 7), 23=2682(LC 1), 17=1020(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1619/0, 3-4=573/40, 4-5=-566/82, 5-6=33/491, 6-8=33/480, 8-10=39/448, 10-12=-054/0, 12-13=-707/0, 13-14=1009/18, 14-15=1281/0, 15-17=1951/0 BOT CHORD 2-25=0/1731, 24-25=0/1456, 20-23=-53/361, 19-20=0/1142, 18-19=0/1878, 17-18=-0/1885 WEBS 3-25=0/405, 3-24=-105B/3, 4-24=462/83, 5-24=-6/1077, 5-23=-1058/0, 8-23=0/271, 10-23=-1773/0, 14-20=-882/37, 14-19=0/638, 15-19=808/22, 15-18=0/362, 13-20=-723/0, 12-20=0/1883, 8-9=569/31 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) 180.01b AC unit load placed on the bottom chord, 26-0-0 from left end, supported at two points, 5-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. 10) This truss has been designed for a moving concentrated load of 250.O1b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. LOAD CASE(S) Standard QROF ESS/pN Soo O��y LU C 074486 c M * E 12-31-15 sT (v 9TFOF FO�� March 19,2014 AMAM&G-Verifrdesigaparametaraand RM-NDIF$ON7HiSAMtNCZLTFttAR7 REFfREM7AAMNft-74nML.1129120.I488'{D USF. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown B for lateral support of individual web members any. 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 -...-.•fabricafione'gera9Rpcio�/lrolrstorage�daliveryrereciion*oncl'breraing;-eersult•��18y-Crllnia,�5B�B4caroi�BGS4�o{Iding�C-orvspanent�--..>.,-•-_,-�..�. - �T/i'YGreelitiiTL'1�L°d7Pd,5�iif€1'DJ"""•""• Solely Infor,=n available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 N„y"tx`"—=-Pk l3sthfiTOWr'r3 cis- :, z s4�nar. r tII9.t%At A e.s.as w+ Job Truss Truss Type Qty Ply 3117 A R41608330 3117_A_ TU HIP 1 �f L Job Reference (optional) BMe, Indio, CA- 92203 /.43u s Jui zD zui4 MI I ex mmismes, Inc I ue IVlar 16 1 S:1 r:3tl zu14 rage 1 I D:_I U KOyQYzmzBOzGgsMjQ H7zNR Ld-SeV DPpsgityxnsy3C Mf7ZgOu223yoR N sv4SvJCzZfkQ 511-3 4- -6 9- 9-S -2- 7-10-4 7-9.15 2-4-13 4-0-t2 2-510 3.3-0 -4-1 2-4-13 7-9-t5 6{r5 Scale = 1:86.2 7x10 = 4x12 = 4.00 12 2x4 II 6x8 = 2x4 11 Sx8 = 5x6 = 3x6 13 30 21 31 20 32 33 34 19 18 35 36 1737 16 38 15 39 14 40 4x6 —_ 2x4 II 2?� 5x8 = 4x8 = 4x4 = 4x4 = 6x8 = 2x4 II 4x6 I I .,... ,. 4x4 = 4x4 = 3x6 = Plate Offsets (X Y): (3:0-4 0 D-3-01, f5:0A-0 0-0-12j f8:0-4-15 0-4-81, f13:0-4-4,0-0-31, f20:0-4-0,0-3-01 LOADING (psf) SPACING 3-M CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.62 Vert(LL) -0.12 20-21 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.41 14-15 >690 240 BCLL 0.0 Rep Stress Incr NO WB 0.46 Horz(TL) 0.07 13 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix-M) Wtnd(LL) 0.05 14-15 >999 240 Weight: 517 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.t&Btr G `Except` TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 5-9: 2x6 DF SS 2-0-0 oc purlins (6-0-0 max.): 5-9. BOT CHORD 2x4 DF No.1&Btr G `Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 17-18: 2x6 DF No.2 G 6-0-0 oc bracing: 19-20,16-19. WEBS 2x4 DF Stud G `Except` 7-8: 2x4 DF No. 1&BtrG SLIDER Right 2x4 DF Stud -G 3-4-15 REACTIONS (lb/size) 13=1397/Mechanical, 2=1363/0-5-8 (min. 0-1-8), 19=3980/0-3-8 (min. 0-2-2) Max Horz 2=121(LC 5) Max Grav 13=1488(LC 8), 2=1384(LC 7), 19=3980(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2451/0, 3-4=-832/42, 4-5=-782/96, 5-6=0/958, 6-7=0/900, 7-8=-444/112, 8-9=1032/43, 9-10=-1396139, 10-11=1810/0, 11-13=-2827/0 BOT CHORD 2-21=0/2484, 20-21=0/2219, 16-19=61/444, 15-16=0/1 605,14-15=0/2734, 13-14=0/2734 WEBS 3-21=0/491, 3-20=1648/1, 4-20=-652/123, 5-20=-3/1552, 5-1 9=-1 744/0, 6-19=0/599, 7-19=2799/0, 8-16=0/2825, 10-16=-1350/42, 10-15=0/799, 11-15=1230/29, 11-14=0/418, 9-116=1111/0 NOTES 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-941 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row. at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. �F ESS/ 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 have been Q� connections provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. �� Soo 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right �2 C� exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) 180.01b AC unit load placed on the bottom chord, 26-0-0 from left end, supported at two points, 5-0-0 apart. LIJ C 074486 M 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. E 12-31-15 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will * fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) A plate rating reduction of 20% has been applied for the green lumber members. I �Q 10) Refer to girder(s) for truss to truss connections. FOF 11) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the C Bottom Chord, nonconcurrent with any other live loads. 12) Graphical purlin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. March 19,2014 erirTdesign�are �rsand RM AVITSONWITACIDMLEi,Afi7FXRUFRE111PA5ENff-7473ML.1,129j70I68tUM119.. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. �� Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respornsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding NR7ek' '•�^-.�_fabttevfion;-Lyu®I'ityeonirW,�stor�,ger +u�livery!'isree:flan'antl4arecing�OMMS11iP11+Eroa%ndariJS8+89errd0fc5H3e3BdIng.C�mponont+.-+_<e�-..�..-.tz.� �:. �t1-it;i`e�r1iS'd�'C"4yPd;:Su��-«•s•.. Salefy Informa8on available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. H' Citrus Heights, CA, 95610 Job Truss T cuss Type Qty Ply 3117 A R41806331 3117_A_ T1K-Condl HIP 1 2 Job Reference (optional) BMC, Indio, CA - 92203 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 13:17:47 2014 Page 1 ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-DB_F4YyhgKzol5Zbg1 ortWjj9WHnLg331 kJOKbkzZfkl -6-1119f-5- 46 - -2-0 7-10-4 6-11.12 3.7-0 3-7.0 2-0-0 42-0 440 -12 6-6-4 _ 4x12 = 5x6 2x4 I 4.00 12 4x4 = - 4x8 = 6x8 = 8x12 = Scale = 1:84.6 28 29 20 30 19 31 32 33 18 17 34 35 36 37 1615 38 1439 40 13 41 M� _ 2x4 11 22-0-0 5x8 = 418 = 4x4 = 44 = 5x6 = 3x6 = 2x4 11 5x6 I I 4x4 = 4x4 = 1 7-10-4 1410-0 , 22^tO 29-10-8 +32.6-0 i 39-512 0 LOADING (psf) SPACING 3-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.97 Vert(LL) -0.14 15 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.45 13-14 >637 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.42 Horz(TL) 0.10 12 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix-M) Wind(LL) 0.08 14-15 >999 240 Weight: 493 lb FT = 20% LUMBER BRACING [MCT] TOP CHORD 2x4 DF No.1&Btr G *Except` TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except 4-9: 2x6 DF SS 2-0-0 oc purlins (6-0-0 max.): 4-9. BOT CHORD 2x4 DF No.t&Btr G *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 16-17: 2x6 DF No.2 G WEBS 2x4 DF Stud G SLIDER Right 2x4 DF Stud -G 2-6-0 REACTIONS (lb/size) 12=1603/Mechanical, 2=1578/0-5-8 (min. 0-1-8), 18=3509/0-3-8 (min. 0-1-14) Max Horz 2=105(LC 5) Max Grav 12=1662(LC 8), 2=1578(LC 1), 18=3509(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3022/0, 3-4=1597/0, 4-5=-1416/10, 6-7=-315/133, 7-8=-1345/30, 8-9=1732/0, 9-1 0=-2500/0,10-12=3330/0 BOT CHORD 2-20=012767, 19-20=0/2767, 18-19=0/823, 15-18=0/1345, 14-15=0/2276, 13-14=0/3084, 12-13=0/3084 WEBS 3-20=0/470, 3-19=1449/5, 5-19=0/1053, 5-18=-1483/4, 6-18=0/1400, 7-18=-3383/0, 8-15=0/1331, 9-15=1219/0, 9-14=0/687, 10-14=874/53, 10-13=0/380 NOTES 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) 180.01b AC unit load placed on the bottom chord, 26-0-0 from left end, supported at two points, 5-0-0 apart. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Refer to girder(s) for truss to truss connections. 11) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any, other live loads. 12) Graphical purtin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. AWAREM-Yerifrdesignparawtersand REM ADTFSON7dtfSAiY➢1f29f20.t889W..YSf Design valid for use only with Milek connectors. This design is based any upon porameters shown, and 6 for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the buildina designer. For aeneral guidance reaardina from Truss Plate Institute, 781 N. Lee QROF ESS/pN SOON 2 i U C 074486 c rn * P 2-31-15 9TFOF C March 19,2014 M7ek' Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 3117 A R41606331 3117_A_ T1K-Cond2 HIP 1 2 Job Reference (optional) - ettw ' _u s dal"zul4 ml l ex lnausules, Incl. I ue Mar i V 13:1 r:4r 2u14 Pagel ID: IUKOyQYzmzBOzGgsMjQH7zNRLd-DB_F4YyhgKzol5Zbgl ortWjj9WHnLg331 kJOKbkzZfkl -1- - 4 D-0 5- 2 0 8- - 32-6-0 ao -2-0 7-10� 6.11-12 3-7-0 3-7.0 2-0-0 42-0 4�-0 6-11-12 6tr4 _ 412 = 5x6 2x4 I1 4.00 12 4x4 = � 4x8 = 6x8 = 8x12 = Scale = 1:84.6 28 29 20 30 19 31 32 33 18 17 34 35 36 37 1615 38 1439 40 13 41 M _ 2x4 11 22-0-0 5x8 = 4TIiB = 4x4 = 4x4 = 5x6 = 3,6 = 2x4 11 5x6 I I 04 = 4x4 = 7-10-4 1 14-10-0 22-0-0 29-10-8 32�-0 39.5.12 46-0-0 7-10-d 6-11-1 7- -0 7-10.8 -7-8 6-11-t 6-64 Plate Offsets (X,Y): [9:0-7-4 Edge][15:0-3-0,0-3-01, [19:0-2-8 0-3-01 LOADING (psf) SPACING 3-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.97 Vert(LL) -0.14 15 >999 480 MT20 2201195 TCDL 14.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.45 13-14 >637 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.42 Horz(TL) 0.10 12 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix-M) Wind(LL) 0.08 14-15 >999 240 Weight: 493 lb FT = 20% LUMBER BRACING [MCT[ TOP CHORD 2x4 DF No. I&Btr G `Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except 4-9: 2x6 DF SS 2-M oc purlins (6-0-0 max.): 4-9. BOT CHORD 2x4 DF No.1&Btr G *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 16-17: 2x6 DF No.2 G WEBS 2x4 DF Stud G SLIDER Right 2x4 DF Stud -G 2-6-0 REACTIONS (lb/size) 12=1603/Mechanical, 2=1578/0-5-8 (min. 0-1-8), 18=3509/0-3.8 (min. 0-1-14) Max Horz 2=105(LC 5) Max Grav 12=1662(LC 8). 2=1578(LC 1), 18=3509(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3022/0, 34=1597/0, 4-5=-1416/10, 6-7=-315/133, 7-8=1345/30, 8-9=-1732/0, 9-10=-2500/0, 10-12=-3330/0 BOT CHORD 2-20=0/2767, 19-20=0/2767, 18-19=0/823, 15-18=0/1345, 14-15=0/2276, 13-14=0/3084, 12-13=013084 WEBS 3-20=0/470, 3-19=1449/5, 5-19=0/1053. 5-18=1483/4, 6-18=0/1400, 7-18=3383/0, 8-15=0/1331, 9-15=1219/0, 9-14=0/687, 10-14=-874/53, 10-13=0/380 NOTES 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) 180.01b AC unit load placed on the bottom chord, 26-0-0 from left end, supported at two paints, 5-0-0 apart. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other jive loads. 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Refer to girder(s) for truss to truss connections. 11) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconclrrent with any other live loads. 12) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. dWARFfftiG-Ilsdffrtesignparametersand R&M MJ7FSON?HrSAtef1K2tZEDNFIEKR€FFREWEPAGE HIE-7473rt.cIf29j2at889;O MF.. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. � Applicability of design parameters and proper incorporation of component Is responsblity of building designer- not truss designer. Bracing shown t a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the I t erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding •a•••:- :--•••,fa6reatiamqual'dyvvailabee�sge�sPlat �rc•^k_+srw+d'bracing- 4and#Ki51•Be64ss penc:rl- ..�..�. �_.-.�... - "757 "t -cR'C Safety InformaRon available from Truss Plafe Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, ifSw i FMksratb"k °- Vgues sve. n.M12WA lwAf C Job Truss Truss Type Qty Ply 3117 A R41608332 3117 A_ - T1L Hip 1 1 Job Reference (optional) amc, inuio, oA - vZ u3 7.430 s Jul zb 2013 MITeK Inaustnes, Inc. Tue Mar tfS 13:17:49 2014 Pagel ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-9a6?VE xMyDW Pj_nSgJzxodT4NH8rUKCdtRgdzZikG - - 0-4 - -2- 7-10-4 6. 2' 3-11-14 4-1-11 4.00 12 5x6 = 3x6 4 5 5x6 = 3x6 = 5x6 = 6 7 8 Scale = 1:84.5 4x6 = 18 17 19 76 20 21 22 15 23 14 24 13 25 12 26 4x8 II 2x4 It 7x10 = US = 5,6 = 3x10 = 2x4 II 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 ISC2009/TPI2007 LUMBER TOP CHORD 2x4 DF No.18Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G SLIDER Right 2x4 DF Stud -G 3-4-15 CSI DEFL in (loc) I/deft L/d PLATES GRIP TC 0.50 Vert(LL) -0.24 15-16 >999 480 MT20 220/195 BC 0.87 Vert(TL) -0.47 2-17 >559 240 WB 0.94 Horz(TL) 0.04 11 n/a n/a (Matrix) Wind(LL) 0.04 2-17 >999 240 Weight: 218 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or4-11-7 oc puffins, except 2-0-0 oc purlins (6-0-0 max.): 4-8. BOT CHORD Rigid ceiling directly applied or 5-8-3 oc bracing. REACTIONS (lb/size) 11=780/Mechanical, 2=778/0-5-8 (min. 0-1-8), 15=2609/0-3-8 (min. 0-2-13) Max Horz 2=60(LC 5) Max Uplift2=20(LC 3) Max Grav 11=828(LC 8), 2=811(LC 7), 15=2609(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1373/1, 3-4=-445/58, 4-5=-355/65, 5-6=0/1347, 7.8=817/73, 8-9=-913/65, 9-11=1583/0 BOT CHORD 2-17=0/1224, 16-17=0/1 224,15-16=-421/7, 14-15=-1302/0, 12-13=0/1411, 11-12=0/1411 WEBS 3-17=0/400, 3-16=951/2, 5-16=0/1028, 5-15=-1380/0, 6-15=-140113, 6-14=0/1635, 7-14=-955/18, 7-13=0/930, 9-13=676/16, 9-12=0/364 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end,verticel left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard QROF ESS/Soo pN ti LU C 074486 m i *\ IEX, �12 31-15 J* March 19,2014 Ai7ARK&G-VedfydesignparamEtesand REM ADFFSONIMSAN7AU-190f4RFFFREAaA5Ekilt-7473leaV29120.14&MV119 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and B for an individual building component. ��R Applicability of design parameters and proper incorporation of component a responsibility of building designer- not truss designer. Bracing shown a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resporuibillity of the MiTek" erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding •••.._ - --+, ••....>+fabriaafro�gea yy+aon9�Mstoeage-ciH'a reciion and,br�ertart4S8�9 dd�6!-0sgd3ngComponen4.'�.._�-....,...-..s._ Teel-iSn"E'�fi NSafely Informo8on available from Truss Plate Irufitute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 In" n:+&>L ferebaWis d.thed r >uc: C)&MI12MA bvALS'G Job Truss Truss Type Qty 3117 A R41608333 3117_A_ T1M Hip 1 JPIY 1 Job Reference (optional) r.cau s 3 Li cull ml l muusules, Inc. 1 ue mar 1 a 1J:1 vw Lui4 rage 1 1 D:_I U KOyQYzmzBOzGgsMjQ H7zN RLd-dmg Nia?Z7FL N rZIALALYVBLnj UjktLpTR Hd_C3zZfkF -0 12:3 58 3 0 -2- 7-10-4 41-t2 SO-0 51-13 3-414 6!3 3.32 41-14 6Fr2 5x6 = 4.00 12 3x10 = 4 5 h V a Scale = 1:84.5 2x4 II 5x6 = 5x6 — 3x6 = 6 7 8 9 0� 4x6 = 20 t9 21 18 22 17 23 16 24 15 25 14 26 13 27 4x8 II i 2x4 11 22 Al0 = 5x6 = 3>S10 = 5x6 __ 3x10 = 2x4 II :. I LOADING (psf) SPACING 2-M TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code IBC2009/TPI2007 LUMBER TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No. 1&Btr G WEBS 2x4 DF Stud G SLIDER Right 2x4 DF Stud -G 3-4-14 CSI DEFL in (loc) I/deft Ud PLATES GRIP TC 0.53 Vert(LL) -0.21 2-19 >999 480 MT20 220/195 BC 0.85 Vert(TL) -0.46 2-19 >577 240 WB 0.74 Horz(TL) 0.05 12 n/a n/a (Matrix) Wind(LL) 0.04 2-19 >999 240 Weight: 218 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 4-9-10 oc pudins, except 2-0-0 oc pudins (6-0-0 max.): 4-9. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 12=794/Mechanical, 2=788/0-5-8 (min. 0-1-8), 16=2544/0-3-8 (min. 0-2-11) Max Horz 2=53(LC 5) Max Uplift2=17(LC 3) Max Grav 12=828(LC 8), 2=810(LC 7), 16=2544(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1364/0, 3-0=683/39, 4-5=-598/43, 5-6=0/1511, 6-7=0/1511, 7-8=-303/65, 8-9=998/39, 9-10=-1097/35, 10-12=-1562/0 BOT CHORD 2-19=0/1213, 18-19=0/1213, 15-16=513/0, 14-15=0/804, 13-14=0/1388, 12-13=0/1388 WEBS 3-19=01396, 3-18=745/0, 5-18=0/880, 5-17=0/348, 5-16=1682/0, 6-16=258/31, 7-16=1517/0, 7-15=0/1023, 8-15=845/13, 8-14=0/384, 10-14=-490/24, 10-13=0/338 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by I-M wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20 % has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 2. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. LOAD CASE(S) Standard QROFESS/pN\ SOO � 2 i U C 074486 G)m t *� E�� -31-15 �* March 19,2014 A► WARNIAG -Verity design parameters and READ M TFS ON THIS AN ftntA:Fli MITEK9FFFRRKf AVF 14IL-7473 rec 1/29fJV14 APUMLISE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown I, for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the �7®k• erector. Additional permanent bracing of the overall structure a the responsibility of the building designer. For general guidance regarding >�. _ .�w—+.tabriaaSiorr:gediiycor+ptrcl,deliveryrereoti�rar�brucnag�ewrseAf"rA11Slf�li'Qaalf{y'fdlede,'p6Pi8Prtne1YBES1-Be0ding fomponenf,.....-.,..- ."7779'V'ieih}6�lrRL�e, $`u Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 #`Saarthesai+lise[S knobeWiss eyS,�des�.aahses arclsso.�efi�.es➢sle 06/01MIa hVAGSC Job Truss Truss Type Qty Ply 3117 A R41808334 3117 A_ TIN Hip 1 1 Job Reference (optional) o ... u,ss-e<zuu n.44u s duizazu16miieKmausnnes,mc. i uemar1a1J:1c51zu14 rage1 I D:_I U KOyQYzmzBOzGgsMjQH7zN R Ld-5yEmwwOCtZTEDitMvtsn2Mtyju4M cmSdfxMYkVzZfkE - 7- 0-5 0.0 0. 6- 4 -2- 7-10.5 2-1-11 3-0-1 6-0.3 3-1-14 310.13 7-0-1 3-e-0 2-1-13 6-rr3 4.00 r12 5x6 = 5x6 = 5x6 = Scale = 1:84.5 3 4x6 — 21 20 22 t9 23 18 24 17 25 16 26 15 27 14 28 4x8 II 2x4 11 3x10 5x6 = 3x10 = 5x8 = 3x10 =2x4 II LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code IBC2009/TPI2007 LUMBER TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF Stud G SLIDER Right 2x4 DF Stud -G 3-4-14 CSI DEFL in (loc) I/defl L/d PLATES GRIP TC 0.58 Vert(LL) -0.2116-17 >999 480 MT20 220/195 BC 0.83 Vert(TL) -0.43 2-20 >618 240 WB 0.84 Horz(TL) 0.05 13 n/a n/a (Matrix) Wind(LL) 0.04 2-20 >999 240 Weight: 211lb FT=20% BRACING TOP CHORD Structural wood sheathing directly applied or 4-10-14 oc purlins, except 2-0-0 oc pudins (5-8-12 max.): 4-10. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing Except: REACTIONS (lb/size) 13=804/Mechanical, 2=802/0-5-8 (min. 0-1-8), 17=2520/0-3-8 (min. 0-2-11) Max Horz 2=47(LC 5) Max Uplift2=-15(LC 3) Max Grav 13=827(LC 8), 2=815(LC 7), 17=2520(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1391/0, 3-4=953/13, 4-5=-832/9, 5-6=-251/106, 6-7=0/1756, 7-8=0/1756, 8-9=543/29, 9-10=-1192/7, 10-11=1290/9, 11-13=1555/0 BOT CHORD 2-20=0/1240, 19-20=0/1240, 18-19=0/627, 17-18=689/0, 16-17=384/0, 15-16=0/1140, 14-15=0/1380, 13-14=0/1380 WEBS 3-19=-660/9, 4-19=-9/348, 5-19=01375, 5-18=-848/17, 6-18=0/1013, 6-17=1527/0, 8-17=-1768/0, 8-16=0/1064, 9-16=824/34, 9-15=-6/261, 10-15=-2/299, 11-15=-371/48, 11-14=-78/301, 3-20=01411 6-0-0 oc bracing: 17-18,16-17. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x6 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas when: a rectangle 3-6-0 tall by 1-M wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. 10) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard 4ROF ESS/0N\ SOON CO i C 074486 c E� 131-15 �* March 19,2014 4LWAWAS-Verftfdesignparametersand REM ACTESON7NNAtRJ6YR.t EGA4dii7CRiER71f�AA:EMdr-7473me.it2/20.14RBSORftl5E Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. ��R Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during constructionis the responsibillity of the �110k• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding +�+�iabrksofioes+que!it•7=coa7ot: storoge�dalivery,oesec}iomand�braeing;,e�lrin•{p�=: Atlbt{#Yl�k@uvfltpfe�4e�+o;95B-89�and66�8kBulMierp�ompasmyaY��+..-,+..�.:—+°.._ B�ar�.C-L�SuA'0„fG9.•--,•--r. Salefy Inlormotton available from Truss Pla}e Irutitute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 0610212 AbVAUr Cltms Heights, CA, 95810 '5wttNecePFne %+ L. t3c�" v, ue�. Job Truss Truss Type oty Ply 3117 A R41608335 3117_A_ TIO Hip Girder 1 2 Job Reference 0 tional 13MG, Irmo, CA-82203 8-0-0 ' 2-3-15 ' 4-7-15 4.00 12 5x61 6-11.14 I 3 4 5 4-7-15 ' 2-5-12 ' 5b14 54 = 1 ar 6 7 2 NI�1 d 4x6 — 26 21 27 20 28 19 29 18 30 17 22-0-0 5x6 = I 4x6 = r.nau s'Nc eu,a mnex mausines, m . i ue manoage, zGgsMjQH7zNRLd-WXvuYy24AUrp4 cxa?QUg_VY15BFpGF3LvbCLgz7fkB 32-4-4 37+39,-0 46-0-0 i 4-7-13 4-7-13 2-3-15 6-8-0 Special Special Special Special Special 8 22 9 23 24 25 10 31 1632 33 34 1535 36 37 5x6 = Special Special Special Special Special Scale = 1:84.6 ;w S-8 0 12 0 =3 TY N ltl� 38 5x6 11 Plate Offsets (X,Y): f7:0-3-00-3-01, j16:0-2-12 0-3-0) 119:0-3-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.25 Vert(LL) -0.11 2-21 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.43 Vert(TL) -0.23 2-21 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.26 Horz(TL) 0.03 13 n/a n/a BCDL 10.0 Code IBC2009ITP12007 (Matrix) Wind(LL) 0.02 2-21 >999 240 Weight: 410 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2x4 DF No.1&Btr G 2-0-0 oc purlins (6-0-0 max.): 3-11. WEBS 2x4 DF Stud G `Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 11-14: 2x6 DF No.2 G SLIDER Right 2x4 DF Stud -G 3-3-13 REACTIONS (lb/size) 13=851[Mechanical, 2=799/0-5-8 (min. 0-1-8), 18=255610-3-8 (min. 0-1-8) Max Horz 2=41(LC 5) Max Uplift 13=23(LC 4), 2=-5(LC 3) Max Grav 13=863(LC 8), 2=801(LC 7), 18=2556(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1361/0, 34=1216/0, 4-5=-806/0, 5-6=-70/390, 6-7=0/2185, 7-8=0/818, 8-9=833/109, 9-10=1491/118, 10-11=1486/112, 11-13=1663/109 BOT CHORD 2-21=0/1215, 20-21=0/1001, 19-20=0/444, 18-19=1162/29, 17-18=2104/6, 15-16=-72/1311, 14-15=66/1620, 13-14=45/1484 WEBS 7-18=1393/36, 6-18=1472/0, 6-19=0/1164, 5-19=1037/17, 5-20=0/549, 4-20=-461/17, 4-21=-31/342, 8-17=-1389/62, 8-16=01922, 9-16=729/44, 9-15=0/375, 7-17=0/1697, 11-14=0/352, 10-14=291/47 NOTES 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. OF ESS/ 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 O4R O�9 `F 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. �� sooty 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) Provide adequate drainage to prevent water ponding. Uj C 074486 M 6) All plates are 3x6 MT20 unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. E 12-31-15 8) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will * fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. �TEOF 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13, 2. L\Ffl� 12) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. March 19,2014 A MAffiMi-Verftr desip Para 1 .0?rs and REM ROTES ON TH19 AM [A U..11SED KZVKR1":T£RFA4E FAGS 0417-7473 rec 112V20.td &SIM E. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown h for lateral support of individual web members only. Additional temporary bracing to insure stability during construction's the responsiullity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding WOW ._-fabrtosltm"qadiity,controHWeregeW-ehvery:*erectionsand-bracing, consvll, 7777-T4MMtY,;llE-5��.�� ........ Safety Information available from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95'S uc,..rsr.e,..ar..,serata,....z�...�rs ",.a.r� .wea�a,...... �.m..w....m..,�xa..a� ncrra rang a w., ara+ Job Truss Truss Type Qty Ply 3117 A R41606335 3117_A_ T10 - Hip Girder 1 2 Job Reference (optional) t3m0, Indio, CA - M03 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 13:17:54 2014 Page 2 ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-WXvuYy24AUrp4Acara?QUg VY15BFpGF3LvbCLgzZfkB NOTES 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 12 lb up at 30-8-12, 2 lb down and 13 Ib up at 31-3-4, 8 Ib down and 15 lb up at 33-3-4, 8 lb down and 15 lb up at 35-3-4, and 8 lb down and 15 lb up at 37-3-4, and 111 lb down and 51 lb up at 394-0 on top chord, and 57 lb down and 22 lb up at 30-8-12, 13 lb up at 31-34, 13 lb up at 33-34, 13 lb up at 35-3-4, and 13 lb up at 37-34, and 12 lb down and 19 lb up at 39-34 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-68, 3-11=68, 11-13=68, 2-13=20 Concentrated Loads (lb) Vert: 10=-8(F) 11=-71(F) 14=19(F) 22=2(F) 23=2(F) 24=-8(F) 25=-8(F) 32=-57(F) 33=13(F) 35=13(F) 36=13(F) 37=13(F) d Y M AG - Verify nl sj yn paraaw.ters and REM W IFS ON THU AN M..ULF& NITFXREFERMT Mr&.. N11-7473 tec .VZ.V20.14 &TW.ISF Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the 11®k� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding +----fvb4=fiom goa8trecmirel storesge.-deWerf,-zrestimr nd,bracing. cn"66IHtro Piing.Gamponenf.,+•—�eiifs " itCr.Y69,•�•,•— •., Solely InformaBon available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 85610 M`Snu S e haeS>es'is tifsa.�.e2,+n:«au anc xen.yt,.>�,. a =JAIFIMn r,..-Asg 9 Job Trus Truss Type ty Ply 13117A R41608336 3117 A T2A Common 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 13:17:55 2014 Page 1 I D:_I U KOyQYzmzBOzGgsMjQ H7zN R Ld-JTGm H3ixozgiKA78jxj CC2h FVQyYfACaZKRHzZfkA -1-2-D i 5-0-13 10.1-12 15-4-0 20�-4 253.3 30.&0 1� 0 5-4-13 4-8-15 5-2-4 5.2.4 F5-4-13 4x6 = Scale = 1:53.9 oxo — 3x4 = 3x4 = 5x8 = 3x4 = 2x4 II 7-9-0 15-4-0 2113 30-8- 7-M 7_7_n "I.22-3.8 :� 5112, Plate Offsets (X,Y): (2:0-0-13,Edgel, 18:0-1-5,Edgel, i11:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) -0.23 11-12 >999 480 TCDL 14.0 Lumber Increase 1.25 BC 0.85 Vert(TL) I -0.40 2-12 >660 240 BCLL 0.0 Rep Stress Incr NO WB 0.54 Horz(TL) 0.04 10 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix) Wind(LL) 0.03 12 >999 240 LUMBER BRACING TOP CHORD 2x4 DF No.l&Blf G TOP CHORD BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD WEBS 2x4 DF Stud G REACTIONS (lb/size) 8=80/Mechanical, 2=941/0-5-8 (min. 0-1-8), 10=175110-3-8 (min. 0-1-14) Max Horz 2=64(LC 5) Max Uplif:8=39(1_C 7), 2=1(LC 3) Max Grav 8=293(LC 19), 2=941(LC 1), 10=1751(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1921/0, 3-4=1590/0, 4-5=-642/12, 5-6=643/17, 6-7=0/968, 7-8=-19/454 BOT CHORD 2-12=0/1 763,11-12=0/1193, 10-11=-279/8, 9-10=400/22, 8-9=-402/20 WEBS 6-11=0/1000, 6-10=-1483/0, 7-10=-661/16, 4-11=776/22, 4-12=0/602, 3-12=-372/58, 7-9=0/336 PLATES GRIP MT20 220/195 Weight: 133 Ito FT = 20% Structural wood sheathing directly applied or 4-7-1 oc purlins Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 2. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Q�pFESS/pN� S00/�/ O��C�G' ro i LU C 074486 *` EXyn^-31-15 /* 4F March 19,2014 A W4RMAtG -Vedfy destga paraaw.r2ra and REM W TES ON WIS AFC VU..0P, Nf7FKRFFEREMT PAGE MIT-747.1 re T j29j?O.id9f uvw.. Design valid for use only with MTek connectors. This design 6 based only upon parameters shown, and is for an individual building component. Appticabildy of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members any. Additional temporary bracing to insure stability during construction's the responsibility of the Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding WOWerector. —._fabiir;vfierrrgecliij ge mpon f-..--�-- �:'9TirGrc�eh3&5P C�IIE`SiaTe T09�"•"""'•_. SZM Informollon available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria. VA 22314. tr'SolttlaexstPartie benlb"15 t8cdesfyn5 art: -pie 4Mla bVALW Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 3117 A R41608337 3117_A_ T28 Common 1 1 Job Reference (optional) �^ •• •• - ^��+ soles, mc. i ue mar is i sa roo [urq rage r ID_IUKOyQYzmzBOzGgsMjQH7zNRLd-Swlfzd3Ki55XKUIKhQSylPbgzvlBH6VMpD4JPjzZfk9 -1-2-0 r541133 I 20.6-4 5-2-41-20.2 25-33 30.8-0 , 4.8-15 5-0-13 18 3x10 = 3x4 = 4x6 = 5 10 6x10 MT20H = 3x4 Scale = 1:54.0 r 7-9-0 15-4-0 22-11-0 30-8-0 7-9-0 7-7-0 7-7-0 7-9-0 Plate Offsets (X,Y): (10:0-5-0,0-3-8) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.27 9-10 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.92 Vert(TL) -0.70 9-10 >525 240 MT20H 165/146 BCLL 0.0 ' Rep Stress Ina NO WB 0.53 Horz(TL) 0.22 8 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix-M) Wind(LL) 0.21 9-10 >999 240 Weight: 131 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.t&BtrG BOT CHORD 2x4 DF No.t&BtrG WEBS 2x4 DF Stud G REACTIONS (lb/size) 8=1348/Mechanical, 2=1433/0-5-8 (min. 0-2-4) Max Horz 2=193(LC 14) Max Uplift8=-617(LC 12), 2=646(LC 9) Max Grav 8=2038(LC 7), 2=2123(LC 8) BRACING TOP CHORD Structural wood sheathing directly applied or 2-7-14 oc puffins. BOT CHORD Rigid ceiling directly applied or 4-10-2 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=5300/1854, 3-4=4332/1166, 4-5=2885/620, 5-6=-2865/600, 6-7=-4281/1108, 7-8=5237/1782 BOT CHORD 2-11=1928/5125, 10-11=1884/4624, 9-10=1829/4605, 8-9=1779/5020 WEBS 5-10=0/970, 6-10=772/59, 6-9=0/547, 7-9=379/113, 4-10=-743/33, 4-11=0/542, 3-11=346/86 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-" wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=617, 2=646. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonooncurrent with any other live loads. 10) This truss has been designed for a total drag load of 4100 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 8-0-0 for 512.5 pH. LOAD CASE(S) Standard diAW&G-Vefffrdi?54nSarame.mrs and UACAID TES ONIWSAftiSYi.IN:ffNITFKRFFfREW..AC7Nif-7473me..112.V2AtdI PF.tf•5F Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an indvidual building component. Applicability of design parameters and proper incorporation of component is responsibly of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability, during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardng ��•toferiootiarquaNtyeowlxsl;•steaegerdelivery; ematien nchbraeing,-O—.u{- -AAr9F PA-QadXf 86M*8 a7mKC6pB.4•9fwgComponents— Safety Informa0on available,from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. QROFESS/p�, S00/� LU C 074486 * E 12-31-15 Sj IV 9rFOF March 19,2014 �LR MiTek` „�'•- '�'Y/T7�° r�ar�.-c"firf@','SSih� io5'�"°-" _..� Citrus Heights, CA, 95610 Truss pe ty Ply 3117 AR417 P F--'u-S-S--' A T2C 2 1 Job Reference (optional) o , Irl , n eLLW Lgiu s JUI LJ Culi mi I ex Inu-mes, Inc. I ue mar 1 o 13:1 voi zulq rage 1 ID_IUKOyQYzmzBOzGgsM)QH7zNRLd-w6b1 Bz4yTPDOxdKWFBzBHd7OfJ4TOZpV2tpsy9zZfk8 n1-2-0 Sh-13 10.1-12 15-4-0 f 20.6-4 1-2-0 5-4-13 4-8-15 5-2-4 5-2-4 4.8-15 5-4-13 4x6 = 3x4 = 4x6 = 10 " 5x8 = 3x4 = Scale = 1:53.7 4x6 = 1 7-9-0 i 15-4-0 22-11-0 30-8-0 7-9-0 7-7-0 7-7-0 7- 0 � Plate Offsets (X,Y): f10:0-4-0,0-3 0] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) -0.26 9-10 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.98 Vert(TL) -0.69 10-11 >529 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.53 Horz(TL) 0.17 8 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Wind(LL) 0.09 10-11 >999 240 Weight: 131 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD BOT CHORD 2x4 DF No.1&Btr G BOT CHORD WEBS 2x4 DF Stud G REACTIONS (lb/size) 8=1327/0-5-8 (min. 0-1-8), 2=1430/0-5-8 (min. 0-1-8) Max Horz 2=64(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3368/0, 3-4=3061/0, 4-5=-2161/0, 5-6=-2160/0, 6-7=-3081/0, 7-8=-0385/0 BOT CHORD 2-11=013125, 10-11 =0/261 0, 9-10=0/2618, 8-9=0/3155 WEBS 5-10=0/963, 6-10=763/29, 6-9=0/586, 7-9=354/68, 4-10=-754/25, 4-11=0/579, 3-11=339/62 Structural wood sheathing directly applied or 3-3-13 oc puriins Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard QROFESS/p�, soaN 0 C 074486 c m * E 12-31-15 �TgTFOF C' March 19,2014 A tlAfiNfl4fi-Verifrdesip parante.wrs and READ ACTES ON THIS AN M171EED NI7EK RWfi:REM I AAGE NfT-7473 ML �J29j29.td8ffDNEiJS£ Design valid for use only with MTek connectors. This design B based any upon parameters shown, and B for an individual building component. � Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members any. Additional temporary bracing to insure stability during construction 6 the responsibillity of the WOW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding febricatioR,�gealis avatroltet from Truss i laNrezeatie, 781 N. Lee Street, 312. Alexandra, �sePsT®SS•9R�9@RJ51iuBdtngCo7Fr"�nesaM.a-«,,...--.,..:. "i/77� efL'�dt30'ok'Car u f6Y"`.-'"a.'"�.. c".. Solely Informaltois available from Truss Plate Institute, 781 N. Lee Sfreet, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 `SotM+;r�arm. OSMlf�i9.la�••14ESC 9 s 1. Job Truss Truss Type Qty Ply 3117 A R41808339 3117 A_ T2D Hip 1 1 Job Reference (optional) a i ..... \.q - aGGus /.43U S JUI 25 2U13 Mi I eK Inaustnes, InC. Tue Mar 18 13:17:58 2014 Pagel ID_IUKOyQYzmzBOzGgsMjQH7zNRLd-019POJ5bEjLEZnviprUQggg7uiOulysfGXZPUbzZfk7 -1-2-0 7-4-7 + 14.0.0 16-8-0 I 23-3.9 30.8-0 1-2-0 7.4-7 6-7-9 2-8-0 6-7-9 747 4x6 = 6x8 = 4x6 = 11 - 10 9 8 2x4 II 6x8 = 3x10 = 2x4 11 7-4-7 14-0.0 23-3-9 30-8-0 7-4-7 6-7-9 -8-0 6-7- ____7-4-7. LOADING (py� SPACING 2- 0 CS' TCLL 20.0 Plates Increase 1.25 TC 0.64 TCDL 14.0 Lumber Increase 1.25 BC 0.96 BCLL 0.0 ' Rep Stress Incr NO WB 0.80 BCDL 10.0 Code IBC2009/TPI2007 (Matrix) LUMBER TOP CHORD 2x4 DF No.18Btr G BOT CHORD 2x4 DF No.18Btr G WEBS 2x4 DF Stud G REACTIONS (lb/size) 7=1327/0-5-8 (min. 0-1-8), 2=1430/0-5-8 (min. 0-1-8) Max Horz 2=60(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3299/0, 3.4=-2386/0, 4-5=-2186/0, 5-6=-2388/0, 6-7=3320/0 BOT CHORD 2-11=0/3047, 10-1 1=013047, 9-10=0/2184, 8-9=0/3069, 7-8=0/3069 WEBS 3-11=0/401, 3-10=-923/1, 4-10=0/530, 5-9=0/430, 6-9=-945/12, 6-8=0/404 DEFL in (loc) I/deft L/d Vert(LL) -0.19 2-11 >999 480 Vert(TL) -0.5810-11 >630 240 Horz(TL) 0.18 7 n/a n/a Wind(LL) 0.09 10 >999 240 BRACING TOP CHORD BOT CHORD Scale = 1:55.6 4x6 = PLATES GRIP MT20 220/195 Weight: 132 lb FT = 20 % Structural wood sheathing directly applied or 3-0-3 oc puffins, except 2-0-0 oc purlins (4-3-12 max.): 4-5. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) Graphical pufin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. LOAD CASE(S) Standard Q ,oFESS/O/V soON 0 c 2 LIJ i C 074486 c rn * EX 12-31-15 \�TEOF in March 19,2014 A WARM - Venfirde-544 param .w-n and RM NJ7FS ON 7W9 AM [Nail= NI7FKR;FERMT PAGE MIT-7473 rec .T fi9f20.td &TMF. 15F. Design valid for use only with Mnek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown ;� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsiblllity, of the Ml F erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding -+-bNfabkoefi�gaclihy:erm}sebs'�+esg.Rdcifacay,-erociicr�md-Svc?�covrulMsFa'761F6?:+l�ar�k9'Lk§lieu,`a,��99-an3it£Sl�m�oanpoam}+�-..---....s..o,...-_-- �7%7iC3r'�`csSTo"�Ti �YI�; S"Oife°l`dW��"_._••.^ Safety Informa8on available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. N"Sauffifvfk01._ Eml-dmrae- - Arn..ies7'.w,vnq-- • nc fansa a.,- Citrus Heights, CA, 95610 46 Job Truss Truss Type Qty Ply 3117 q ^- R41808340 3117_A_ T2E Hip 1 1 Job Reference (optional) a." main, oA - u"us _ f.430 s Ju125 2013 Ml lex maustnes, Ina. rue Marta 13:17:59 2014 Pagel I D:_I U KOyQYzmzBOzGgs Mj Q H7zN R Ld-sVinbf6D?OT5 BxUvNY?gM2DG76m D UXzoV BlzO2zZfk6 0 I 23-3-8 8-0201 30.'+11--120.-0112--0 48 687-4 Us = 4x6 = ' N ' v in �1 6 4x6 = 12 11 10 9 2x4 I 5x8 = 3x10 = 2x4 II Scale = 1:56.4 4x6 = 7-4-8 12-0-0 18-8-0 23-3.8 30-8-0 74-8 4-7-8 68-0 4-7-8 7-4-8 Plate Offsets(X,Y): [11:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.74 Vert(LL) -OA9 10-11 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.65 10-11 >556 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.30 Horz(TL) 0.17 7 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Wind(LL) 0.09 10-11 >999 240 Weight: 130lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-9-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G 2-0-0 oc pudins (3-9-0 max.): 4-5. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1427/0-5-8 (min. 0-1-8), 7=1427/0-5-8 (min. 0-1-8) Max Horz 2=49(LC 5) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3257/0, 3-4=-2638/0, 4-5=-2451/0, 5-6=2639/0, 6-7=-3256/0 BOT CHORD 2-12=0/3003, 11-12=0/3003, 10-11=0/2450, 9-10=0/3003, 7-9=0/3003 WEBS 3-12=01373, 3-11=-634/16, 4-11=0/517, 5-10=0/459, 6-10=-633/17, 6-9=0/373 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. RQFESS/� Q N SOOM LOAD CASE(S) Standard OO LU C 074486 M 12-31-15 * �1TgTFOF C March 19,2014 A i9AW&G-Verffrdes4a paraaleters and REAL MTFS ON?Hrg AM) fN2.08, 14MKREFERE14MACE Kff-7473 rec llnI2 ti4119MLM. 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 WOW +---•�^ . - •^=•,•iabricatian;•gecllCr>:c�ndrel:sia+aga-�!ivory;ereetiamunchbrec-islgNeensn,#>,...A410Ngpyy�¢e{.!bp�{rerla<BSB��8uk�4,•rg Eomponen4.-..,,., •�->.v_,.K >"7FP7 �r�'NtlScRi`dit�,''S'�7S'ta-f0'�",.r."'.•+.•'• Satefy Informa8on available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria. VA 22314. M Snlisia #B'neEt3s#iss ter; � thednsfma.vslar uw.lmw.nsiseek-MAIMPM1 4 twts Citrus Heights, CA, 95610 i0 Job Truss Truss Type Qty Ply 3117A R41606341 3117 A_ T2F Hip 1 1 Job Reference (optional) BMC, Indio, CA- 92203 7.430 s Jul 25 2013 MTek Industries, Inc. Tue Mar 18 13:18:00 2014 Page 1 I D:_IUKOyQYzmzBOzGgsMjQH7zNRLd-LhG9p?7rmKbyo535wGXvvFIRCW6tDxRxk2 WYUzZfk5 110T I 20-8-0 i + 30-6-0 311 +275-4-0 7-4-7 --120-0-Q 4x4 = 4.00 12 3x10 = 4x4 = Scale = 1:56.4 4x6 = 15 t4 16 13 17 12 18 11 19 10 20 4x6 = 2x4 II 300 = 5x6 = 3x10 = 2x4 II 7-4-7 10-0.0 15-4-0 I 20-8-0 233s 30-8-0 Plate Offsets (X,Y): (12:0-3-0,0-3-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.72 Vert(LL) -0.18 12 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.93 Verl(TL) -0.63 12-13 >578 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.47 Horz(rL) 0.18 8 n/a n/a BCDL 10.0 Code IBC2009frP12007 (Matrix) Wind(LL) 0.11 12 >999 240 Weight: 133 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD BOT CHORD 2x4 DF No. 1&Btr G WEBS 2x4 DF Stud G BOT CHORD REACTIONS (lb/size) 2=1427/0-5-8 (min. 0-1-8), 8=1427/0-5-8 (min. 0-1-8) Max Horz 2=43(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3265/0, 34=2858/0, 4-5=-2663/0, 5-6=-2663/0, 6-7=2858/0, 7-8=-3265/0 BOT CHORD 2-14=0/3011, 13-14=0/3011, 12-13=0/3148, 11-12=0/3148, 10-11=0/3011, 8-10=0/3011 WEBS 3-13=-525/17, 4-13=0/663, 5-13=671/0, 5-12=0i364, 5-11=671/0, 6-11=0/663, 7-11=525/18, 3-14=01369, 7-10=0/369 Structural wood sheathing directly applied or 2-10-4 oc puffins, except 2-M oc purlins (3-11-2 max.): 4-6. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 14)-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) Graphical pudin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. LOAD CASE(S) Standard QgpFESS/o '�0 SOON i U C 074486 *� EX12-3 1-15 l* March 19,2014 A► Ill -trerlfydesignparame.rkrs and REM ADTFSON7HtSAMdAYZWEDNITFKRFFERF 7Fs8^uEKff-7473rec.112V201d USE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown WOW �k• is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resporuibillity of the erector. Additional permanent brocing of the overall structure is the responsibility of the building designer. For general guidance regardingMl l —•-��••r faLRiodierrr, .lsoln availa available from Truss i late Institute, 7 cl"i+is'rae Street. - .. tlnzss68�3FCvi1ra4agPcvnponenf, �-.�{ *�..�..rr`7777"i;t�ie'nE�IA-a'1f�'StReiifJ'�� Sorely Informa8on available from Truss Plate Irufitute, 781 N. Lee Sheet Suite 312. Alexandria, n A 22314. • H'Swt�emrcpyitt•[3�##:Atm�ar"�mey�i¢aS..at.�..ssra8�s>�s.�v�e •a•,••a�Q�6XR}gfl2fliIEve¢m Citrus Heights, CA, 95610 ►. Job Truss Truss Type Qty Ply 3117 A R41608342 3117_A_ T2G Hip Girder 1 3 Job Reference 0 tional amu. ma10, GA - uZZU3 f.43U s Jal Zo Zu13 ml I eK in as, Inc. I ue mar 1 is 13:15:02 Z014 Page 1 I D:_IU KOyQYzmzBOzGgsMjQ H7zN RLd-H4OwEh851xsg2 PD U2 hZN_grukKtJhrJ E B9XddNzZfk3 rl 41 -0 8-0.0 I 11-8-14 + 15-4-0 18-11-2 + 22-8-0 26-0.0 30.6.0 31.10.Q 1-2-0 4-&0 3�-0 3-6-14 3-7-2 38-14 34-0 4-8-0 1-2-0 Special Sx6 Special Special = 4.00 12 Special Special 3x10 = Special 2x4 II 3x10 = 5x6 = Scale = 1:56.4 4x6 = 23 18 24 17 25 16 26 2728 15 2930 31 14 32 13 33 12 34 4x6 = 2x4 II 5x8 = Special 2x4 II Special 7x10 = 2x4 II 5x8 = 2x4 II Special Special Special Special Special 4-8-0 r 8-0-0 131-8-8-1144 3 -8-0 48.0 3-7-20 I 37 2 &30 3-0-0 48.0 Plate Offsets (X,Y)r f2:0-3-10,0-0-31, f10:0-3-10,0-0-31, fl3:0-2-12,0-3-81, f15:0-5-0,0-4-81, f17:0-1-11,0-3-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) -0.32 14-15 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.61 Vert(TL.) -0.72 14-15 >502 240 BCLL 0.0 ` Rep Stress Incr NO WB 0.38 Horz(TL) 0.14 10 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.05 15 >999 240 Weight: 482 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF 240OF 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except BOT CHORD 2x6 DF SS 2-M oc purlins (6-0-0 max.): 4-8. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=3142/0-5-8 (min. 0-1-9), 10=2893/0-5-8 (min. 0-1-8) Max Horz 2=38(LC 5) Max Grav 2=4345(LC 17), 10=3627(LC 25) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=12333/0, 3-4=-12964/0, 4-5=12160/0, 5-6=16251/0, 6-7=-16251/0, 7-8=9986/0, 8-9=10653/0, 9-10=-10216/0 BOT CHORD 2-18=0/1 1649,17-18=0/11649, 16-17=0/15087, 15-16=0/15087, 14-15=0/14898, 13-14=0/14898, 12-13=0/9646, 10-12=0/9646 WEBS 3-18=365/3, 3-17=0/915, 4-17=0/3751, 5-17=3599/0, 5-16=0/752, 5-15=0/1589, 6-15=-469/39, 7-15=011819, 7-14=0/2131, 7-13=5954/0, 8-13=0/3161, 9-13=01695, 9-12=268/13 NOTES 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 17-4 2x4 - f row at 0-4-0 oc, member 13-8 2x4 - 1 row at 0-4-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) Graphical pudin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 110 lb down and 13 lb up at 8-0-0, 110 lb down and 13 lb up at 10-0-12, 110 lb down and 13 lb up at 12-0-12, 110 lb down and 13 lb up at 14-0-12, and 110 lb down and 13 lb up at 15-&0, and 110 lb down and 13 lb up at 16-7-4 on top chord, and 1654 lb down at 8-0-0, 303 lb down at 10-0-12, 303 lb down at 12-0-12, 303 lb down at 14-0-12, 303 lb down at 15-4-0, and 303 lb down at 16-7-4, and 2115 lb down at 18-1-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. AWARMM-VedfrdesignparameMr; and REM ADTFSON?Hf$AMfr1U.f[MEGNM. REFEREMYE AGE Niff-7473lea.tf29f20.148riMiSF. Design valid for use only with MOek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the buildina desianer. For aeneral auidance reaardina available from Truss Plate Institute, 781 N. 4. QgpFESS/ON S00l� 0 2 L C 074486 m * P 2-31-15 LP I �P �TFOF C March 19,2014 MiTek' 7977-t9@�t�i�tF'C'4ff@'"Sr�iEB m-.:—es. Citrus Heights, CA, 95610 Job Trus Truss Type Qty Ply 3117 A R41608342 3117 A_ T2G Hip Girder 1 3 Job Reference (optional) BMC, Indio, CA-92203 7.430 s Jul 25 2013 MiiTek Industries, Inc. Tue Mar 18 13:18:03 2014 Page 2 ID_IUKOyQYzmzBOzGgsMjQH7zNRLd-IGyIR09j3F XfYogcO4cXuN3UjDYQiZOQoGA9pzZfk2 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-68, 4-8=-68, 8-11=68, 2-10=-20 Concentrated Loads (lb) Vert: 4=93(F) 17=-723(F) 15=95(F) 6=-93(F) 19=93(F) 20=-93(F) 21=93(F) 22=93(F) 25=95(F) 26=-95(F) 28=95(F) 29=95(F) 31=1422(F) AMARMNG-VerffydesignFarartem-rsand READ fi07FSONTHNAteN MEDMMKRUFRFIXTAAMMIT-7473rec3J29f20.1dB9rmm. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual balding component. Applicability of design parameters and proper incorporation of component B resporublity of building designer- not truss designer. Bracing shown B for lateral support of individual web members any. Additional temporary bracing to insure stability during construction is the respom billity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance reaardina Safely InlormaBon available from Truss Plate Institute, 781 N. Lee t€�"•,"""'S P}hL•. M:'kuramwas ,tlseds sSeiLJrB We] Wek' 9!'7TU'R►eTi6aZRS3 Citrus Heights, CA, Job Truss Truss Type oty Ply 3117 A R41608343 3117_A_ T3A Common Girder 1 2 Job Reference (optional) a." Info, uA - u"u3 1.43U s Jul ZS Z013 MI I eK Inaustnes, InC. Tue Mar 15 13:1B:05 2014 Pagel I D:_IUKOyOYzmzBOzGgsMjOH7zNRLd-hf42siA_asEFvsx2jp64cJTJBXsfu6pgt61HEhzZfkO 43-13 8-4-0 1 10-s-8 13-8-B I z0-So F z4z-0 � 4113 4.00 12 13 .. ._ 12 .. ._ 4.6 = Special 8xl2 = Special Special Special 4x8 11 3 z;r4 11 Scale = 1:49.4 -- - 11 _ 10 -- - -- -- 9 _. _- 8 Special 8xl2 = 6x8 = Special Special 7x10 = 4x6 MT20H = Special Special Special Special Special i 4313 10.5$ 1 L 20-5-0 + 242-0 l 4-3-13 fs1-11 n &R-R �4n LOADING (psf) SPACING 2-0-0 CS' DEFL in (loc) I/deb Ud TCLL 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) 0.16 9-10 >999 480 TCDL 14.0 Lumber Increase 1.25 BC 0.76 Vert(TL) 0.47 9-10 >606 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.78 Horz(TL) 0.07 8 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix-M) Wind(LL) 0.03 10 >999 240 LUMBER BRACING TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD BOT CHORD 2x6 DF SS WEBS 2x4 DF Stud G 'Except' BOT CHORD 1-13,7-8: 2x6 DF No.2 G, 1-12,7-9: 2x4 DF No.1 &Btr G REACTIONS (lb/size) 13=6243/0-5-8 (min. 0-3-13), 8=586610-5-8 (min. 0-3-14) Max Horz 13=-202(LC 10) Max Uplift8=195(LC 12) Max Grav 13=7188(LC 8), 8=7277(LC 7) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=5546/0, 2-3=-5512/0, 3-4=-7873/0, 4-5=-8600/0, 5-6=11477/235, 6-7=10108/183, 1-13=-6937/0, 7-8=-7314/110 BOT CHORD 12-13=-426/523, 11-12=0/6030, 10-11=0/9613, 9-10=0/9190, 8-9=245/493 WEBS 3-12=2479/285, 3-11=0/5423, 5-11=3581/0, 5-10=0/3190, 6-10=747/2107, 6-9=1729/567, 1-12=0/1159, 7-9=116110047 PLATES GRIP MT20 220/195 MT20H 165/146 Weight: 340 lb FT = 20 % Structural wood sheathing directly applied or 3-6-12 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 12-13. NOTES 1) 2-ply truss to be connected together with 1 Od (0.131 "xY) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-8-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. B) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=195. 10) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 4500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Conned truss to resist drag loads along bottom chord from 240-0 to 22-0-0 for 225.0 ptf. Q?,pFESS/p�, GO��SoQ OO 2 i L C 074486 rn * E 12-31-15 FOFC O March 19.2014 A EM WW-Verltr design parail ewn and REAL AUTES ONTNtSAM TN0.1ZED ARTKREFFREN E PAM ► IT-74t3 ree VB/20I489MISF Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability, of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the WOW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ..m«falariecstiorr;geaFfyaerstrols4oage-deHveryiaseot{cn-andbracingPeees�t�+-+AV18yrTNIPQc&dveAa�diSB6N and-BESi0ac9}a�:vg°Componenb�^-s�._.+r......,..., ie'ii a e Tor solely Inrormallon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 N3ors n.F&tie pa sp ed,.>tlhe•• + am 05, OU20111 bVAUX - Job Truss Truss Type Qty Ply 3117A R41608343 3117_A T3A Common Girder 1 �f 2 Job Reference (optional) BMC, Indio, CA-92203 NOTES 7.430 s Jul 25 2013 MTek Industries, Inc. Tue Mar 18 13:18:05 2014 Page 2 I D: I U KOyQYzmzBOzGgsMjQ H7zN R Ld-hf42siA_asEFvsx2jp64cJTJ BXsfu6pgt61H EhzZfkO 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 730 lb down and 13 lb up at 1-11-4. 730 lb down and 13 lb up at 3-11-4, 741 lb down at 5-11-4, 744 lb down at 6-7-4, 729 lb down at 8-7-4, 1223 lb down at 10-5-8, 1581 lb down at 13-8-8, 808 lb down at 14-7-4, 808 Ib down at 16-7-3, 807 lb down at 18-7-4, and 843 lb down and 35 lb up at 20-6-8, and 181 lb down at 22-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-68, 3-7=68, 13-18=20, 18-21=-60, 8-21=20 Concentrated Loads (lb) Vert: 11=1223(F) 10=-1581(F) 9=843(F) 14=730(F) 16=730(17) 17=741(F) 18=744(F) 20=729(F) 23=808(F) 24=808(F) 26=-807(F) 28=-181(F) k M'ARWM- Verity desiga parame. mrs and R60 M M ON?WS AN IAKZ(MR, MRFKNFFERFMI A45F. NIT-7473 ree ;129JIO.td 89{A4 LM Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members any. Additional temporary bracing to insure stability, during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. MiTek' Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 3117 A R41608344 3117 A T36 Common 2 1 Job Reference (optional) BMC, Indio, CA - 92203 i.asu s u0r zo zuis mi i eK mousmes, mc. i ue mar i o —ia:uo ruin rage i I D:_IUKOyQYzmzBOzGgsMjQH7zNRLd-9reQ32BcLAMSXOWFHXeJ9W?VNxBmdYug6mVgmBzZfk? 6-8-1 13-7-1 20-4-0 1 28-1-12 32-1-8 i 36•B-8 6-8-1 6-11-1 6-8-15 7-9-11 111-12 4-7-0 Scale = 1:64.7 4.00 12 5x6 = 4 2x4 5x8 = 3x10 = 5x8 = 6x10 MT20H 11 6-8-1 13-7-1 20-4-0 i 28-1.12 36.8-8 6-8-1 6-11-1 6-6-15 7-9-11 8-6-12 Plate Offsets (X Y): 13:0-4-0 0-3-4], f8:0.3-8 0-2-B] (9:0-4-0 0-3-0] (11:0-4-0 0-3-4] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.61 Vert(LL) -0.26 9-10 >999 480 MT20 2201195 TCDL 14.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.72 11-12 >603 240 MT20H 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.86 HOrz(TL) 0.22 8 n/a n/a BCDL 10.0 Code IBC20091TP12007 (Matrix) Wind(LL) 0.12 11-12 >999 240 Weight: 174 Ito FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. I&Btr G TOP CHORD Structural wood sheathing directly applied or 2-9-6 oc purfins, except BOT CHORD 2x4 DF No.1&Btr G end verticals. WEBS 2x4 DF Stud G `Except` BOT CHORD Rigid Ceiling directly applied or 10-0-0 oc bracing. 7-8: 2x4 DF No.1 &Btr G WEBS 1 Row at midpt 3-10, 5-10, 6-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 1=1599/0-5-8 (min.0-1-11), 8=1599/0-3-8 (min.0-1-11) Max Horz 1=61(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=419610, 2-3=3266/0, 3-4=-2357/0, 4-5=-2371/0, 5-6=2706/0, 6-7=-425/4, 7-8=267/17 BOT CHORD 1-12=0/3902, 11-12=013902, 10-11=013017, 9-10=0/2545, 8-9=0/2151 WEBS 2-12=0/390, 2-11=924/8, 3-11=0/535, 3-1 0=1 062/10, 5-10=539/48, 4-10=0/934, 6-9=0/485. 6-8=2284/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. �OQRoFESS(�N� Soo 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, live loads. � nonconcurrent with any other 2C V� LOAD CASE(S) Standard C� 1yTt LU C 074486 M E 12-31-15 * sTgTFOF C March 19,2014 AWARR&M-Yerffrdes4aAaramet-rsand REM {t0IFS ONMfg Aiti>aIN2..M0,NfTFKREFF. RMXAVY.KH-7473rec.ff29f2014DR ..LU Design valid for use only with MOek connectors. This design is based only upon parameters shown. and is for an individual building component. MF Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stabilriy, during construction is the responsibility of the erector. Addmtional peanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M7®k� ^•....•.•-fabvicof:aw;ei�:iityeonGabsP�+a9e-delivecy�erc�Miorxand=bracing:'�idSd�iPLhBurelff�Ca�Cr950.99andSfvS1QuRriing�£smponerR--..,•.,_*«.�.-:�....- ''YiY�'GT�lr back Lane, S'SitB`4�`�°`..••.•,•,•---'•" Satety Informa8on available from Truss Plate Institute, 781 N. Lee Street, Suite 3122,Alexandria, VA 22314. rkt...,...a.......as.�s[mxr,a.a.,...:...,,,.:rR:.w .a.:.w..n.....�.h.,...». i... aear Citrus Heights, CA, 95610 r0 Job Truss Truss Type oty Ply 3117 A R41fi08345 3117 A T3C Common 4 1 Job Reference (optional) fiMC, InOto, CA - 92203 7.430s JUI ZS Z013 MileK Inaustnes, Inc. Toe Mar 16 13:16:07 2014 Page 1 ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-e1 BpHOCE6U Uz8A5RrE9YhkYhoLU?M?VzLQEOlazZfk_ 32-1-368-81-2U 1112271-1 5 4-7-0r1 6 4.00 12 3x10 = 13 12 2x4 I I 5x8 = 5x6 = � 11 3x10 = 10 5x8 = Scale c 1:66.3 9 6x10 MT20H I I I 6.8-1 13-7-1 28-1-12 36-8-8 6-8.1 6-11-1 14610 8-6-12 Plate Offsets (X Y): 14:0-4-0,0-341, f9:0-3-8,0-2-81, (10:0-4-0,0-3-01, f12:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TIC 0.57 Vert(LL) -0.26 10-11 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.72 12-13 >603 240 MT20H 165/146 BCLL 0.0 ' Rep Stress Incr NO WB 0.84 Horz(TL) 0.22 9 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix) Wind(LL) 0.11 12-13 >999 240 Weight: 176 Ito FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-10-4 oc puriins, except BOT CHORD 2x4 DF No. 1&Btr G end verticals. WEBS 2x4 DF Stud G `Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 8-9: 2x4 DF No.1 &Btr G WEBS 1 Row at midpt 4-11, 6-11, 7-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1699/0-5-8 (min. 0-1-13), 9=1597/0-3-8 (min. 0-1-11) Max Harz 2=77(LC 5) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4163/0, 3-0=3257/0, 4-5=-2352/0, 5-6=2366/0, 6-7=-2702/0, 7-8=-425/4, 8-9=-267/17 BOT CHORD 2-13=0/3868, 12-13=0/3868, 11-12=0/3009, 10-11=0/2541, 9-10=0/2148 WEBS 3-13=0/386, 3-12=898/0, 4-12=0/532, 4-11=1058/8, 6-11=-539/48, 5-11=0/932, 7-10=0/484, 7-9=-2280/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. FESS 6) A plate rating reduction of 20% has been applied for the green lumber members. �OQ(Z� ro�9� 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the SOON Bottom Chord, nonconcurrent with any other live loads.CO h�Q� Q �'1'� LOAD CASE(S) Standard Cj V� 2C Rt UJI C 074486 M * P 2-31-15 k s� I �Q- �TEOF C March 19,2014 A WAW&G-Verffr3es4a Saraw.fers and REM 107FSONTHIS AN fo'4�,7.WED A1MKRFF£RFAfEP" MR-d413 me .if2V1016BFfWLM Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral supportof individual web members only. Additional temporary bracing to insure stability, during construction is the responsibility of the e��• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding IY„' fabair�i�eeNp�aonhot,-storargerc�five"1,erec�ion andbraeiag;•oerast�lk+'�1N51/4& 4�AIngL-errspane t: .w,.ti _.-�- `777iGiee`n,'3Titf@'ROB�'""" •• Safety Informa8on available from Truss Plate Institute, 781 N. Lee Street, S; Su Cite 3122,Alexandria. VA 22314. - CiVus Heights, CA, 85610 rar,..�.e....,,.n riaam.e.w....�a.®,..:rm<�.r�..a�.x....,...a.�..,. .� �rn�r+u.. m.r., ac�ae g Job Truss Truss Type Qty Ply �3111A R41606346 3117 A_ T3E Common 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.430 s Jul 25 2013 MTek Industries, Inc. Tue Mar 18 13:18:08 2014 Page 1 I D:_IUKOyQYzmzBOzGgsMjQH7zNRLd-6DIBUkDstnogmKgdOxgnEx4mgkvd5VK7Z4_xpOzZfz 8• 6• •13 3 -8- 3 - -8 6- 1-2-0 6-8-1 0. 5-10.5 7-7-14 7-91-12 -11 3-1 �1 4x12 = 13 "' 12 2x4 I I 6xl0 MT20H = 4.00 12 5x8 = 3x10 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.94 Vert(LL) -0.28 12-13 >999 480 TCDL 14.0 Lumber Increase 1.25 8C 0.68 Vert(TL) -0.74 11-12 >591 240 BCLL 0.0 • Rep Stress Incr NO WB 0.67 Horz(TL) 0.21 9 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix) Wind(LL) 0.21 12-13 >999 240 LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF 2400F 2.0E WEBS 2x4 DF Stud G `Except' 8-9: 2x4 DF No. 1&BtrG REACTIONS (lb/size) 2=1699/0-5-8 (min. 0-2-6), 9=1597/0-5-8 (min. 0-2-3) Max Horz 2=77(LC 13) Max Uplift2=665(LC 9), 9=-486(LC 12) Max Grav 2=2410(LC 8), 9=2175(LC 7) 10 5x8 = Scale = 1:66.1 9 6x10 MT20H = PLATES GRIP MT20 220/195 MT20H 165/146 Weight: 174 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-2-5 oc bracing. WEBS 1 Row at midpt 4-11, 6-11, 7-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation cluide. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=6272/1892, 3-4=-4899/1349, 4-5=3305/807, 5-6=2982/487, 6-7=3421/578, 7-8=616/410, 8-9=-288/39 BOT CHORD 2-13=1821/5793, 12-13=1207/5183, 11-12=-691/4007, 10-11=179/2922, 9-10=777/3037 WEBS 3-13=0/373, 3-12=809/53, 4-12=0/525, 4-11=1138122, 6-11=782/302, 5-11=0/1004, 6-10=-327/256, 7-10=-262/808, 7-9=-3297/919 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; endosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 2=665, 9=486. 8) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) This truss has been designed for a total drag load of 3500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-O-0 to 36-8-8 for 95.3 plf. LOAD CASE(S) Standard QRoFESS/ON S00/� 0� c LU v C 074486 c *� E,.R�^ 1 15 �F March 19,2014 dWARMAG-Verffydesignpaasrenrsand REM As07E.SONTHfSANflW2.11DEfKfTFKRFFFRR4kTPARE. Mir-74i1me.t/2V20.td&ffi3 VSf. Design valid for use only with MTek connectors. This design is based only upon parometers shown, and is for an indvidual building component. �� Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members any. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding <" fat�ieatiorrqual8yreonlml, ge; drFvery)ereotioc, andbracing eonsek--++Wdi6fprFll�uoB{y.6AleAegsptp.89 end -- ?rrrUWMZRT fffie; srWFIM9 Safey Informa8on available from Truss Plate Institute, 781 N. Lee Street Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 M'Sorttl�aai f .hrn3ses'ks -.• d wsuxtUa.+-. r —�- rlt fib4.tiiN 2Iwe4, - B Job Truss Truss Type 3117 A ' �Qty [ly R41608347 3117_A_ TV Hip 1 1 Job Reference (optional) aMU, MID, UA -VL UJ 1.441Is J01 z* zvi s MI I eK Inaustnes, Inc. rue Marl tl 13:16:0e zu14 Page 1 ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-aQJZi4DUe5khOTFgyfBOm9dz?BAOgyIGokjVMTz2 6y 3 1-2-0 7-2-3 6-4-1 6-511 0.8- 6-511 6-4-10 2-8-11 4.00 12 Sx6 = 5x6 = Scale = 1:67.1 2 1 3x10 = �r 16 to 15 1. 14 to 1s 12 n 11 z< 10 2x4 II 5x8 = 6x12 = 7x10 NB = 4x6 =2x4 II 7-2-3 13-6-5 20.4-0 27-1-11 34-5-4 36-3-1-0 7-2-3 6-4-1 fi411 5411 7-3-9 1 9� Plate Offsets (X,Y): [4:0-4-0,0-3-01, 113:0-3-8,0-3-81, [15:M 0-3-01 LOADING (psf) SPACING 2-" CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.78 Vert(LL) -0.20 14-15 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.99 Vert(TL) -0.65 14-15 >660 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.69 Horz(TL) 0.19 10 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.11 15 >999 240 Weight: 184 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-6-5 oc pudins, except BOT CHORD 2x4 DF No.1&Btr G end verticals, and 2-0-0 oc puriins (4-2-12 max.): 5-6. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 10-11. WEBS 1 Row at midpt 4-14 MiTek recommends that Stabilizers and required cross bracing be induring truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=1678/0-5-8 (min. 0-1-13), 10=1576/Mechanical Max Horz 2=75(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4049/0, 3-4=3200/0, 4-5=-2298/0, 5-6=-2143/0, 6-7=-2297/0, 7-8=-2602/0, 8-9=1288/0, 9-10=-1582/0 BOT CHORD 2-16=0/3756, 15-16=0/3756, 14-15=0/2965, 12-14=0/2408, 11-12=0/1635 WEBS 3-16=0/388, 3-15=-852/0, 4-15=0/540, 4-14=1025/2, 5-14=0/535, 6-14=0/598, 7-14=-446/49, 8-12=0/826, 8-11=-1122/1, 9-11=0/1654 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20 % has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurlent with any other live loads. 9) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard QROF ESS/ pN ro��oo soaN o2F�G1 i LU C 074486 c M *\ E�P 12- 1-15 /* -46F C March 19,2014 AKAftt&G-Veritydes4agaraaw.a?rsandREADACTESONTiffs/MBU..I[Ea,NREKREEERM7.F`AW.Kff-7473rec1129110.L19ff164Et1SE Design valid for use only with MiTek connectors. This design 6 based any upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the �iTek• erector. Additional permanent bracing of the overall structure is the responsibiity, of the building designer. For general guidance regarding fabricatierr, gacsNtpeontrdrstwoge�delivery;erecfionend-bracing;coneON^�sANSlj:97i-@odltlp®rr4a869�s1�Ff@SI4se�:lnq-Eempcnea;-•>•e=------ - efib�c:[�•Si51Cf?"I`Og-�i9°•'-`•, . Safely InformaBon available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 LS"SotxffiaetP�tieP.Si�lrttarai 2flcva€sses xp.SbtK+an}1y�.u9w [IKfII9. f�>xt At�.2f>t't'm Job Truss Truss Type city Ply 3117 A R41808348 3117_A_ T3G Hip 1 1 Job Reference (optional) �• + occ�� r..sysjurzozuu MlreKinausmes,inc. Iue Mann13:18:102014 Pagel ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-2ctxvQE6PPsY?dgOWMiFJMACMYYAZOmQ 1 OT2uvzZflx L-2-U 6.1-13 12-2.7 18-0-0 22-8-0 28-5-9 34-1-4 36-'+-r1 T1-2-0 61-13 6-0.10 5-9-9 4-8- r0 r0 5-9-9 5-7-11 2.1-12 4.00 12 6x8 = 5x6 = Scale = 1:67.1 9 1� 3x10 = 17 16 18 15 19 14 20 21 13 22 12 23 11 24 10 2x4 II - 3x4 = 6x8 = 3x10 = 5x6 = 4x6 =2X4 I I LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.55 TCDL 14.0 Lumber Increase 1.25 BC 0.87 BCLL 0.0 Rep Stress Incr NO WB 0.74 BCDL 10.0 Code IBC2009/TPI2007 (Matrix) LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.t&Btr G WEBS 2x4 OF Stud G REACTIONS (lb/size) 2=1712/0-5-8 (min.0-1-13), 10=1612/Mechanical Max Horz 2=69(LC 5) 18-0-0 s 21 2-&0 28-5-9 ( 34-5-4 36-3-0 DEFL in (loc) I/deft Vert(LL)-0.1915-16 >999 Vert(TL)-0.6415-16 >674 Horz(TL) 0.19 10 n/a Wind(LL) 0.11 15 >999 BRACING TOP CHORD BOT CHORD FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4214/0, 3-4=-3458/0, 4-5=-2704/0, 5-6=-2327/0, 6-7=-2519/0, 7-8=-2636/0, 8-9=-1329/0, 9-10=-1599/0 BOT CHORD 2-16=0/3918, 15-1 6=013918, 14-15=0/3210, 13-14=0/2497, 12-13=0/2441, 11-12=0/1274 WEBS 3-16=0/367, 3-15=-768/0, 4-15=0/499, 4-14=871/7, 5-14=0/684, 5-13=-419/29, 6-13=01418. 7-13=279/82, 7-12=285/83, 8-12=0/1234, 9-11=0/1730, 8-11=1129/8 Ud PLATES GRIP 480 MT20 220/195 240 n/a 240 Weight: 185 lb FT = 20% Structural wood sheathing directly applied or 2-10-2 oc purlins, except end verticals, and 2-0-0 oc purlins (4-3-7 max.): 5-6. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 10-11. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. .2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Graphical purlin representation does not depict the size or the orientation of the purin along the top and/or bottom chord. LOAD CASE(S) Standard QROF ESS/ON SOON LU C 074486 c m * d'�E 12-31-15 FOF C O March 19,2014 A WARAM -Vedfr design paranrears and RW AC 7fS ON IMPS AND TAG-0151) KnFKRFFFR0a FA5F flit -An mt. Sf24j29.t®8Ef0 tE!!S Design valid for use only with Milek connectors. This design B based only upon parameters shown, and is for an individual building component. ot Applicability of design parameters and proper incorporation of component is responsibility of building designer- 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 � Ay erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MI i - gfvbiavtiortretueli}yconfiol:s3orageftlzlivery+*arEcTlmvnd6rareingreonsmlty�sAOlBr/RNk43 Aswaf8�1.003�,�ponent �- Safely Informa8on available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, r15atsthceei rksrffi4W i d.ah*ea.VAhMamrel. 66f6112MA IwA SC Job Truss Truss Type Qty Ply 3117 A R41608349 3117 A_ T311 Hip 1 1 Job Reference (optional) BMC, Ineio, CA-9Z203 r.nsu su c" cuia mi�ex inausures, inc. a mar so is.so: i t cui c gel I D:_I UKOyQYzmzBOzGgsMj Q H 7zN R Ld-WoRJ7m FkAi_OdnPC44DUsai MVyy EI uoZG2CbQLzZfjw 1a-a 6-2-11 10 11.1 + 16 0.0 20.4-0 248 0 29 &14 345 4 1 36 3 0 1-2-D 6-2-11 48.6 5.0.15 44-0 4-4-0 5-0.14 48-G 1-9-12 Scale = 1:67.1 4.00 12 54 = 3x10 = 5x6 = 4x6 = lu 18 cu 17 cl 16 cc w 15 cq co 14 GO 13 cr 12 Ge 11 2x4 11 3x4 = 5x8 = 2x4 I1 5x8 = 44 = 4x6 = 3x4 l 6-2-11 10-11-1 16-0-0 + 20-4-0 24-8-0 29-8-14 3454 36-10 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.59 TCDL 14.0 Lumber Increase 1.25 BC 0.63 BCLL 0.0 ' Rep Stress Incr NO WB 0.56 BCDL 10.0 Code IBC2009rrP12007 (Matrix) LUMBER TOP CHORD 2x4 DF No.18Btr G BOT CHORD 2x4 DF 240OF 2.0E WEBS 2x4 DF Stud G REACTIONS (lb/size) 2=1720/0-5-8 (min. 0-1-11), 11=1629/Mechanical Max Horz 2=62(LC 5) DEFL in (loc) I/defl L/d Vert(LL) -0.18 17 >999 480 Vert(TL) -0.60 16-17 >716 240 Horz(TL) 0.18 11 n/a n/a Wind(LL) 0.10 17 >999 240 BRACING TOP CHORD BOTCHORD FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4211/0, 3-4=-3606/0, 4-5=-2972/0, 5-6=2784/0, 6-7=-2466/0, 7-8=2640/0, 8-9=2558/0, 9-10=-1355/0, 10-11=1592/0 BOT CHORD 2-18=0/3911, 17-18=0/3911, 16-17=013361, 15-16=012831, 14-15=0/2831, 13-14=0/2382, 12-13=011276 WEBS 3-18=0/356, 3-17=-651/1, 4-17=0/472, 4-16=729/8, 5-16=01596, 6-16=265/141, 6-14=683/4, 7-14=0/490, 8-14=-1441255, 8-13=398/30, 9-13=0/1212, 9-12=-1095/0, 10-1 2=0/1 667, 6-15=0/323 PLATES GRIP MT20 220/195 Weight: 190 lb FT = 20% Structural wood sheathing directly applied or 2-9-6 oc purlins, except end verticals, and 2-0-0 oc puffins (3-11-2 max.): 5-7. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Graphical puffin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard A WARIUM-Vers4nparametersand REALMIFS ONM9AMrA7a0WEDN7EKRFFERfW7€�AAAAOEKt-7473rec3,129f20.Id;�,4EUSE Deftfde sign valid for use only with MiTek connectors. This design is based only upon parameters shown, and B for an individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 6 the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding tab4catiorwgmlitymrontral;-storageAeNh ry,-area#i m and,bracingbaraeulM�•�M74il/Y DSO-06v MAOSV frog C-ompe:_xS, Safety information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. QROFESS/pN S00 40 2 i fy_C 074486 c m * cS'jE 12-31-15 FOF C Q EF MiTek' TP MreenUaFXrBnrSt Citrus Heights, CA, 95610 March 19,2014 Job Truss Truss Type Qty Ply 3117A R41608350 3117_A_ T31 Hip 1 1 Job Reference (optional) 1.43U s Jul ZD ZU73 Ml I eK Inausmes, Inc. Tue Mar 18 13:18:12 2014 Pagel ID:IUKOyQYzmzBOzGgsMjQH7zNRLd _??iK5GNx06FFx PdnkjOnFVcMBa1ECiUiy9znzZfjv t�- -_01 7-3-2 14-0.0 20-4-0 26-8-0 34-47 36-3-0 1-2-0 7-12 6-&14 64-0 6-4-0 7-8-7 1-10.9, 5x8 = 3x10 = 6xl0 MT20H = Scale = 1:65.9 3x10 = 10 14 10 13 17 12 18 11 19 10 20 9 2x4 II 7x10 = 2x4 II 7x10 = 5X6 =2x4 II 732 14-0-0 204-0 26-8-0 345 4 36-3-0 7-3- 6-8-14 6-4-0 6-4-0 7 a.e 1 1 Plate Offsets (X Y): [6:0-5-4,Edge) [11:0-4-8,0-3-8l, f13:0-4-8,0-3-8i LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.76 Vert(LL) -0.21 13-14 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 1.00 Vert(TL) -0.69 13-14 >627 240 MT20H 165/146 BCLL 0.0 Rep Stress Incr NO WB 1.00 Horz(TL) 0.20 9 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.12 13 >999 240 Weight: 172 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-7-1 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals, and 2-0-0 oc purins (3-8-1 max.): 4-6. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 9-10. F Tekrecommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer tallation uide. REACTIONS (lb/size) 2=1678/0-5-8 (min. 0-1-13), 9=1576/Mechanical Max Horz 2=56(LC 5) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4050/0, 3-4=3175/0, 4-5=-2955/0, 5-6=-2454/0, 6-7=-2661/0, 7-8=-1361/0, 8-9=1599/0 BOT CHORD 2-14=0/3757, 13-14=0/3757, 12-13=0/3097, 11-12=0/3097, 10-11=0/1335 WEBS 3-14=0/394, 3-13=865/12, 4-13=0/574, 5-13=374/70, 5-12=0/365, 5-11=-916/0, 6-11=0/427, 7-11=0/1168, 7-10=1167/49, 8-10=0/1861 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will �O RpFESS/p 9 fit between the bottom chord and any other members. Q /� 7) A plate rating reduction of 20% has been applied for the green lumber members. O� SOON `F 8) Refer to girder(s) for truss to truss connections. Oti� C 9) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the 1 % �� 2 Bottom Chord, nonconcurrent with any other live loads. 0j Cn 10) Graphical pudin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. C 074486 LOAD CASE(S) Standard * 12-31-15 s�qT V FOFC March 19,2014 A WARNM-Vp.dfrdes4a parame.tl rs and REAR AD IFS ON?H!9 AM E%Ci(XFD N1TFKRFFFRENT. W&. Nif-7473 rec .Tf2V20.T889W..MV Design valid for use only with MOek connectors. This design B based only upon parameters shown, and is for an indvidual building component. Applicability of design parameters and proper incorporation of component a responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MI i�k• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ..--••iabrioatierl;eluolityvo,�trol;storage-delivery-erectionancbraaingfotxresuH..KtF11'8a�!+�7Bv9dM;®;wponanf.,— +�t�,v...�,,.�.,,:.,—.77i'9'Grec"�iYo'a'�RliffiL,"56'RBYOP'�'�"'�.'�`. Safely Infomlalton available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. Citrus Heights, MSoicffitPitisn+t-dS�drrt.u�0611t?01 hvJ4LSC CA, 95610 Job Truss Truss Type Qty Ply 3117 A R41608351 3117_A T3J Hip 1 1 Job Reference (optional) omV, 1-10, VA - a"us i.43U s JUI 20 zul i mi l eK Inausmes, inc. we mar 1C 13AU 13 2u14 Pagel I D: I U KOyQYzmzBOzGgsMjQ H7zN RLd-SBZ4XRH?iKE6s5ZbBVGyx?oielYN mpasj Mhi V EzZflu 1-2-0, 6-5-1 12-0.0 149-5 20-4-0 F 25-10.11 28.8-0 31-&-0 36-30 i �1-2-0 6.5-1 5.6.15 2-9-5 5-6-11 5�r11 2-9-54-7-0 5x6 = 4.00 R12 3x4 = 3x4 = 3x4 = 54 Srale = 1:65.9 3x10 = 18 17 19 16 20 15 21 14 22 13 23 12 24 11 2x4 II 7x10 = WO = 3x4 II 3x4 = 6x10 MT20H = 4x6 = r 6-5.1 12-0-0 17.6-11 23-1-5 F 28-8-0 0 6-5-1 54i-15 5-6-11 5-6-11 11 Plate Offsets (,Y): (16:0-4-8,0-3-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.61 Vert(LL) -0.21 15 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -0.74 15-16 >579 240 MT20H 165/146 BCLL 0.0 ' Rep Stress Incr NO WB 0.48 Horz(TL) 0.22 11 n/a n/a BCDL 10.0 Code IBC20091TP12007 (Matrix) Wind(LL) 0.14 15 >999 240 Weight: 177 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-9-8 oc pudins, except BOT CHORD 2x4 DF No. 1&Btr G end verticals, and 2-0-0 oc purtins (3-3-14 max.): 4-8. WEBS 2x4 OF Stud G *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 10-11: 2x4 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) 2=1678/0-5-8 (min. 0-1-13), 11=1576/Mechanical Max Harz 2=50(LC 5) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4093/0, 3-4=3405/0, 4-5=-3185/0, 5-6=3593/0, 6-7=3327/0, 7-8=2335/0, 8-9=2502/0, 9-1 0=-1 320/0, 10-11=1535/0 BOT CHORD 2-17=0/3801, 16-17=0/3801, 15-16=0/3502, 14-15=0/3607, 13-14=0/2968, 12-13=0/2035 WEBS 3-17=01367, 3-16=701/13, 4-16=0/808, 5-16=667120, 5-15=01279, 6-14=520/32, 7-14=0/656, 7-13=1098/0, 6-13=0/630, 9-13=0/544, 10-12=0/1461, 9-12=1247/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. RQFESS/O 8) Refer to girder(s) for truss to truss connections. CJOO 9) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the ��L� �� Q G'y Bottom Chord, nonconcurrent with any other live loads. 10) Graphical representation does depict the the � V� 2C purlin not size or orientation of the pudin along the top and/or bottom chord.UJI C 074486 LOAD CASE(S) Standard IX E 12-31-15 * STET 1 ��P FOFC March 19,2014 A 6YARta m-Ve.dirdesipn paraale.mrs and REM N07FS ON THIS AM r,%U.WFb KnFKREFFRFNZ ACE N17-1471 rec {/19f10.t48Ar0MY&F. Design valid for use only with M7el, connectors. This design is based only upon parameters shown, and is for an individual building component. Applicabilty of design parameters and proper incorporation of component is responsiblity of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regard M1Tet _ng j(. ++ obvicationv9ualihryssc liablefro Truss PlateInstitute,22314. B5BN�4cad�6§LBrrP.d!n9'�amponent•w..�.,>•,.,-:-.-�,.� Safety Inform=n available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. 7 1 N. L cinrcenSuite 312iAlex Alexandria, i777'ZTi•€hb'a" Ac Laria'S'0�'1119'._•�••" rR a N'SoliU�anF"xfetmreber� N[e7L. '�.� :1t saL•.: 06184I4Il19 hvAEST Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 3117 A - R41608352 3117_A_ T3K Hip 1 1 Job Reference (optional) oms., mo n a�w r.4au s dw co curs mi i ex mausmes, mc. i ue manor i sanao zU14 rage t ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-Paggy7lFExUg6PizJwIO0Ot3bZKgEeo9AgApZ6zZfjs - - o-o-0 14 • 6-5- o- 3- 1-2-0 5.7-14 4-4-2 42-11 4-0-14 4-0-14 4-0-14 42-11 4815 -0.1 Scale = 1:67.1 4.00 F12 5x6 = 5x6 = WO= 2x4 I Sx8 = 3x4 = 4 5 6 7 8 9 4x6 II 22 23 19 24 18 25 17 26 16 27 15 28 14 29 13 30 12 48 = 2x4 II 4x8 = 7x10 = 4x8 = 2x4 II 7x10 = 6x8 = 4x6 NOT DESIGNED FOR ANY ADDITIONAL LOADS I ; Plate Offsets (X,Y): (7:0-4-0,0-3-01, 114:0-5-0,0-4-81, (17:0-5-0,04-81 LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) -0.23 16-17 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.52 Vert(TL) -0.79 16-17 >549 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.82 Horz(rL) 0.16 12 n/a n/a BCDL 10.0 Code IBC2009lrP12007 (Matrix-M) Wind(LL) 0.15 16 >999 240 Weight: 203 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 3-8-14 oc puffins, except BOT CHORD 2x6 DF SS end verticals, and 2-0-0 oc pur ins (3-9-4 max.): 4-9. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1672/0-5-8 (min. 0-1-13), 12=1587/Mechanical Max Horz 2=45(LC 5) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4358/0, 34=3837/0, 4-5=3577/0, 5-6=4534/0, 6-7=-4534/0, 7-8=3593/0, 8-9=2274/0, 9-10=-2449/0 BOT CHORD 2-19=0/4105, 18-19=0/4105, 17-18=0/4343, 16-17=0/4343, 15-16=0/4297, 14-15=0/4297, 13-14=0/3563, 12-13=0/915 WEBS 3-19=0/343, 3-18=613/14, 4-18=0/893, 5-18=1045/0, 5-17=0/317, 5-16=-41/344, 6-16=272/37, 7-16=-2/381, 7-15=0/328, 7-14=926/0, 8-14=0/643, 8-13=1632/0, 9-13=0/4BB, 10-13=0/1495, 10-12=1680/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) This truss has been designed for a moving concentrated load of 250.O1b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard QtzOFESS/ S00/� 01Q i LU C 074486 rn *\ E�^-31-15 1* OFC March 19,2014 A& WARKAG -VerffrdPs4n paramn?naadREAD AVIESONTHMANMIZEF,HVFKRUREM7AAGEHTF-7473mt. Sf2912014a9;WUSf.. Design valid for use onlywith MiTek connectors. This design is based only upon parametersshown, and is 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 �11®k• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding .^�W-=—M�fabrication:epeli�cmahoL'slanvgenielivern+erecticmend�bm0fngrc�acsaX++�7aM?�9}iPk$ralllyCrfhM��65kBu6ding6ompon¢rr4.�__�:..--w.«�. '-7y7y'Green83&'HKe"a"'7i Ft�'T09 �'r"" Sorely Info—a6on available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. 8+5.-a< --- rSrtltesdsnric—._•,a:_.• rtfr..eLnca. —tuac a:a.-- alma rw"xwat�- Citrus Heights, CA, 95610 Job Truss Truss Type ty Ply 3117A R41608353 3117_A_ TX Hip Girder 1 Job Reference (optional) aml:, Inarq l A - v"u9 r.4Ju s JOI Za zul3 ml I ex Inaustnes, Inc. i ue mar 16 1'S:1t1:Z1 za14 Pagel ID:IUKOyOYzmzBOzGgsMjOH7zNRLd-Dk25DANOpnF_gKA7fAPgGh76J_MmdNglZod7nmzZgm r1-2-Oi 4-7-14 8-0.0 12-2-8 16-3-4 + 20.4-0 24-412 28-5-8 32-8-0 !63 o 1-2-0 47-14 3-42 42-6 40.12 4-0.12 40.12 4-0.12 42-8 3-7-0 Special Special Special Special Special US 4.00 72 Special Special WO 2x4 Special Sx8 Special 4 21 5 22 6 23 7 24 Scale = 1:67.1 Special Special Special 2x4 11 5x8 = 5x6 — Special Special Special 8 25 9 26 10 27 ._ _ 4x8 = 28 20 29 19 30 18 31 17 32 16 33 15 34 14 35 13 36 12 2x4 I I 6x8 = Special Special 8x12 MT20H = Special 2x4 11 2x4 I I 8x12 MT20H = 2x4 11 5x8 = 4x4 I Special Special Special Special Special Special Special Special Special Special Special Special 47-14 8-40 12-2-8 16-34 204-0 24-412 28-5-8 32-6.0 36-3-0 47_14 3-4-2 + 4-2-8 40.12 40.12 40.12 40.12 I 42-8 3-7-0 Plate Offsets (X,Y): [7:0-4-0 0.3-0], [12:Edge 0-3-9] [13:0-1-12 0-2-0] [15:0-6-0,0-4-81, [17:0-6-00-4-8], [19:0 4 0 0.4-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.51 16-17 >839 480 MT20 2201195 TCDL 14.0 Lumber Increase 1.25 BC 0.61 Vert(TL) -1.09 16-17 >396 240 MT20H 165/146 BCLL 0.0 ' Rep Stress Incr NO WB 0.66 Horz(TL) 0.17 12 n/a n/a BCDL 10.0 Code IBC2009frP12007 (Matrix) Wind(LL) 0.11 17 >999 240 Weight: 594 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF 240OF 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 DF SS end verticals, and 2-0-0 oc purlins (6-M max.): 4-10. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=3263/0-5-8 (min. 0-1-11), 12=3349/Mechanical Max Horz 2=44(LC 4) Max Grav 2=4729(LC 18), 12=5016(LC 27) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-0=13486/0, 34=-14238/0, 4-5=13357/0, 5-6=-19009/0, 6-7=-19012/0, 7-8=-16621/0, 8-9=-16621/0, 9-10=6121/0, 10-11=-6565/0, 11-12=-4735/0 BOT CHORD 2-20=0/12739, 19-20=0/12739, 18-19=0/17376, 17-18=0/17376, 16-17=0/19086, 15-16=0/19086, 14-15=0/12585, 13-14=0/12585, 12-13=0/362 WEBS 3-20=-425/14, 3-19=0/1062, 4-19=0/4102, 5-19=-4747/0, 5-18=0/945, 5-17=0/2092, 6-17=441/44, 7-17=307/131, 7-16=0/1276, 7-15=3053/0, 8-15=-440/45, 9-15=0/4851, 9-14=0/973, 9-13=-7529/0, 10-13=011757, 11-13=0/6457 NOTES 1) 3-ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 19-4 2x4 - 1 row at 0-5-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Refer to girder(s) for truss to truss connections. 11) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 12) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. AWARNM-Veflfrdesignparamemrxand REM AD7FSON7HTSAML4ri8%Ftillt7FKAFFSRE EAArlMi-7473recij2V20.1dSEFOffUZ Design valid for use only with MOek connectors. This design 6 based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component B responsibility of building designer- not truss designer. Bracing shown 6 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ^^�....°.- �^a�-tab+eofionaqualityxontra6afceega?�etivel;-erec9�e'+nancL6raeing.-�,v�f++A}IStRPH'@um�y�6.Haafa;�A5B+8rkaM*B6568atYfng�omporanf ^+" Safety Information avalable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. QgpFESS/pN SOO�r 0� c 2 i Lty- C 074486 c m * 12-31-15 . V \P � TEOF r. MlTek' ii9Ft;reB�x'CSYre,'S'G Citrus Heights, CA, 95610 March 19,2014 Job Truss Truss Type Qty Ply 3117 A R41608353 3117_A_ T3L Hip Girder 1 9 J Job Reference (optional) aMC, Indio, CA - 92203 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 13:18:21 2014 Page 2 ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-Dk25DANOpnF_gKA7fAPgGh76J_MmdNglZcd7nmzZfjm NOTES 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 110 lb down and 13 lb up at 8-0-0, 110 lb down and 13 lb up at 10-0-12, 110 lb down and 13 lb up at 12-0-12, 110 lb down and 13 lb up at 14-0-12, 110 lb down and 13 lb up at 16-0-12, 110 lb down and 13 lb up at 18-0-12, 110 lb down and 13 lb up at 20-0-12, 110 lb down and 13 lb up at 20-7-4, 110 lb down and 13 lb up at 22-7-4, 110 lb down and 13 lb up at 24-74, 110 lb down and 13 lb up at 26-74, 110 lb down and 13 lb up at 28-7-4, 110 lb down and 13 lb up at 3D-74, and 110 lb down and 13 lb up at 32-8-0, and 133 lb down and 13 lb up at 34-7-4 on top chord, and 1601 lb down at 8-0-0, 303 lb down at 10-0-12, 303 lb down at 12-0-12, 303 lb down at 14-0-12, 303 lb down at 16-0-12, 303 lb down at 18-0-12, 303 lb down at 20-0-12, 303 lb down at 20-7-4. 303 lb down at 22-7-4, 303 lb down at 24-7-4, 303 lb down at 26-74, 303 lb down at 28-74, 303 lb down at 30-7-4, and 303 lb down at 32-7-4, and 303 lb down at 34-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-68, 4-10=68, 10-11=68, 2-12=-20 Concentrated Loads (lb) Vert: 4=-93(B) 19=-624(B) 5=-93(B) 18=95(13) 17=-95(B) 6=-93(B) 7=-186(13) 16=-191(B) 15=-95(B) 8=93(B) 14=-95(B) 9=-93(B) 13=95(1]1) 10=-93(B) 21=-93(B) 22=93(B) 23=93(B) 24=93(131) 25=-93(B) 26=93(B) 27=-93(B) 30=-95(B) 31=-95(B) 32=-95(B) 33=95(13) 34=-95(B) 35=-95(B) 36=-95(B) ALWARMAG-Ve yalesigapamalea?tsandREADMTFSONTHf5ANAL'I MED,d17KREFEREW.PA6EMlt-74Time.1/29f20.i8BEi{MUM Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. OF Applicability of design parameters and proper incorporation of component 6 responsibility of building designer- not huss designer. Bracing shown isfor lateral support of individual web members only. Additional temporary bracing to insure stabirdy during construction is the responsibillity of the Mj erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding - �fabdcalion;�yvalfyreailabl from Truss Plate Institute, 781 N. Leen reef, suite-pgAa�O;,p58-86,evw��6SI:FtoOding.6om?onc�S+*..: *.-._--. .. _ailyp Ct�e'r li�Buift"fBsJ'^�� Solely InformaBon available from Truss Pla}e Institute. 781 N. Lee Street, Suite 312, Alexandria. VA 22314. rw•at�sc Cfts Heights, CA, 95610 id�Sessate,i+Utidef�}'lraebezks "'_' r'•t�mawahr�amffira�oiu��fllid2alA Job Truss Truss Type Qty Ply 3117 A R41608354 3117 A T4A Hip Girder 1 3 Job Reference (optional) BMC, Indio, CA - 92203 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 13:18:23 2014 Page 1 I D:_I U KOyQYzmzBOzGgsMjQ H7zN RLd-A69sesOG LOVh3dJ Wn bR I L6C R6n2 L5l lKOw6Erf7Zfjk 2-2-0 G10-0 11-5-5 13312 17-4-14 21-6-0 22-8-0 2-2-0 48-0 4-7-5 1-10.7 41-2 41-2 1-2-0 4.00 12 6x8 = 3x4 5x6 = 15 - Special 7x10 = 6x8 = Special 4x12 6x10 MT20H = 8x12 = 8x12 = 2x4 II 20 II Special Special Special Special Special Scale = 1:42.0 0 N a i 1-510 4-6-0 7-5-0 11-55 13-3-12 17-4-14 r 21.6A 1-5-102-11-0 4-0.5 1-10.7 d•1.2 4-1-2 Plate Offsets (X,Y): [2:0--0,0-1-81 [3:0-1-12,0-1-41, [7:0-6-0 0-1-121 [10:0-6-0 0-4-121 [11:0-6-00-5-4) [12:0-3-8 0-3-12j r130-5-0 0-3-121 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(L-) -0.17 10 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.61 Vert(TL) -0.50 9-10 >507 240 MT20H 165/146 BCLL 0.0 ' Rep Stress Incr NO WB 0.63 Horz(TL) 0.11 7 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.03 10 >999 240 Weight: 423 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-5-3 oc pudins, except BOT CHORD 2x6 DF SS end verticals, and 2-0-0 oc pudins (6-0-0 max.): 2-3. WEBS 2x4 DF Stud G 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-13,1-15,2-15,3-12: 2x4 DF No. 1&Btr G ICC APPROVED FACE MOUNT HANGER (BY OTHERS) REQUIRED AT CONCENTRATED LOADS SHOWN IN NOTES BELOW. ALL NAILS REACTIONS (lb/size) 15=8812/0-3-8 (min. 0-3-4), 7=591110-5-8 (min. 0-2-6) HOLES MUST BE FILLED AS PER HANGER MANUFACTURERS Max Horz 15=261(LC 9) INSTALLATION PROCEEDURE WITH A MINIMUM OF Max Grav 15=9092(LC 8), 7=6753(LC 7) 10D (.131" X 3") NAILS OR AS REQUIRED BY THE HANGER MANUFACTURER. FAILURE TO COMPLY MAY REQUIRE ADDITIONAL FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. CONSIDERATIONS TO DISTRIBUTE LOADS BETWEEN THE PLIES. TOP CHORD 1-2=400/277, 2-3=-7408/0, 3-4=11202/0, 4-5=-16477/0, 5-6=-18999/0, 6-7=19136/0 BOT CHORD 14-15=0/4177, 13-14=-342/4771, 12-13=0/9833, 11-12=0/15383, 10-11 =0/1 7239, 9-10=0116730, 7-9=0/17882 WEBS 2-13=077794, 4-12=-6827/0, 4-11=0/6098, 5-11=-4903/0, 5-10=0/4875, 2-15=-8942/0, 3-13=-4590/0, 2-14=0/1084, 3-12=0/6742, 6-9=-421/0, 6-10=0/727 NOTES 1) Special connection required to distribute web loads equally between all plies. 2) 3-ply truss to be connected together with IOd (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-0-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 4-11 2x4 - 1 row at 0-5-0 oc, member 5-10 2x4 - 2 rows staggered at 0-4-0 oc, member 12-3 2x4 - 1 row at 0-8-0 oc. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4) Unbalanced roof live loads have been considered for this design. 5) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 12) This truss has been designed for a total drag load of 2900 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 3-0-0, 18-6-0 to 21-6-0 for 483.3 plf. 13) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. '9gpFESS/ON� SOON C 074486 c rn * E 12-31-15 LP I �OFC March 19,2014 AW'ARIM-Yenfrdes4f,pararremnand REM 107ESON7N[SAh41i1�.0EE&f4f7EKREFfRffKFpAuEMft-i473me t24f20tdH�illPfUSE 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 MIT a for lateral support of individual web members only. Additional temporary bracing to insure stabilityditiduring construction is the responsibillity of the Ml lOk" erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding _...«�fobrieatiomgnelitq�nlml,Meragey-delMer7yereo!;�rnvndbrocingYcwneNm+�!d§UWaW�wp��}arod�SF.EcBdir�GompanenM.»mow+.c+s•.-+".... - .—�.�rs.e`, SG11e-'tTl$'�'�'"` Safety Informa8on available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. - Citrus Heights, CA, 95610 swoacaatse}ira�ser�roamltm�os/as3sbs Job Truss Truss Type Q Plyty 3117 A R41608354 3117_A_ T4A Hip Giber 1 3 Job Reference (optional) BMC, Indio, CA-92203 NOTES 7.430 s Jul 25 2013 MITek Industries, Inc. Tue Mar 18 13:13:23 2014 Page 2 I D:_IUKOyQYzmzBOzGgsMjQH7zNRLd-A69sesOGLOVh3dJWnbRIL6CR6n2L51IKOw6ErfzZfjk 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1556 lb down at 1-5-4, 1592 lb down at 3-5-4, 1609 lb down at 5-5-4, 1556 lb down at 7-5-4, 1556 lb down at 9-5-4, and 1567 lb down at 11-5-4, and 4996 lb down at 13-3-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-68, 2-3=-68, 3-8=68, 7-15=20 Concentrated Loads (lb) Vert: 11=1567(B) 12=-1556(B) 10=3329(B) 14=-1556(B) 18=-1592(B) 19=1609(B) 21=-1556(13) A WARM -Irerf yziesign parameters and READ MIES ON RMS AM fiVaIMED 0417KREFERMIM Fs4,iE KH-7473 ter, .1129120.14 ARWU5F Design valid for use only with Wei, connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. MF MITek` Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply �3111A R41608355 3117_A T4B Hip 1 1 Job Reference (optional) L 74-0 7-1-4-0 r.wusdimcocuismiiexineusnes,inc. iuemariorazn:aizurn ragei ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-9ScXWrCO3jQM4b2gu9AP1 Yfkl Vxgl2?GHLNiU?zZdtU 6 B 0 6-0-0 6-8-0 6x8 = 6x8 = 7-4-0 '1-2-0 Scale = 1:58.8 44 = _ 12 11 ,., ,., „ 8 ,a 4x4 = i 12-4-0 2x4 II 44 = 5x6 = 4x4 = 2x4 II 12.6-12 17-0-0 21.8-0 26-8-0 34-0-0 12-6-12 4-5-4 4-8-0 5-0-0 7-4-0 Plate Offsets (X.Y): 110:0-3-0.0-3-01 LOADING (psi) SPACING 2-M CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.56 Vert(LL) -0.18 6-8 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.81 Vert(TL) -0.38 6-8 >671 240 BCLL 0.0 Rep Stress Incr NO WB 0.71 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.04 6-8 >999 240 Weight: 146lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD BOT CHORD 2x4 DF No. 1&Btr G WEBS 2x4 DF Stud G BOT CHORD REACTIONS (lb/size) 1=210/0-5-8 (min. 0-1-8), 11=1988/0-5-8 (min. 0-2-2),6=852/0-5-8 (min. 0-1-8) Max Horz 1=60(LC 6) Max Uplift 1=-10(LC 5), 6=18(LC 4) Max Grav 1=363(LC 15), 11=1988(LC 1), 6=881(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=174/400, 2-3=0/1082, 4-5=-818/48, 5-6=1638/0 BOT CHORD 1-13=342/105, 12-13=-342/105, 12-14=342/105, 11-14=342/105, 11-15=-465/24, 10-15=-465/24, 10-16=0/556, 9-16=0/556, 9-17=0/1479, 8-17=0/1479, 8-18=0/1479, 6-18=0/1479 WEBS 2-12=0/396, 2-11=-947/13, 3-11=1576/0, 3-10=0/912, 5-9=-864/8, 5-8=0/391, 4-9=0/562, 4-10=-803/0 Structural wood sheathing directly applied or 441-6 oc puriins, except 2-0-0 oc purfins (6-0-0 max.): 3-4. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will frt between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 6. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard QROFESS(0� S00/y o�F�c� Of_ C 074486 G)rn t *l 1;1� 12-31-15 /* \� F March 19,2014 AifARMMi-Verftjdesignparametersand RMMTFS Off 7WSAt4 rnitZEDK FXRUERMTA45EKff-7471ML1/29f2014&9YJ USE Design valid for use.only with Milek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown ;�®k• is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiliity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingWOW *c-+n-¢abn¢aY%orroyereli}pvengreW�arege+deliver„rereetiar•.annJ�ra-irig°eonsolk-�Nht7BSrRWkQuaR9pErf[erlo;+®59@$enohOGS18eBding�Eomponenfx-+.+,4-�.,,.,..—��ne, ��"' Safely Inlorma}{on available from Truss Plate Imfitute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 �A:Sn: -=�A�a raft3vwluu'Ae Illsaa�es�,.�w�e se..IA...,rb.�.a a-r�trw senaaw,..iarr+ Job Truss Truss Type Qty Ply A �3117 R41608356 3117_A_ T4C Hip 1 1 Job Reference (optional) BMC, Indio, CA- 92203 7.430 s Jul 25 2013 M7ek Industries, Inc. Tue Mar 18 15:24:38 2014 Page 1 ID_IUKOyQYzmzBOzGgsMjQH7zNRLd-SoXA_EHnPsJMQg4lp7o2pORzEJKORAFluxZZD5zZdtN 6-51 12-" 7-0-0 22-034-0-0 35-2-0, S-05 1-2-0IN .15 O0 5-0-0 4x8 = annF 3x4 = 4x8 = Scale = 1:58.8 4x4 = 12 .. 11 9 .. 4x4 = I 122JFt II ()x12 = 6x12 = 2x4 II 6-51 12-4-0 21-M _ _ _ 27&-15 34-0-0 6-51 510-15 9-4-0 510-15 6-St Plate Offsets (X Y): [3:0-4-0,Edge] f5:0-4-0 Edge],[10:0-5-0,0-3-01,111:0-5-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0.32 10-11 >805 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.83 Vert(TL) -0.55 10-11 >461 240 BCLL 0.0 Rep Stress Incr NO WB 0.87 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.03 9 >999 240 Weight: 146 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or4-9-15 oc pudins, BOT CHORD 2x4 DF No. 1&Btr G except WEBS 2x4 DF Stud G 2-0-0 oc purlins (6-0-0 max.): 3-5. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=192/0-5-8 (min. 0-1-8), 11=2022/0-5-8 (min. 0-2-3), 7=836/0-5-8 (min. 0-1-8) Max Horz 1=-53(LC 6) Max Uplift 1=-14(LC 5), 7-19(LC 4) Max Grav 1=354(LC 14), 11=2022(LC 1), 7=867(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=197/400, 2-3=0/1046, 3-4=0/1033, 4-5=-738/39, 5-6=848/37, 6-7=1658/0 BOT CHORD 1-13=346/168, 12-13=-346/168, 12-14=346/168, 11-14=346/168, 10-16=0/1504, 9-16=0/1504,9-17=0/1504,7-17=0/1504 WEBS 2-12=0/374, 2-11=-912/9, 4-11 =-1 356/0, 4-10=0/857, 6-10=-806/5, 6-9=0/367, 3-11=-674/20 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. t�QFESS/O 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A rating reduction of 20% has been applied for the lumber members. SOO� F� plate green 7) Provide 2C G,1 mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 7. �Z` 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along f11 the Bottom Chord, nonconcurrent with any other live loads. LU C 074486 M 9) Graphical purlin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. P 2-31-15 LOAD CASE(S) Standard * sT I �Q 9TFOF C March 19,2014 AWAPAM-Verrf7designpararnetersand REM ADTFSONtiffsAd%[,U..I XbNi7 KRFFc'RE&%..MWMR- 7413mIL..112v".1dWuw.ME Design valid for use only with M7ek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsbility of building designer- not truss designer. Bracing shown B for lateral support of individual web members only. Additional temporary bracing to insure stabirrty during construction is the responsibility of the Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding WOWerector. =� faEavcathsmr,�t.. storage;+de4meryfr�ctiomand bracing::¢or�dt= ..=ANStRPdiJrivm fiaYerFa�r�869�Aond�bEG1.8uAding.Gomponrr.}-..k-.-+��:. �, � y-enb. Lg E','S01[ Safety Infoanation available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. H'5:�n.�-»wD1r.ef t§mttiez3e selr�etre.wateu.ea 1�nt tart samat,..AM, Ciws Heights, CA, 95, g Job Truss russ Type Qty Ply 3117 A R41608357 3117_A_ T413 Hip 1 1 Job Reference (optional) OMI., .aala, l.N-eLLW L 2Z 3". 1— mill ex lnausmes, Inc. I ue marl a l J:la:LO zu14 Yage1 ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-ahr GuR9eJtGw525Sj_?zkq_t?3GIb?mitLuS_Mh 53.15 10.0.0 12-513 17.0.0 21-8.0 24-0-0 2B-8-1 340-0 3S2-Oi 53-15 2513 4-8-0 2-0-0 4-8-1 53-15 1-2-0 Scale = 1:59.9 4.00 12 6x8 = 2x4 II 4x6 = W D d 18 17 19 16 20 15 21 14 22 13 23 12 24 11 25 2x4 11 WO 5x6 = 2x4 11 10.0.0 12- 12 17-0 0 21-8-0 24-0.0 28-B- 34-0-0 1115 18-1 2-512 4 4 4-8.0 21-0 4-8-1 Plate Offsets (X,Y): [7:0-2-8,0-0-121, [9:0-4-1,0-1-81, [14:0-3-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.32 TCDL 14.0 Lumber Increase 1.. 5 BC 0.59 BCLL 0.0 ' Rep Stress Incr NO WB 0.85 BCDL 10.0 Code IBC2009/TPI2007 (Matrix) LUMBER TOP CHORD 2x4 DF N0.1&Btf G BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF Stud G DEFL in (loc) I/defi Ud Vert(LL) -0.08 9-11 >999 480 Vert(TL) -0.19 11-12 >999 240 Horz(TL) 0.04 9 n/a n/a Wind(LL) 0.0311-12 >999 240 BRACING TOP CHORD BOTCHORD REACTIONS (lb/size) 1=217/0-5-8 (min. 0-1-8), 15=1979/0-5-8 (min. 0-2-2), 9=853/0-5-8 (min. 0-1-8) Max Horz 1=-47(LC 6) Max Uplift 1=11(LC 5), 9=-16(LC 4) Max Grav 1=369(LC 17). 15=1979(LC 1). 9=876(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=394/248, 2-3=0/664, 3-4=0/1171, 4-5=0/1169, 6-7=-911/31, 7-8=-1159/15, 8-9=1765/0 BOT CHORD 1-1 7=208/357,16-17=-208/357, 15-16=617/33, 13-14=0/909, 12-13=0/1041, 11-12=0/1613, 9-11=0/1613 WEBS 2-16=756/0, 3-16=0/452, 3-15=-935/0, 5-14=0/591, 7-13=-336/4, 7-12=0/439, 8-12=-667/0, 2-17=01362, 8-11=0/347, 6-13=0/336, 5-15=-1577/0, 6-14=-869/0 PLATES GRIP MT20 220/195 Weight: 159 lb FT = 20% Structural wood sheathing directly applied or 4-10-1 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 3-7. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-" wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 9. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard QROFESS/p/V SOON 0, c ti i LU C 074486 c * 12-31-15 \9TF0F r. March 19,2014 A 8'ARNIM - Verftr 'asige parameters and REAL MTFS ON THfS AN fNaLM MinTKRFFc'REME PAAM Nit-74n M L S/29120I4 WWLIM.. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. �■�{;��i.a Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability durraing construction a the responsibillity of the MiTek* erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding , I R ..�-a+fabroolion�quality eonhe'rdsfa,�gs;*dslivery^ereeiion•and=Nuacing,�consug+-�AMSdpua�n4;•rtlarSe;.#1�64ew�{i65t-9u8d1ag•fsan7poncnt..�-«.+-,— .�T�i��.�1�'9'Of3•'a' Salefy InformaFlon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 qfe�--_.®�P= Ova dr ye..vaEues iae shosre eve - 'bya{f5[ - Job Truss Truss Type Qty Ply A �3117 R41608358 3117 A_ T4E Hip Girder 1 Job Reference (optional) o rs- eccuo r.wu s rim <o a w mn ex mausmes, Inc. i ue ma-0 ra:cn:na turn rage l I D:_I U KOyQYzmzBOzGgsMj QH7zN RLd-dvhKH?QhpFhoEMQByxU dm LOuelCF W EawQBkf6yzZdtC 1-2-0 4�-6 &0-0 12-0-0 17-0-0 21-0-0 26-0-0 29-7-10 34-0-0 5-2-0 -2-03-7-10 41i0 4E-0 4-Cr0 4-6-0 3-7-10 Scale = 1:60.6 4x4 = _ 4.00 12 NAILED NAILED 4x6 3x10 = 4x6 = 4x4 = N 1 � cS 20 18 21 17 22 16 P3 24 15 25 14 26 13 27 12 28 2x4 II 7x10 = Special Special 7x10 = 7x10 = 2x4 II I 12-4-0 Special Plate Offsets (X,Y): f2:0-3-11,Edge), U0:0-3-11,Edgel, f13:0-5-0,0-4-41, 115:0-5-0,0-4-8), f17:0-5-0,0-4-41 LOADING (ps{) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TIC 0.23 Vert(LL) -0.04 17-18 >999 480 MT20 2201195 TCDL 14.0 Lumber Increase 1.25 BC 0.28 Vert(TL) -0.08 13 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.57 Horz(TL) 0.01 10 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.02 13 >999 240 Weight: 358 lb FT = 20 LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc putlins, except BOT CHORD 2x6 DF No.2 G 2-0-0 oc putlins (6-0-0 max.): 4-8. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 2=662/0-5-8 (min. 0-1-8), 16=2968/0-5-8 (min. 0-1-13), 10=845/0-5-8 (min. 0-1-8) Max Horz 2=-38(LC 6) Max Uplift 10=24(LC 4) Max Grav 2=1054(LC 17), 16=3347(LC 12), 10=856(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2410/0, 3-4=2099/0, 4-19=1969/0, 5-19=1971/0, 5-6=0/1450, 6-7=1103/54, 7-8=1293/24, 8-9=-1397/17, 9-10=1768/0 BOTCHORD 2-20=0/2263, 18-20=0/2263, 18-21=0/2263, 17-21=0/2263, 17-22=-1450/0, 22-23=-1450/0, 16-23=-1450/0, 16-24=-518/127, 15-24=518/127, 15-25=-518/127, 14-25=-518/127, 14-26=0/1103, 13-26=0/1103, 13-27=0/1631, 12-27=0/1631, 12-28=0/1631, 10-28=0/1631 WEBS 3-18=13/254. 3-17=-443/0, 4-17=180/391, 5-17=0/3713, 5-16=-2006/0, 6-16=1709/0, 6-14=0/1138, 7-14=-443/24, 7-13=0/469, 9-13=527/3, 9-12=0/280 NOTES 1) 2-ply truss to be connected together with 1 Od (0.131 "xW) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to pFESS! ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. QR �N 3) Unbalanced roof live loads have been considered for this design. !GQ SOO q� N 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 DOL=1.00 Q �?j �QI_ plate grip 5) Provide adequate drainage to �� V C prevent water ponding. I 6) All plates are 3x4 MT20 unless otherwise indicated. w C 074486 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide 12-31-15 will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10. sJ v 11) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. OF C 12) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 13) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTeWs ST-TOENAIL Detail. March 19,2014 NARNiM-Veriffiesigd Earanie.ters and REM tt07ES ON IWS ALBS MIXED M77EX REFEREM7.. ACE MR-7473 ree 1/29/10.148f MUSF. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and B for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 6 the respomibillity of the erector. Additional permanent bracing of the overall structure B the responsibility of the building designer. For general guidance regarding Safety Informallon available from Truss Plate Institute. 781 N. Lee Sheet, Suite 312. Alexandria, VA Mi laid rl'e-n&W- : Cl Heights, CA, Job Truss Truss Type Qty Ply A �3117 R41608358 3117_A T4E Hip Girder 1 2 Job Reference (optional) BMC, Indio, CA - 92203 7.430 is Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 15:24:49 2014 Page 2 ID:_IU KOyQYzmzBOzGgsMjQ H7zN RLd-dvhKH?QhpFhoEM Q8yxUdm LOuelC F WEawQ8kf6yzZdtC NOTES 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1654 lb down at 8-0-0, and 303 lb down at 10-0-12, and 413 lb down and 20 lb up at 12-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-68, 4-8=68, 8-11=68, 2-10=-20 Concentrated Loads (lb) Vert: 4=-93(F) 17=-723(F) 19=93(F) 22=-95(F) 23=-323(F) d NARWM-Verlfrdesiga paramemrs and REM fla7ES ON THF9 AW f'4K MEG WIEKWERMa PAGE MR-7477 me ..1/29f20.14 B WW.. 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 responsib illity of the Ml lek� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding --.-fobda�ficn,�ywF.tyessntrolpstoragerdel'v+aery.erection andbirrg corrse!1•-��.QeraBrja�e3tc3to+p6psa�dS�SI•BcRc�F,somprsnen}—^—�4.--:+�..-gu�:diteliltaT"`.''°'-. Safely Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Hei hts, CA, 95610 M`Sa Vii. Y4 speeiried,> ••d ms tes O&WAV 11. bVAfS g Job Truss Truss Type 3427 q �Qty [ly R41608359 3117_A_ TSA Common 3 1 Job Reference (optional) BMC, Indio, CA - 92203 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 13:18:29 2014 Page 1 ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-_GX7uvT1 xEFmYng7sYiaN SVTC1 oV61DOrZY3lzZfe 51-10 I 10-10-0 16-M 21-8-0 22-10-0 5-7-10 5-2-6 5-2-6 5-7-10 1-2-0 Scale = 1:37.7 4x6 = US = . 5x8 = 3x4 = US = i 7-5-5 14.2-11 21-8-0 7-5-5 rs4 + 7-5-5 Plate Offsets(X,Y): f1:0-1-1,Edge1, I5:0-1-1,Edge1, 18:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) -0.19 7-8 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -0.41 1-8 >621 240 BCLL 0.0 Rep Stress Incr NO WB 0.21 Horz(TL) 0.08 5 n/a n/a BCDL 10.0 Code IBC20097TPI2007 (Matrix) Wind(LL) 0.04 8 >999 240 Weight: 83 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF N0.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=930/0-5-8 (min. 0-1-8), 5=1035/0-5-8 (min. 0-1-8) Max Horz 1=50(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=2201/0, 2-3=-1924/0, 3-4=-1908/0, 4-5=-2191/0 BOT CHORD 1-8=0/2039, 7-8=0/1386, 5-7=0/2015 WEBS 3-7=0/668, 4-7=-383/66, 3-8=0/677, 2-8=-394771 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcun-ent with any other live loads. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Q?,pFESS/pH saa �N o2F�� LU C 074486 m *� E�12-3 1-15 �* �E March 19,2014 A&WARA(1M-Verify*signparaalem-rsand RMKITFSONR11SAM)MMIfAETsA1S7EXREFEREN PAMXn-i473ner,lIn20.tAwamusE 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 1s for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the A erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek* ��fayrical'xrrtquml'rfreswkotcferage.del'rvery`eree�fieivandhracing;roonsu8e-•-A4'S1¢SPNa7�5B--64�t"E31•BeY�7usgComponenl++-�...�,n.:.�-n.--_. `+"-_79ii�Y�Rb�ac crf&Ff�^Su"iP9"1TIB^'��"°""�" SafelytlscenP&.oe u r Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95810 WSoull ksaw�n.v,e rlr�. ...,...,ryrncn.eNxe 1- rmjm saava w.,.srcr Job Truss Truss Type Qty Ply 3117 A R41608360 3117A_ T5B common 1 1 - Job Reference (optional) BMC, Indio, CA - 92203 7.430 s Jul 25 2013 MTek Industries, Inc. Tue Mar 18 13:18:30 2014 Page 1 ID_IUKOyQYzmzBOzGgsMjQH7zNRLd-SS4V6FUfiYNiPiMshZ3x7a?gDcN1 EZ?MdVJ6blz2fd1 5-7-10 10-10-0 I 1s-o-6 z1$-o I2z ' . s7-10 52 --6 S21i 5-7-10 1-2-0 Scale = 1:37.7 4x6 = 3x6 = 5xB = 3x4 = 3x6 = 7-5-5 i 14-2-11 21-8.0 _ 7-5-5 6-9-5 7-5-5 Plate Offsets (X,Y): (1:0-1-1,Edge1. (5:0-1-1,Edpe1, (8:0-4-0 0-3-0) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) -0.19 7-8 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -0.41 1-8 >621 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.21 Horz(TL) 0.08 5 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Wind(LL) 0.05 1-8 >999 240 Weight: 83 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. I&Btr G TOP CHORD Structural wood sheathing directly applied or 3-7-6 oc purlins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or8-6-10 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 1=930/0-5-8 (min. 0-1-8), 5=1035/0-5-8 (min. 0-1-8) Max Horz 1=50(LC 6) Max Uplift1=204(LC 9), 5=240(LC 12) Max Grav 1=1185(LC 8), 5=1290(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=2924/643, 2-3=2303/258, 3-4=2286/248, 4-5=2953/630 BOT CHORD 1-8=614/2707, 7-8=-115/1621, 5-7=-566/2683 WEBS 3-7=0/668, 4-7=393/77, 3-8=0/677, 2-8=-405/81 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. Ili; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 1=204, 5=240. 7) This truss has been designed for load �pFESS/0 a moving concentrated of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. �� SOO,y 8) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag �� (�� O 2 GI 2c loads along bottom chord from 0-0-0 to 21-8-0 for 69.2 plf. r`ij V� LOAD CASE(S) Standard IJJ C 074486 rn 12-31-15 * 9TEOF C March 19,2014 A ffARNM-VP.d[rdPsi74 pamartaten andREA 10TESON7HISAM BY0.0EI)MMAFFEREWAArl.tftr-74P3rerSf2!l(20.td8rfp14F174F Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component B responsibility of building designer- not truss designer. Bracing shown B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the msponsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general geral guidance regarding MiTek' -=fabric-atiorcgae9fpsconfrob-storagerss Platyestitue, 781 N.rLe6age�cuite3 YBuBdingfomgonenl:r+++.-:-+-.-�-,r Safely Information available from Truss Plate Institute, 761 N. Lee Street, Suite 31 Alexandria, VA jpi reS iBe"E2'C&41E Sb'1110�"`-,"""'v" _-" I22314. D 06/Qf3�i3lwA9_�i' LIZ Citrus Heights, CA, 95610 Job Truss Truss Type Qty 3117 A �Ply R41806381 3117_A_ TSC Common 1 1 Job Reference (optional) eMG, malo, GA - uzzUJ 1.4sa s JUIZ] zuls MI I eK mausmes, Inc. me Mar iv i;snu:'su zu14 rage 1 ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-SS4V6FUfiYNiPiMshZ3x7a?gDcN1 EZ?MdVJ6blzZfjd + -i 2z -zo7-5zaso s510 s57o Scale = 1:37.7 4x6 = 3 U6 = 5x8 = 3x4 = US = 7-5-5 14-2-11 21-8-0 7-SS I 6-9-5 7-5-5 Plate Offsets MY): 11:0-1-1,Edge1, 15:0-1-1,Edgej, 18:0-4-0,0-3-01 LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) -0.19 7-8 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -0.41 1-8 >621 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.21 Horz(TL) 0.08 5 n/a n/a BCDL 10.0 Code IBC20091TP12007 (Matrix) Wind(LL) 0.04 8 >999 240 Weight: 83 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=930/0-5-8 (min. 0-1-8), 5=1035/0-5-8 (min. 0-1-8) Max Horz 1=50(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=2201/0, 2-3=1924/0, 3-4=-1908/0, 4-5=2191/0 BOT CHORD 1-8=0/2039, 7-8=0/1386, 5-7=0/2015 WEBS 3-7=0/668, 4-7=383/66, 3.8=0/677, 2-8=394/71 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard AWARNING -Verffldesily;parame.tersand REM AOTFSONIMMARDIIVIXEGMITFKAFFFRF T.AAGE"If-7473Mr.]/,29/1014MMIIEW 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 responsbillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ^^•-wiz- y+-•-«r3#abrieafion=quality�eomsYal;FsleregEbrdeFvery�ereotionand�hxxad�19h4PN$ma@egg-@¢avvd-BCv6i-0uhy�»g�ompanenl=-. Safety Informa8on available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. M"=h1n c-Pkxe r s ar9, d vahkft cxiG&JOLMOU bvALSC QROF ESSjCl SOON Lij U Qf-C 074486 c M *` E�^ 1-15 /* �F M F M7ek' 7177t`�ilirLlR�Li Citrus Heights, CA, March 19,2014 Job Truss Truss Type aty Ply 3117 A R41608362 3117 A_ T5D Common 1 1 Job Reference (optional) o mu n auuo r.43u s uUl zo zui6 ml I ex mau5mes, mc. I ue mar 1 ti 1sna:'S1 zu14 rage 1 ID_IUKOyQYzmzBOzGgsMjQH7zNRLd-xfetJbVHTsVZOsx2FHaAfoXgMOiQz0IVs92f8BzZfc �]�-2-o s-7-10 10-10-o i 1s-o-6 z1-8-o zr 0.01 r1-z-0 5-7-10 5-2-65-z-6 5-7-10 1-2-0 d1 Scale = 1:39.7 44 = 31r6 = 5x8 = 3x4 = US = d Plate Offsets (X,Y): f2:0-1-1,Edgel,16:0-1-1,Edgel, f9:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) -0.19 8-9 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -0.40 2-9 >638 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.21 Horz(TL) 0.07 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.04 8-9 >999 240 Weight: 85 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G REACTIONS (lb/size) 2=1031/0-5-8 (min. 0-1-8), 6=1031/0-5-8 (min. 0-1-8) Max Horz 2=46(LC 6) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2182/0, 3-4=1898/0, 4-5=-1898/0, 5-6=2182/0 BOT CHORD 2-9=0/2006, 8-9=0/1376, 6-8=0/2006 WEBS 4-8=0/669, 5-8=382/66, 4-9=0/669, 3-9=-382/66 BRACING TOP CHORD Structural wood sheathing directly applied or 4-3-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTalk recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Instatlalion uide. NOTES 1) Unbalanced roof live loads have been.considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Q?,OFESSI SOOiy t,, C 074486 *` E�, l22-31-15 J* �F March 19,2014 d WARKAG-Vedfrdes4a paraln tern and READ ACTFS ON R74S At1A [AV..1ZFfs N1TFXRFFFRFfkT. AArZ.. MIT-7473 M r. Sf 29f10.14815M.. U5£ Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. F Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resporsibillity of the �'T�`_. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding j( �-..fabricatioewguoRfgBCA%roL storagerdefivery,-erectionandbrac:iru�ce»clF..}iNllif/iD9YiaBkpErBerlr, BSi=94•enS,SI:i9erRa9ng Gamponenfa*..., .-.- ..--,.,.-, �658.tL.'�17 E; SOitAi'J9'"�" . Safely lnlormoNon available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. CiWs Heights, CA, 95610 M`S:u�---=P3tLe[S�'Hree9uz"aed.sue - OG1ri112L191arA€: Job Truss Truss Type Ply 3117 A �Qty R41606363 3117 A_ T5E Common Supported Gable 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 13:18:32 2014 Page 1 ID_IUKOyQYzmzBOzGgsMjQH7zNRLd-PrCGXxVvE9dQeOWFo_5PC?4lfQBTiTYf5poDgdzZfjb -1-2-0 510.1 10.10.0 159-15 21-110 22-10-0 1-2-0 510.1 4-11-15 4.11.15 5-10-1 �1 0 Scale = 1:39.7 5x6 = 4x4 = 4x4 = 13 12 14 11 15 10 2x4 II 5x8 = 2x4 II 16 510.1 10-10-0 1S9-t5 21-8-0 5-10.1 4-11-15 4-11-t5 5-10-1 1 Plate Offsets (X,Y): f3:0-3-0,Edl1e), f7:0-3-0,Edgej, FI1:04-0,0-3-Ot LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.24 Vert(LL) -0.08 8-10 >841 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.12 8-10 >576 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.20 Horz(TL) 0.00 10 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.01 2-12 >999 240 Weight: 103 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G *Except` TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 3-5,5-7: 2x6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 DF No. 1&Btr G [MiTe.kareconnnnends that Stabilizers and required cross bracing WEBS 2x4 DF Stud G inaedduring truss erection, in accordance with Stabilizer taltion uide. REACTIONS All bearings 16-4-0 except Qt=length) 2=0-5-8, 8=0-5-8. (lb) - Max Horz 2=-42(LC 15) Max Uplift All uplift 100 Ito or less at joint(s) except 2=163(LC 9), 10=166(1-C 12), 12=169(LC 13), 8=169(LC 12) Max Grev AJI reactions 250 lb or less at joint(s) except 2=481(LC 8), 11=459(LC 29), 10=707(LC 20), 12=675(LC 21), 8=466(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-617/405, 4-5=-464/370, 5-6=-478/381, 6-8=583/459 BOT CHORD 2-12=-381/529, 11-12=-295/444, 10-11=264/373, 8-10=-425/506 WEBS 5-11=261/23, 6-11=356/331, 6-10=-588/237, 4-11=-411/331, 4-12=560/243 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 163 lb uplift at joint 2, 166 Ito uplift at joint 10 gOFESS/0 1691b uplift at joint 12 and 169 lb uplift at joint 8. Q� SOON F 7) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the �� 0� O Bottom Chord, nonooncurrent with any other live loads. 8) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate DOL=(1.33) Connect CO �' grip truss to resist drag loads along bottom chord from 0-0-0 to 21-8-0 for 69.2 plf. W C 074486 T 9) No notches allowed in overhang and 20000 from left end and 20000 from right end or 12" along rake from scarf, whichever is larger. LU M Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie E 12-31-15 plate between each notch. LOAD CASE(S) Standard OF March 19,2014 AWIAWtING-Ver17Tdesign pamnie.mrsandRMNO7fSONiNISAMiNa..(ZFrlft7FKRFFERFMT.PA.5FMIf-74I3ML1129(2otaAY{1 UM. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component B responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek !�7�^69�ad8E519uAdfnyGrocurponenl.,.:.� +-._+o-«.r available Safety InformaBon available from Truss Plate Institute, 781 N. Lee Sheet. Suite 312, Alexandria, VA TrussfPlate-eretute, 781 N. Leant;�Plndria, A 22314. ,•:77Yf7 Guar'�aCR'LSPe'S`ORe'i09"�"n'�'�` .-- lt4QrCitrus NSolnlsasnsell�l•••Aue3s��srrna,a�}iO4.pir1136rrAl^s£' Heights, CA, 95610 Job Truss Truss Type Qly Ply 3117 A R41606364 3117 A T5F Common 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.430 s Jul 25 2013 MRek Industries, Inc. Wed Mar 19 07:51:56 2014 Page 1 ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-_DwakmBinkgAGHi5297ah6vJj WAE?pideCGBNZZZPPn -1-2-0 5-10-1 10-10.0 15-9-15 21.8-0 - �22-10.0 d 1-2-0 5-10-1 4-11-15 4-11-15 5-10-1 1-2 0 Scale = 1:38.8 4x6 11 3x10 II 3x10 II 5 6 7 CONN. OF GABLE STUDS BY OTHERS. d 3a _ 40 4x6 _ 5x8 = 3x4 = 4x6 _ LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Cade IBC2009/rP12007 CSI TC 0.43 BC 0.81 WB 0.26 (Matrix) DEFL in (loc) I/deft Ud Vert(LL) -0.14 10-12 >999 480 Vert(TL) -0.37 10-12 >706 240 Horz(TL) 0.10 10 n/a n/a Wind(LL) 0.06 14-15 >999 240 PLATES GRIP MT20 220/195 Weight: 122 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G `Except` TOP CHORD Structural wood sheathing directly applied or 3-3-15 oc puriins. 3-6,6-9: 2x6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 8-9-15 oc bracing. BOT CHORD 2x4 DF No.t&Btr G MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 DF Stud G be installed during truss erection, in accordance with Stabilizer OTHERS 2x4 DF Stud G Installation guide. REACTIONS (lb/size) 2=103612-8-0 (min. 0-1-8), 10=1036/2-8-0 (min. 0-1-8) Max Horz 2=-43(LC 16) Max Uplift 2=-199(LC 9), 10=199(LC 12) Max Grav 2=1256(LC 8), 10=1256(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3246/595, 3-4=-2896/499, 4-5=-2066/177, 5-6=-1636/0, 6-7=-1647/0, 7-8=2109/191, 8-9=30451484, 9-10=3285/625 BOT CHORD 2-34=0/3083, 34-35=0/2365, 15-35=0/2365, 15-36=0/2360, 14-36=0/2360, 14-37=0/1662, 13-37=0/1662, 13-38=0/2406, 12-38=0/2406, 12-39=0/2412, 39-40=0/2412, 10-40=575/2912 WEBS 8-13=-875/9, 8-12=0/366, 4-14=-844/5, 4-15=0/355, 5-14=0/521, 7-13=0/536 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/rPI 1. QFE3.SJ 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. QR a� (`0 q� 6) This SOd N truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide Q will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. w C 074486 r" 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 199 lb uplift at joint 2 and 199 lb uplift at joint 10. E 12-31-15 10) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcunent with any other live loads. 11) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0, 19-8-0 to 21-8-0 for 375.0 plf. TFCOF 12) No notches allowed in overhang and 20200 from left end and 20200 from right end or 24" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. March 19,2014 A t1'ARdtffrti-11afffrdesign paramew-rs and RFAO AF IES ON 7Nf9 Aft N21MED KnFKRFFFRFMT PAM MR-7473 fec 112V2014 &T61YUSE Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. � Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown 6 for lateral support of individual web members only. Additional temporary bracing to insure stabilty during construction is the responsibillity, of the M�Tar t dti erector. Adonal permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding •�-.<4abricoliorn^quNitps®ia'rat;w'Sorage;�eliacrgrereeiia�r-anchbraairtg;"eenxatt---AMSMTFr#�e•aft'ry�dasder95B^BS�vea:33�5VIdIng.Ocmponent�—•.M.=-«�::._-•.w�.,-:�F777"i;7�eNFTaiiR't&fiB''SBftg'IDB�^`'"""O- safely Intonnn available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 H"Sest t%ifs� kiind rk .tfiet9 s,5 ores -. 12=3 byALSC Job Truss Truss Type Qty Ply 3117 A R416D8365 3117 A T6A Common 1 1 Job Reference (optional) BMC, Indio, CA- 92203 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 13:18:34 2014 Page 1 1D:IUKOyQYzmzBOzGgsMjQH7zNRLd-LEKOxdXAlnu8uJfdwP8tHQ9LRDnzAPKyY7HJkWzZf)Z 6-3-0 12.6-0 � 13-8-0 1 6-3-0 6-3A 1-2-0 Scale = 1:22.6 4x6 = to 2x4 11 3,15 = Plate Offsets (X Y): [1:0-1-5 Edge] [3:0-1-5 Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) -0.13 1-5 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.67 Vert(TL) -0.23 1-5 >642 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.12 Horz(TL) 0.02 3 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.02 1-5 >999 240 Weight: 401b FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 DF No. t&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=531/Mechanical, 3=641/0-5-8 (min. 0-1-8) Max Horz 1=-36(LC 6) Max Uplift3=7(LC 4) Max Grav 1=541(LC 11), 3=641(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1040/0, 2-3=-1044/0 BOT CHORD 1.5=0/929, 3-5=0/929 WEBS 2-5=0/399 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right .. exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7 Ib uplift at joint 3. RQFESS/0 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the �QQ N- SOON Bottom Chord, nonconcurrent with any other live loads. �� O O2C LOAD CASE(S) Standard ` ��O �Z W C 074486 rn E 12-31-15 * sT�TFOF March 19,2014 AWARf1AG-V". des4aPaiametarsandREMN07ESONTHISAFR)VW..WED14FITKREFFRENE PAGE MR-7413ML112V2A.1d8ff6 .L%F Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and 6 for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 6 the respomsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiT®k� .•--dialxicaSion-goali4�earlrM?sfer¢r,7e4deG�cwy;�reeti^s. rrcasmd�tveing;-conml0e'9B}}FPti�amBh°C�nd-8C5?6u9CfagCwr.'Ponent:.>.=-.�.-...T.n:.._. ^"T77"Licit.We`L'a-"Rg°SuiCe'i06"��""`"6i . Sa= Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. NS+sfrflu:m613n'n E'JVStkxeefwa 3e awarlli _eYae.eXas7'aa:.anhvur nven..2 n.. ••. f flM:"Al A 1-Ald Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 3117 A Ralsos3ss 3117_A_ T6B Hip Girder 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 13:18:35 2014 Page 1 I D: I U KOyQYzmzBOzGgsMj Q H7zN R Ld-pQ uO9zYo W40_VTEpU6f6geiZOdD7voL5nnOtHyzZf1Y 6E-0 3-5-1 6-0-0 9-0-15 12-6-0 13$0 3-5-12E-15 2.8-15 3-5-1 0.3-0 Scale = 1:23.0 01 5.6 II Special 2x4 II Bx12 = 2x4 II 3x10 = Special 6E-0 3.51 6-0-0 9-0-15 125-0 3-51 N-15 2-6-15 3-51 Plate Offsets (X Y): [1:0-11-8,0-1-01, [5:0-11-8,0-1-01, [8:D-6-0,0-4-121 LOADING (psf) SPACING 2-M CS1 DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.17 Vert(LL) -0.04 8 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.29 Vert(TL) -0.15 8 >966 240 BCLL 0.0 Rep Stress Incr NO WB 0.33 HOrz(TL) 0.03 5 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.02 8 >999 240 Weight: 58 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 4-1-10 oc purlins. BOT CHORD 2x6 DF SS BOT CHORD' Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be in,during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 1=966/Mechanical, 5=108810-5-8 (min. 0-1-8) Max Horz 1=38(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2503/0, 2-3=-2287/0, 3-4=-2287/0, 4-5=2407/0 BOT CHORD 1-9=0/2345, 8-9=0/2345, 7-8=0/2240, 5-7=0/2240 WEBS 2-8=-394/37, 4-8=327/49, 3-8=0/1070 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; endosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 210 lb down and 38 lb up at 6-3-0 �pFESS/p on top chord, and 376 Ito down at 6-0-0, and 376 lb down at 6-54 on bottom chord. The design/selection of such connection device(s) is the Sao responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).CO 2C V� LOAD CASE(S) Standard 1) Regular. C7 CZrt LLJ C 074486 rn Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-68, 3-6=68,1-5=20 * 12-31 15 Concentrated Loads (lb) Vert: 3=130(F) 8=-753(F) �1T CIV � �P �TFOF CA March 19,2014 A t4ARNM -Verfi l iga parameNrs and REM A07ES ON WHS AN0 L4i21ZED N FEKRFFEREhLE PCE MR-7473 rec 11291ZOIA A8WLM Design valid for use only with Wek connectors. This design 6 based any upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is respombi ity of 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. Fa general guidance regarding ��T®�� •,•��.> ...�... kabricatien•`Qeelitg`aoalrollatewgc"defw^'eon-ond•bracirrg+eevseelh+cY .. .. ;fl56.89�n�3rEa�rpon®n4 y-.r_-.--a...>.._ - a-cTc'Cllhhe'SLS�'9E9"--�..— salefy InlormaBon available from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 22314. rt'4rlrai ks�tif rsPl:$m hwk.--"a.._.r 2$P tlAetAn.vsb.rtrt aaf+. `.- ••._tF;u rKIM f43t93 w. AMr Citrus Heights, CA, 95610 9 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0 T For 4 x 2 orientation, locate plates 0-144' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available In MITek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. 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. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 O U a- O F- BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT N UMBERS/ LETTE RS. PRODUCT CODE APPROVALS ]CC -ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Southern Pine lumber designations are as follows: SYP represents values as published by AWC in the 2005/2012 NDS SP represents ALSC approved/new values with effective date of June 1, 2013 © 2012 MTek® All Rights Reserved 0 MiTek 0 MITek Engineering Reference Sheet: Mll-7473 rev. 01 /29/2013 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI I Quality Criteria. Building Materials and Construction services D.B.A. BOULDERS WEST COMPONENTS 45-491 GOLF CENTER PARKWAY, INDIO, CA. 92203 0.760347-3332 F.760-347-0202 CONTENTS .........................PAGE Tit1iBER PRODIfCTS INSPECTION (LETTER) ................. ................. I TPI (CTI) STAMP — SEE PAGE 1 ..................................2 EXPLANATION OF ENGINEERED DRAWING ...................................3 DETAM FOR COMMON AND END JACKS — 16 PSF ..................................4 DETAIL FOR COMMON AND END JACKS — 20 PSF ...........................I......5 SIMPORT OF B.C. (PRESSIME BLOCK) STANDARD OPEN END RACK..................................6 INTERIOR BEARING OFFSET DETAIL ..................................7 BEARING BLOCK DETAIL 3 'A" BEARING ...a ..............................8 BEARING BLOCK DETAIL 5 V BEARING ..................................9 UPLIff TOE -NAIL DETAIL. .................................10 LATERAL TOE —NAIL DETAIL .............I...................11 WEB BRACING RECOM UNDATIONS .................................12 T—BRACE AND L-BRACE .................................13 VALLEY TRIISS DETAIL ..................................14 VALLEY TRIISS DETAIL (CONT'D) .................................15 PURLIN GABLE DETAIL .................................16 PURLIN GABLE DETAIL (CONT'D) .................................17 PIIRLIN GABLE DETAIL (CONT'D) ...18 PMMIN GABLE DETAIL (CONT'D) .................................19 STANDARD GABLE END DETAIL ..................................20 STANDARD GABLE END DETAIL (CONT'D) .................................21 STD. REPAIR - MISSING STUD ON GABLE TRIISS ............I.......................22. STD. REPAIR - BROKEN STUD ON GABLE TRUSS .................................23 STD. REPAIR - REMOVE CENTER STUD ON GABLE TRIISS .................................24 STD. REPAIR - NOTCH 2X6 TOP CHORD ON GABLE TRUSS .........I.......................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 3MC FOR MORE INFORIIIATION OR QUESTIONS REGARDING THESE SHEETS PAGE: 0 OF 30 TIMBER *DUCTS INSPECTION March 21, 2006 To Whom It May Concern: This is to verify that Boulder West Components of Indio, CA is a subscriber in the Timber -Products Inspection (TP) and General Testing and Inspection (GTI) Truss Quality Auditing Program. The TP and GTI Truss Quality Auditing Programs are recognized by the International Accreditation Service (IAS) with the assigned number of AA-664. TP and the GTI quality assurance marks have been recognized in the west by the truss industry and code jurisdictions since 1969. TP currently audits truss manufacturing facilities nationwide. TP is conducting unannounced, third party audits at the Boulder West Components of Indio, CA. This facility is currently in good standing in the TP Truss Quality Auditing _• Program. Boulder West Components personnel are authorized to apply the GTI quality mark to trusses that are manufactured in accordance with the latest revision of the ANSUTPI 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 Pepper Browne at (360) 449-3840 ext. 11. Sincerely, Brian Hensley Truss Manager — Westem.Division Page irk 'I 105 SE 124th Avenue a Vancouver, Washington 98684 ^ 3601449-3840 • FAX: 360/449-3953 P,O; Box 919 - 1641 Sigman Road - Conyers, Georg�a•N0012= 7�al922=8000 .'FAX:'770%922=Y =90-". m 'DESIGN CRITERIA �INDIO. CA � �GTI �TIMBER PRODUCTS INSPECTION., Mr. � � � � � . ` CING � � � � . - russ russ ype y Y [ob DISPLAY RCOF1 COMMON 1 1 ,Febr e ustries, nc. on ar age •2-0-0 54-5 10-2.3 15-0-D . 199-13 247.11 30-00 32-0-0 F� 2-0-0 5.4.5 4513 49-13 4-9-13 4913 545 2-0 0 C� 40 = 6 C6'ODr 1x4If tx411 7 394 4 3x4 i 6 6 4 E D ix4 ix4 G 9 3 10 2 I 1t)o of 14 13 S2 3x6 3x6 3xa = 3x6 = 3i8 = q H 10-2-3 19-9-13 3D-0-0 g 10-2.3 9-7-11 1D-2-3 Plate Offsets (X,Y): 12:0-3-0,0-1-41, (10:0-3-0,0-1-4) LJ LOADING pp €€ O-0 SPACING 2 -0-0 J M CSt DEFL In (bc) Ildefl Vert(LL) -0.09 14 >999 P PLATES GRIP M1120 2491190TCLL ' 1 10.0 States increase Lumber Increase 1.15 K TC 0.29 BC 0.83 Vert(TL) -0.39 12-14 >907 TCDL B(1L 0.0 Rep StressMor YES WB 0.36 Host LCLLL Wn07 10 1/defl — n/a 240 Weight: 158 lb BCDL 10.0 Code SOCA/ANSI95 LUMBER 1 BOO TOP CHORD 2 X 4 SYP No'2 U TOP CHORD Sheathed or 4-2-1 oe pudins. BOT CHORD Rigid ceiling directly applied or 8 8-1/ oc bracing. SOT CHORD 2 X 4 SYP No.2 WEBS' 2 X 4 SYP No3 R S REACTIONS 9b/size► 2m1317/0-3-8, 10-1317/0-" TMax Hoe 2=-175(ioad case 5) 5) Max Upl&2m-341(load�case 4), 10=-341(load ease Load Casa Only Y / FORCES Of - First TOP CHORD 1-2=2(3, 2.3e-2024, 3-4=-1722, 4-5=-1722, 5-6e-1722, 6-7=-1722, 7-8=-1722, 8-9--1722, 9-10=-2024, 10-11 —26 BOT CHORD 2-14-1794, 13-14-1140, 12-13-1140, 1D-12=1794 6-14=742, 6-12=742, 9-12=-288 WEBS 6-14=-294, 7-12=-294, 3-14=-2B6, , f� j NOTES t+ v 1) Unbalanced roof rive loads have been oon6dered for this design. _ 2) yy�o��WFRS per 3 o e; cara91everr left and right exposed ; and vertical left right e�csad,Lumber DOL-1 3sure gable and zone; plate grip DDL-1.33. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding $41 lb uplift at joint 2 and 341 lb uplift at joint 10. A Cumutetfve DimensionsM TC, BC, and Web Maximum Crnnbined Stress Indices B Panel Length (feet - inches - sixteenths) N Deflections (inches) and Span to Deflection Ratio LOAD CASEIS) Standard X C Slope O Input Span to Deflection Ratio D Plata Size and OtientaGOn P MiTek Plate Allowables (PSI) E Overall Height 0 Lumber Requirements F Bearing Location R Reaction (pounds) G Truss Span (feet - inches - sixteenths) S Minimum Bearing Required (inches) H Plate Offsets T Maximum Uplift and/or Horhontal Reaction If Applicable I Design Loading (PSF) U Required Member Bracing J Spacing O.C. (feet - Inches - sixteenths) V Member Axial Forces tow Load Case 1 K Duration of Load for Plate and Lumber Design W Notes L Code X Additional Loads/Load Cases DETAIL FOR COMMON AND'END JACKS M111SAC - 8 =16PS.F 3m/2oo4 PAGE 9 11"Lw+ullvli 1101 O 11ti1YV L++-u ftl/iI CT FI4YSYIC.7, ,l11.. TCLL 16.0 pp nCrease . 1.25 BRACING Weste�Ft DIvL�Eon TCDL 14 0 Luiifbet.Encrease 1ss TOP CHORD Shpalhe 1. BGLL O.tr Re}1 Str6ss Inor YES BOT CHORD Rigid Wiling directly applied. CDL 10.0 MINIMUM LUMBER SIZE AND GF0,13E TOP CHORD 2 X 0PF, HP, DF-L No.2 LENGTH OF EXTENSION BOT CHORD 2 X 4 SPF, HlF, DF-L No.2 AS DESIGN REQ'D 20'-0' MAX SPLICE CAN. ETMER BE 3X& MT20 PLATES OR 22". LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBIEk AS TOP CHORD ATTACH TO ONE FACE W1(.131"X3.D° MINI NAILS Q, 3" O.C. 2 ROWS NOTE: TOP CHORD PITCH: 4/12�8/12 BOTTOM CHORD PITCH: 0/12-4112 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. SUPPORT AND CONNECT/13YOTHERS OR 2-16d COMMON WIRE SrD1AL X 3.5' LGT TOE NAILS SUPPORTS SHALL BE PROVIDED 0 4'4" O.C. ALONG THE EXTENSION OF TOP CHORD. CONN. W316d COMMON WIRE (0.16ZDiA. X 3.5" LGT) TOE NAILS CONK. W/216d COAMNON WIRE (eism A. X 3.5" LGT) TOE NAILS 6.00 6.0.0 f 2-0-0 4-0-0 2-0-0 I EXT. 2-0-0 EXT. 2-0.0 r" CONN. W13 16dCOMMON WIRE (0.16MIA X W LGT) TOE NAILS 4.11 BOTTOM CHORD LENGTH MAY BE 2'-0' F -w ✓ 3X4 — OR A BEARING BLOCK CONN. Wt2 led COMMON WIRE(0.162'01A, Xa.6") LGT TOE NAILS OR SEE DETAIL MMC-7 FOR 2.0-0 $-" PRESSUREBLDCKING INFO. NOTE NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. Page # maxAmJcs � vary5 ,r..,gaa�� mui x� Noss ow inls awn a+ecrnita w�sfcnseirts.xce r a o=.nlems ok wd oroowh =oomf m d oar seoW mi Is Iv opwomelen ollWbu6dfnok for ded m u' AH1h48 !sgRmw,s�db.cQPeD8a8 feSOmDrive. modonW uki C111us H*hfs, CA, 91 DETAIL FOR COMMON AND END JACKS MIUSAC - 8 -20PSP 8/31/2DD5 PAGE 1 a aiF+Irvu � �+� 7YIY� BK; tROEfSR7"tCS, {[IG. lrrcresse 1.t5 BRA NG Wesleeti Afvlsfon irurease t.ts T p CHOIifl 5b�athed. ep Stress' lrur YES BOT CED Rigid Ceiling directly applied. 2 X 4 HF, OF-L No.1 LENGTH OF -EXTENSION 2 X 4 SPF, HF, DF-L No.2 AS DESIGN REO'D W-O" MAX SPLICE CAN .ERHER BE 3X8. MT2G PLATE S OR 22" LONG 2X4 SCAB CEN EKED AT SOUCE W/SAME . LUMBER AS TOP CHORD ATTACH TO ONE FACE_ W! {,131"X3.D" MIN) NAILS Q, 3" O.C. 2 ROM f NOTE: T.QP CHORD PITCH: 3/12�8112 BOTTOM CHORD PITCH: 0/12 4112 PITCH DIFFERENCE BETWEEN TOP ARID BOTTOM CHORD TO BE "2" MIN. SPACING-- 24" O,C. SUPPORTAND CONNE ON BY OTHERS OR 2-15d COMMON WIRE (0.162 DL4, X 3.61 LGTTOE NAILS SUPPORTS SHALL BE PROVIDED 0 V4)- O.C. ALONG THE EXTENSION OF TOP CHORD. CONN. Wl3 16d COMMON WIRE (D.162"DVL X 3.5' LGT) TOE NALS COWL M 16d COMMON WARE (01ST-DW X 30 LGT) TOE NAILS 8d-0 8-" EXT. 2-" 4-0-0 2-0-0 EXT. EXT. 1, 2-" — 2-0-0 , CONK. W1316d COMMON WIRE (0ASZ Vlk X 30 LOT) TOE MARS knhl BOTTOM CHORD LENGTH MAY BE ZO N ✓ 3X4 = OR A BEARING BLOCK CONN. WR 18d COMMON WIMOA62'BIA, X 3.n LGT TOE NAILS, OR SEE DFSAIL MBISAG7 FOR 2-0-0 8 0 0 PRESSUREBLOCKING r]uFo, NOTE: NAILING SHALL BE SUCH THAt THE LUMBER DOES NOT SPLIT. Pa e # .,:. B'.C. OF STANOARD OPEN END :. .tCKS MIUSAC a [3/30/2-004 PAGE } Loading (PSF): 'BCDL 10.0 PSF MAX 2x4 bot chord rriar truc? f af)ack *; W NA1CS (typ) 2x4 biodrjack isatweenl.4 truss nailed to carrier (typ) w/B W/(.13.5wsr mm nails spaced at 3" o.c. 60-D 20'rW PARTIAL FRAMING PLAN OF CALIFOOHA.HIP SET VNITH SUB GIRDER SC Of carrier truss I-X3.0- MIN) NAILS (typ) CHORD OF OPEN END JACK BC wl 64.131"X30 MIN) NAILS @ 3" O.C. Stds AM u+ctvnsn sum r upon pdarirefers atu �neietistasp�y.o 1polb tt��,,.. d the a,N nt�Virtt ouvwv r madam. VA 0719. Page # 6 ea�onerd. �r..eraea+a shower ipoiulbl�lyd_Ihe_- .. cAm"nald 1041 CK 4144,9tTk , III-. Wistern Division 10en6arlitana :111ts, CA, 9661 IN.TER1.0R.-BEARING OFFSET DETAIL. MII/ AG - 6 313012004 I PAGE 1 Wild lndustr M Inc. Wes%rn Dfvblon T 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 VAR`! NOTE- THIS DETAIL MAY BE USED FOR ROOF OR FLOOR TRUSS DESIGNS . DOUBLE WEB JOINT SINGLE WEB JOINT rt TRIPLE WEB JOINT y zq QF CR1- Pa a#7 JUL 2 S 2011 nad„d ,m ent — Mus-H*hW CA. Ml sm SCARING $-LOG.WMTAiL. 3 112" BEAMNG M111SAG s 3A 3/2512004 PAGE 1 REFER TO- INDIVIDUAL TRUSS DES3 N REFER PLATE SIZES AND LUMBER GRADES IMPORTANT This detall to be used only with one ply trusses (EXCEPT AS NOTED BELOW) with a D.O.L. lumber increase of 1.I S or higher. Trusses not fitting these criteria should be examined individually. 0-3-8 0-3-8 ACTUAL BEARING SIZEI BOTTOM CHORD SIZE A141) ' LUMBER GRADE REACTION (lb) BEARING BLACK ALLOWABLE LOADS NAILrWG PATTERN l NO 1 (NOTE4,5) (NOTE 4) ----... __.-__---- SYP I 2966 929 3281 855 2x4 B07"t,OM CHORD 2 ROWS 0 3" O.C. t8 TOTAL NAILS) I OF I HE 2126 736 2231 726 sPF ........ 2r,6 BOTTOM CHORD 3 ROWS @ 3" O.C. i sYP SYP r DF BF 2966 I - 3281 2126 1393 1282 1104 1089 t12 TOTAL NAILSI l SPF 2231 185B _ •._..------- - SYP I 2966 17'10 �. `j,` 2x8 BC, UM CHORD 4 ROWS a 3" O.C. (16 TOTAL NAILS) OF HF 1 SPF 3281 2126 2231 1472 1452 X FOR 2X1O BOTTOM CHORD USE 2X8 BOTTOM CHORD VALUES. 4" MINIMUM HEEL HEIGHT I atw zs x-N -ru ac u m 22 112" 5 SIZE, GRADE, d SPECIES AS EXISTING BOTTOM CHORD. APPLY TO ONE FACE OF TRUSS. Western Dlvisiors --- BEARING BLACK 5 WOOD BEARING ALLOWABLE LOADS LOWABL LOAD (lb) SAL EQUIVALENT BEARING LENGTH 3805 D- -9 4136 �- _ D- 4-6 _ .. _ .... . . 0 4-11 _ D-4-10 0-8-2 _... - - -- 0_4-13 0-5-3 0-5-11 2862 2957 4359 --- 4563 --- �-. 3230 3320 4624 —L-- 4991 0-5-5 — --- - - 3598 0-5-14 0-5-12-- - ._._ ........ 1 12" BLOCK NOTES: IUL 2 8 2011 1. USE LOWER OF TOP PLATE OF BEADING WALL OR BOTTOM CHORD OF TRUSS WOOD SPECIES. 23HE END DISTANCE, EDGE. DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID' UNUSUAL SPLITTING OF THE WOOD. 3. NAILS DESIGNATED ARE (A31" DIAM. x 3") MINIMUM 4. POR BEARINGS NOT NEARER THAN 3" TO THE i:ND 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 TO LONG MIN. AND BLOCKS ARE ATTACHE TO EACH SIDE OF 2-PLY TRUSS WITH NAILING PATTERN AS SPECIFIED AND 2-112 A307 BOLTS TO CONNECT ALL 4 PLIES TOGETHER, LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES: SYP = 565 psi OF = 625 psi HF = 405 psi SPF = 425 psi NOTE: VALUES DO NOT INCLUDE MSR LUMBER WITH "Err VALUES GREATER THAN 1,900,000 PSI OR NON -DENSE GRADE LUMBER. [3a e WARMNG . Yer & d"" pararnders aril READ.kO?SSON r= AND YNCLIID&D 1AT18'S lrI:PS ENCE PAQ2`s JigII7,C93 81;FURE US& 1 7777 Gieenba& t. 09 gn vaid for use only wNh h0ek eonnedon.7hb design h based only upon parame7ess shown. and h for on kdk idud bukring eompomnf. • SuHe 7 Citrus Helgtrts, CA, Cieabiilly of design menters arxs fPeL'no�P°r°6°n of cortlponent & respondb�ly of bum design - nol Inns designer. Bracing slsown ' er `aierol irppWrot, 1Rembrls�onW�'-A .' �einsursfel>�ya�le,�g9.mnslruc�4en�fi+a+r-;xen�bs'MIy_ni the ..:...o..��.."!`.":.,..�.�.�.a - rc.e-.c..e:,.n-.s-,:-i.::.fe•rne.eeF4rv.-'-i1tv--Bt.,'Ri'rfdrF5YYA1Ni'NKQ9ci61-FeI'eetrarril�udanza reoord'usa brkol{on. r}uaBlY aonW. siorage, dav", erectlon and bracing, eaWA ANSVIPIL Quo*y Cdfode. DSS-8 and my Inlm=r8 fi ovok ble tram truss Plate Msffiule, 5H3 D'Onotrio Drive. Madam, VA 5371 Y. BE'APdf4G RL®CK ®ETAIL: 5 '1112°'. BEARING M111SAC - 4A 3/25/2004 PAGE 1 hAiTak inehr kfrlPtt- Inc- ©. Wes nrt Division [REFER TO INDNIDUAL TRUSS DESIGN I FOt 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 Dr higher. Trusses riot fitting these criteria should be examined individually. 0-5-8 ACTUAL BEARING SIZEWITH BEARING BLOCK APPLIED ON ONE SIDE OFFTTRbSS --- _ -- ALMIABLE BEARING BLOCK BEARING BLOCK 6 WOOD BEARING ALLOWABLE LOADS i LUMBER REACTION BOTTOM CHORD SIZE ALLOWABLE LOAC9 --- _ r AND GRADE 111 (ib) ALLOWABLE LOAD (lb) TOTAL EQUIJRLENT BEARING LENGTH 'IATLII16 PATTERN { ) ( (NOTE (NOTE4�— (NOTE _ NOTE4,5 { ) --- --- 1 4661 _ 929 — 5590 _ 0 �9 i SYP � _ :x4 BOTTOM CHORD - I:F F 5156 855 �:l fi011 t 0=6 6 ROWS a 3" O.C. ;6 TOTAL NAILS) He 3341 738 4077 — 0-6-11 _ __._ . .... 35M 726 4232 HS I —` -- M-10 —D-7-2 4661 1398 9054 1 SYP 5156 12$2 6438' _-- - - - DF 1 2x6 BOTTOM CHORD 3 ROWS a 3" D.C. HF I 3341 1104 4445 _— ----_—_0-7-5_ ii^_ TOTAL NAILS)-- SPF 3506 1089 4595 _ 0=7-3 _ 4661 1858 6519 0-7-11 SYP -- — — — - - -, 2r.6 BOTTOM CHORD DF 5156 1710 6866 0-7-5 ,—_ 4 eows a 3" O.C. HF TOTAL NAILS) 3341 1472 4813 D-7-14 ----. __._.._.... ..-_ (16 . SPF 5506 1452_ 4958 1 -- D-7-12 — FOR 2X10 BOTTOM CHORD USE 2X8 BOTTOM CHORD VALUES. 4" MINIMUM T HEEL HEIGHT i BRG BLCA:K Tu BG bAnr. 122 1/I SIZE, GRADE, s SPECIES AS EKISTING BOTTOM CORD. APPLY TO ONE FACE OF TRUSS fly �CASE 2 =6433 W. 3-31,4 NOTES: JULgq0q 1. USE LOWER OF TOP PLATE OF BEARING WALL OR BOTTOM CHORD OF TRUSS WOOD SPECIES. �%a 2.THE END DISTANCE, EDGE DISTANCE; AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. NAILS DESIGNATED ARE (.131" DIAM. x 31 MINIMUM 4. FOR BEARINGS NOT NEARER THAN r TO THE ENO 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 = 555 psi Dr = 625 psi HF = 405 psi SPF = 425 psi NOTE. VALUES DO NOT INCLUDE MSR LUMBER WITH "E" VALUES GREATER THAN 1,900,000 PSI OR NON -DENSE GRADE LUMBER. WARM--. Va W d-gnparame— and an valid for use only wflh h6ek connectors. 0 ON T=A16ft'j LU= =T.E3'R&S&JXZ PACO lffi 74" BXMPi US& I r r r r �ar u Sui09 k bored only upon Parameters shown, mrd'a for an =Tdro ud buAdna eomponenl. i CW HO ghts. CA. --- -kfos lateral support of IndN`rJuW vue4rsrersrbers OW. Addilbriol temparaVara%:iWta1n56Te40Wi1y oway M JM erects. Additional pennPneng bracing of H:e ov&al skualure k the responsUilly of the buk ft. desigow-Far gen6rW g idonce segoidng } ...., . . iabdcakon, quotky aohlrot, storage, de hge ereciiap and bmckrg. carm+H ANSIM11 Quatlfy Cdleda, 08-89 and SCSil Mddh o Cetnp 11' ' � pr y® Salaiy iniormollon avokabfe from trots Plok Inslin . 5A3 D'onoirio (hive, Madison. W4 S3h9. , ■ leiR UPLIFT Mt NAIL DETA►14 MIIISAiC - 24 11M8/2D04 1. PAGE 1 Mrrek Industries, Ina. <.. �t NOTES: Wiistern Division ( 1. TOE NAILS SHALE. BE DI SN AT fW ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTFD 1/3 THE LENGTH OF. THE -NAIL FRbM THE MEMBER END AS SHOWN. - - - - 2. THE END. DISTANCE, EDGE DISTANCE; AND' SPACING OF NAILS SHALL BE SUCH AS TO aVOi.D, UNUSUAL SPLITr1fJG OPTM WOOD. r ' AI_ aV, BX PLATE SPECIES FOR ME BM LE E DIFFERENT SPELUE OF THE CIES. CHORD SPECIES r END VIEW NEAR SIDE FAR S TOE -NAIL WITHDRAWAL VALUES PER NOS 2001 (Ibinail) DM. SYP 'DF HF SPF SPF S �s .181" 58.5 46.1 • 31.6 26:a 261 p)35 $0 3 47.5 42.5 30.7 20-9 m 1 72:3 57.0 39.1 36.8 2,R.1 of z 128 53.! 41 .0 18.4 fl -542 428 29.3 2.7 18.823 .148 61A 31131 21.3 S9 .12D 45.9 38.2 24A 15.9 O.128 49.0 3B.6 26.5 25.0 17.b i3 131 5D.1 39.5 27-1 26,8 17.4 .148' 56,8. , 44.6 30.6 28.6 19.6 VALUES SHOWN ARE CAPACITY PER TOE -NAIL APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAM(3) 16Pd'�"S (.1W diam. x 3.5") WITH SPF SPECIES TOP PLATE For Wind DOL qf 1.33, 3 (nails) X.36.6.(binall) X 1.33 (DOL for wind)=146.81b Ivtaldmum Allowable Uplift ReactlDn Due To Wind For Wind DOL of 1.60: 3 (natis) X 36.8 (lb/nall) X 1.60 (DOL for wind)=176.61b Mwdmum Allowable Uplift Reaction Due To Wind if the. uplift reaction spe0e l on the Truss Desln mWenlcal uplift c6nnn+e nibmust b used another USE USE (4) TOE -NAILS ON 2x8 BEARING WALL Page # 10 JUL 2 8 2011 fir "' .d�rify QeelB'�P O dltFAD 1POIT6 OW 2ffi$ AND ?JCL>tIsSD ltl}J'=tXMZ'r0N .FA= iMV495 MF0i;8 fJSit. sum 10s =:7Dmbn vo9d tot use,ady wph'A+�i 4 s�rutedctt. This de�n:k bas9d only upon pt8amwlmis show(u and h fbr do blitAduoi buldinq comonent. =US HL49t , C0. 9561lettpioper lttco(pbralluts df T!l b nspofathffiy o1 bt 9 de4fgna-not Stvts dest9net. &acing sh.bleidTof In7r9duo3 web nn-b= oMy. Addflloral letwc=j b.*Q to h mmsfobity i:kd g =Pftcfton k the ias lY of the � d .Fo( BWdon re9.�J yam{ slam8 drtYrerectbmaed rg u osiF1C1 Bii9diei® Co}ripeneM ,��nYm r 9 i,ominns Flbie Irelllule S&1 D DnDhb Dtt✓e. Nodlson Wl Si719. �vaii. LATERALTOE-NAIL ®'ETAIL MIUSAC - 25 11/1812Do4 PAGE MfTek Industries, Inc - NOTES: Westefn Division 1. TOE -NAILS $HALL 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 WOOA. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES FOR MEMBERS OF DIFFERENT SPECIES. i SQUARE CUT TOE -NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) DIAM. I SYP DF HF SPF SPF-S .131 88.1 $0.6 59.8 68.4 59.7 p .135 93.5 85.6 74.2 72.6 63A J ;n .162 118.3 1o8.3 93.9 91.9 80.2 of z .128 84.1 76.9 66.7 65.3 57.D .131 88.1 80.6 69.9 68.4 59.7 N .148 106.E 97.6 64.7 828 72.3 of (9 .120 73.9 67.6 58.7 57.4 6D.1 O .128 84.1 76.9 66.7 65.3 57.0 J c .131 88.1 80.6 69.9 68.4 59.7 r0 .148 106.6 97.6 84.7 82.8 72.3 VALUES'SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) -16d NAILS (.162" diam. x 3.5') WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (Ib/nail) X 1.15 (DOL) = 317.0 lb Maximum Capa* fX46W EXPr . "1-13 JUL 2 8 2011 gn mcAd for um only wHh Wei: eonnacfm ft design Is based surly ups SIDE VIEW SIDE VIEW (2X4, W) (2x3) 3 NAILS 2 NAILS NEAR SIDE NEAR SIDE - -t FAR SIDE NEAR SIDE -I FAR SIDE T_V_ - x 45 DEGREE ANGLE BEVEL CUT SIDE VIEW (2x3, 2x4) 2 NAILS NEAR SIDE A4 NEAR SIDE 45.00" SIDE VIEW j 3 NAILS NEAR SIDE NEAR SIDE NEARSIDE Page # 11 Bt W Pdffi M7478 UTCM V= rrrr ureenaaosu is form insfividuol bukft component. sups 109 designer -nol truss ded2ner. brockm shown Cun+s Heights, C!` Isxoge, delivery. ereorcrr and ham 7rau Nble kuNlule. 583 D MARCH 12, 2009 WEB BRACING RECOMMENDATIONS ST-WEBBRACE I== ® Wek industries, Chesterfield, MO Page 1 of 1 a�aa �� o0 0 00 �a MiTek Indusiries, Inc, MAXIMUM TRUSS WEB FORCE gbs.}(See note 7) BRACE BAYSVE 24"O.C. 48'O.C. 72° O.C. BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE A B I C D A 1 B C D C D 10'-0' 1610 1886 1886 2828 .,ems,'-,•�,',.E,'} '' `',?t �,�L= :.•�' �;.9tX!': y^y' �,£'4=t.. �k•^�=. 'r: �.�., .•'a v:.`i �.,,' x• rs'i �t.-ya '•r r'y• .-;�� 4:".'`�i.'e�' r.Tr.�r yi„•pti lab !'L�-•�A_ 4�'�•J'nM.2N dl�. ._7• -��2 ^:.'u'i�.�� T2 0' 1342 1572 15722358 3143 3143 3143 4715 4715 7074 1150 1347 1347 2021 `a' y h r v 7aJ-,gig:. '�r.Kv=•s;'s''y.�2hk:?r"i..,irR.t:t �- *7s vn %i-t' ""'�`•'` ` S, ?;Y•ti; fir+`• kZ� ...` .'. `4-c.',e.+.,�a"!•E%t':,r;,f•''^rti''4`^ 16'-0` 10D6 1179 1179 1768 Lak•'yi 2358 2358 3536 ft•r,�?v"1.. :.Z 18'-O" 894 1048 1048 1572 „w,,w .ni.•=SvyrY.^•;l•.�`:T.P'". '. :'!` ' Y=_`•e,%.>>f 3143 4715 20'-O` 805 943 943 1414 %{:n. ?'� `r 1886 1886 2829 ;.�•,'4' •�2F, +:`� y< K.. �.3'., *Bay size shall be measured in between the centers of pairs of diagonals. TYPE BRACING MATERIALS 1. DIAGONAL BRACMG 6 Rwuw60TO TR NSFEERRTANECUMULATTQELATERAL BRACE FORCE Nron1E ROOFAND/OR CELMC DPPHRAGKTHE DIAPHRAGM BTO BE DESIGNED BYA O(JAL94ED PROFESSIONAL 1 X4 WD. 45 SYP 2. THESECALCULATIONSARE BASED ON UAT6rAL BRACS CARRYING 2140FTHEWW FARCE. A DW60NAL BRACMG MATERW.NUST BE SANE SIZE AND GRADE OR BETTER, ASTHELATERAL GRACE 1 X 4 92 SRB (DF, HF, SPF) MAT'ERYS,AND SHALL BE 9457XLED IN SUCHAMAM46R THAT IT NTERSEOTS WEB MEMBERS ATAPPROX 45 DEGREES AND SHALL BE NAILED ATEACH END AND EACH HTERMSDIATETRISS WITH 2.Sd (0.1SI V SI PON W BRACES, 2•10d (0.131 x 39 FOR 28 Ord2X4 BRACES,AND 3.10d{o,f 3f'x!') FOR 2di BRACES. 4. CONNECTLATERAL BRACE TO EACH.h bS WffH2id(0.IM-)M6'J NALS FOR IM LATFRALSRACE$ 240d (0.13 WI NAL.S FOR 2.3 and tot LATERAL BRACES, AND 3-Hd(0.i31'xr') FOR W LATERALBRACEB. B 2 X 3 A3, STD, OONST (SPF, DF, HF, OR SYP) S.LATERAL BRACE SHOULD BE CONTHUOUS AND SHOULD OVERLAP AT LEASrONETRUSS SPACE FOR CDNTNLARY. G FOR AMMONAL WIDANCE REGARDING DESIGN AND NSTALLATIONOFSRACNG, 00?M.T C 2X4t3, STD, CONST (SPF, DF, HF, OR SYP) EC ousETOGGOOOD PRACICCE WR ADLLNO NSTALLMNEC6 BRACING OFNUAL PNIATCMNECTM WODD TRUSSES, JOINrLY PRODUCED BYV4000 TRUSS COUNCIL OF AMERICA akd TRUSS PLATENSTRUTE. e .oMsduaytoOI andN .ValAS D 2 X 893 OR BETTER (SPF, DF, HF, OR SYP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWNO FOR WEB MEMBER FORCE g, TABILATEDW.UESAAEBASEDONADOL.-1,16 FOR STABILIZERS: FOR ASPACHO OF 200c.. ONLY M ICKSTASLMR'TRIMBRACWG SYSTEMS CANOE SUSSIVUTED TYPER BB,,C AzDBR4C1N3 MATERIAL. DIAGO"BRACNDFORSTABL�RS ARE TO BE PRP/DEDAT BAYSi2E MICATEDASOVE. WHERE DIAPHRAGM SRAMG 15 REW RED TI. NISTSTAUArCP 1WDEAHD PRDDUCTSPEC d.DON. OMS SEE'6TAGLUZEA` 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 NAI1.6 (SEE NOTE 4) Pa e##12 T-BRACE AND L-BRAGE Nailing Vattern L-Brace as . Nall 5i b. Nall Spacing 1x4 or 6 10d (0.148X3`j B° ox. 2x4, 8; or 8 1 8d(0'.162X$1/21 8° ox. Nate: Nail along entire length of L-Braca orT-Brace (on Two -Piles Nat! to.. Both Plies) wEII Nails ., SPACING 1 MIIISAC - 23 1 6r27ia004 MiTak Industries, Ent. Western ahrisian L-Braos or T-Brace Size for one -Ply Truss Speolfled Continuous Rows.flf Cates! Bracing Web Size 1 2 + 2x3 'or 2x4 1 x4 2x4 2x6 1xB 2x6 2x8 2 S DIRECT 8U$BTIMION NOT APUCA9LE Sedan Defall Nags Nails`` web web L-Brace T-Brace t L aRACE orT-BRACE JUL 2 8 2011 T-Brace or l-Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Br'acing Web Ske 1 2•6-Brace •2x3 or 2x4 2x4 2x4 2x6 2x6 2.46 2x8 2x8 2x8 Nails 10d (0.148X3") @ 9" o.c. Web I -Brace Nails SscBon Deiaf! Note: 1. L-Bracing or T-Bracing to be used when conuous lateral bracing Is Impractical. L-brace must cover 90% of web length. 2. L-Brace or T-Brace must be same specles 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 Welk Ind. Inc. jPage # 13 e VALLEY- TRAIS-S PET°AIL Nfl/SAC - 19 4126=04 PAGE 1 OF 2 l ``` ": UVE.LOAD = 60 PSF {MAXI Nti7ek lndit$trles; Inc �.Y DEAD LOAD = 16 PSF (F w�steri Dtvisfon 95 hO I{JC ND SI NOTE: VALLEY STUD SPACING NOT C�ABLE•ENl3 COMMON TRUSS gS NINH WIND SPEED, 3 SECOND GUST 'OR OIRI3ER TRUSS TO EXCEED 48" O.C. SPACING VALLEY TRUSS TYPICAL ( 24" O.G.) BASE TRUSSES TYPICAL ( 24" D.C.) �I VALLEY TRUSS TYPICAL GABLE END, COMMON TRUSS BEVEL VALLEY TOE-•(�1AIL VALLEY TO TRUSS BASE TRUS.3.W/ (:2) (.131"X3.O°•MIN) TOE NAILS, TOE -NAIL. VALLEY TO BASE TRUSS WI ( 22 ) (AM1 $:D" MIN) \\ TOE NAILS 11 10 ATTACH 2x6 CONTINOUS NO-9'SPF TO THE, FACE OF TI (.131"X30 MIN) NA! TRUSS BELOW VALLEY TR 253 REST50N U. DETAILA DETAIL$ (BASE fkUSSES SHEATHED) (Gf ATER THAN 3112 PITCH) ATTACH BEVELED 20 CONTINOUS NO P SPF T Q'f?H FACE dF THE ROOF Vw TWO.(.1ST''X-!-& MIN) NAILS INTO EACH T)2EISS'81=(OW eQ ATTACH-VAU EY TO. To E DETAIL C TOE.- NAIL VALLEY TO (GREATER THAN 3112 PITCH BASE TRUS$ Wl LESS THAN WW2 PITCH) (2 } (.131`�X10" MIN) TOE NAILS o NOTES: JUL 2 8 1. SPAN OF VALLEY TRUSS SHALL BE UMITED TO 34 M'� X AND PITCH BETWEEN 2=6112. 2. PROV.IDE LATERAL SUPPOO FOR TOP CHORD OF BASE TRUSS VMH SHEATHING ( BY OTHERS) 3. MAX WEB LENGTH WLTHO*JT BRACE 16'-31 WITH BRACE (17-61 4. IF TOP CHORD LATERAL BRACING REQUIRED IS LESS T14AN SPACINQ OF VA;LLEY.TRUBSES (24" O.C.} THAN ADDITIONAL. 2X4LIRACING IS kEouiRID. 5. LATERAL BRACING SHALL BE NAILED W/MIN 2 10d NAILS. e vc'raiair�4ss'r=s`a�a foronhxfnAi�ntbyp�'mg¢otntapnenl. S�etti9 ed.' Irof lt}gs tles�h�t 8tg41ng sh?H.P . _ fainrs Fletgnts, Ct` 8561 nv.conslnialian &•ITie re�teid4ilYfU ntiM-' ,_�_.. _'F�: �'`^�"`"' VALLEY TRUSS DETAIL M-II/S:AC:--:1'9 4/28/2004 PAGE 2 OF 2 IYII I cp lily W}Llcp'1 1114.. Westam Dh4slon BEVEL VALLEY TRUSS BEVEL VALLEY TRUSS ' TOE - NAIL VALLEY TO SECURE VALLEY TRUSS BASE TRUSS W/ W/ USP RT7 OR (.2) 16d TOE NAILS EQUIVALENT DETAIL D DETAIL E (NO SHEATHING) (NO SHEATHING) NOTES: FOR CONNECTION OF VALLEY TRUSSES TO BASE TRUSS USING DETAIL D OR DETAIL E. 1. SPACING OF LATERAL BRACING REQUIRED ON TOP CHORD OF BASE TRUSS SHALL BE LARGER THAN THE SPACING '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 # 1 e JUL 2 8 2011 a ® W67rJIIHG 17arVY&s19pP_.ar°andf4avW¢iwa T�.WA Dt1JL`7e�DEdAmS6RRsiz.'ltx=?AQ!tm71,4MSAM"vm sMid�,os � D'eAa s wW for use 6* waft Mget connecters. Shls destgn b besed onb upon pm&fioi rs shown, and is for on lridlMtn l buAdlgg ccrrfpasenf. t7lnrs Flelghts, G4 s55t App "des F ir'Kyn�d$In 4scxAperoliLr of cprti-&=YtWd jm =of b;.'Adln9 drs<gnarv:.nRt lcusi �e,.c. p tkadnp shown _•„+«a._a�. .-.,b..... ,�.-- . fs lalalsjrd Poet weTi m�rc bea only: A3�Ibno7 feioyiiidC7ng b`frisure sl�IftgF3.t4do c�laUuefunf Ilre rbspondb�{tY of ti+e _ f� sty �m event hredna of lhe, ovewB sbudhde h flier rescor�t>Ifh df the bu8dlne designer: For 9enarrsl swldosl66 reocrdina 3, _. r PURLIN ENABLE: DETAIL M111SAC v 12 7/15/2005 PAGE 1 OF 4 Wit IF% lnuu5wft St tn¢. Western Division STUD SPACING ON PU.RUN GABLE TO BE LESS THAN OR EQUAL TO -THE LEASTTO[? CF R0 PURLIN SPACING ON THE G RD R OR HIP TRUSS. V4 5x5 3x5 3x5 ALL PLATES TO BE W UNLESS OTHERWISE NOTED TYPICAL TURIN GABLE" DDRRAWING OR IEAECH NDIIV DUAL TRUSS SEE DETAIL #3 THE PURLIN GABLE TO BE LAID ON TOP OF THE HIP TRUSSES AND ATTACHED WHERE IT HAS CONTACT WITH THE Q co TRUSSES BELOW. SEE DETAIL ~ Z O SEE DETAIL # 0 N c7 JACKS = _ i U. SEE SHEET 2 OF 2 FOR ALL DETAILS Page # 16 M. ss�le 909 shown cam H fthk, C& mi O the,,,,,W AATM z PURLIN GABLE DEtAJL W1 �S _ - ]`�z L' 16d NAILS 6" O.C. ATTACH 2x LEDGER TO FIAT TOP CHORD WITH 2 ROWS OF 10d NAILS (.131" DIAM. x 3`) SPACED 9" O.C. GIRDER t, �v QJ� DETAIL #2 TRUSS TOP CHORD DETAIL #4 0 WASitt7lPli. IIISAC - `� 2 7/15l2005 PAGE 2 OF 4 Mrrek MduWies, Inc. Western Division ISd SMIKER OR 1Sd BOX O.C. SP G[NG BY OTHERS THE.TOP OF.THE HIP GIRDER TRUSS AT THE BASE OF THE PURLIN ' GABLE IS DROPPED LESS THEIR ALL THE OTHE%HIP TRUSSES. gTHE"BOTT M EDGE ALIUT'fHdS PW�iEiITHE lEFFJ' ecaP FACE OF THIS TRUSS AND BEARS ON TOP. dL DETAIL #1 APEX ac z � o U N CO RETAIL #3 IMPORTANT NOTE: ALL CONNECTION NAILING SHALL NOT SPLIT ANY LUMBER R S. C 046433 W. 3-31- , QAmb.,um Page # 1�`'�""� %1'ERiGROt7 FAGS Bfd74Ts B&MRS DSE. 77TT LiT9BtlbBtic'l8t19 ,GJ1Q k �.1�dMd � 33ltms�tia�gn�s, aA es64 sT PURLW. GABLE DETAIL MIl/SAC - 12 7/15/2005 PAGE 3 OF 4. JA B) A PURLIN Ull I Industries, Inc. W"Lm De PURLIN GABLE -R OR 16d BOX z SING BY OTHERS U- L- I -AIL ;F-1 -- Zj-'U F. V L. 518"MIN 16d SINKER OR 16d BOX O.C. SPACING BY OTHERS HIP SET TRUSS DETAIL #2 SU PPL. Pa # 18 Exp. "I -la JUL 2 8 2011 7777 Qfsenbmt Lane In M. H6t, asset PURLIN GABLE DETAIL mwsAc - 12 7/15/2005 PAGE 4 OF 4 WeWind aim Inc. D11% WoMra IN IW '6cl SINKER OR IEW BOX, L�^L- RIDGE BLOCKING PUIR.LIN GAB% ti FIRST COMMON 2X BLOCKIN WI.CONNECTIONS WIFRAMING CONNECTORS LAST HI BY OTHERS 24)-O MAX TA D E I I-XIL #3'SU.PPL.. D-D-12 TIGHTLY SET JOINT PURLIN GABLE it ROOF SHEATH NAILING BY WAWZW - Owik D ETAI L jj- A SUPPL. HIP SET ROOF SHEATHING BY OTHERS HIP SET TRUSS PULIN GABLE HIP RA DETAIL TT—r-A'S Pa:'JUL 2 8 2011 amdJMAD NVT5S'W=AW Vk=ft AiTikxtbb4*sPA00'=-7478 AMPE V= ---f MM-IVISMm�N�idual0u aOMw sue a CONT i STANDARD GABLE EN® DETAIL f 111SAC - 20 4/27/2GG4 PAGE 1 OF 2 .*DIAGONAL OR L -BRACING REFER TO TABLE BELOW SEE PAGE 2/2 FOR ALTERNATE BRACING DETAIL 1 X4 OR 2X3 UYP) VARIES TO COM. i 2 1\ TRUSS -ffx'_ ERTICAL STUD TYPICAL 2x4 L -BRACE NAILED TO 2x4 VERTICALS W/ed NAILS SPACED AT B" O.C. LOADINQpS) SPAGiNd 240 TCLL 50.0 Plates -increase 1.15 TCDL 10.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress In YES BCDL 10.0 Code IBCfIRC TOP CHORD 2 X 4 DFUSPF/HF - No.2 BOT CHORD 2 X 4 DFUSPF/HF - STUD/STD OTHERS 2 X 4 DFUSPF/HF - STUD/STD Western Dlvlsion SHEATHING (BY OTHERS 3 1/2" �1 1/2° 2X4 LATERAL.BRAC_1NG _ NOTCH AT AS REQUIRED PER TABLE BELOW 24a O.C. (MIN.) TOP CHORD NOTCH DETAIL 3x5 = END WALL %GID CEILING MATERIAL ® ETA! L LATERAL BRACING NAILING SCHEDULE VEIN. HEI$HT # CF NAILS -AT -END UP TO 7'-011 2 r OVER 8'-6" 4 -- 16d MAXIMUM VERTICAL STUD HEIGHT SPACING OF VERTICALS WITH0UT BRACE WITH LATERAL BRACE WITH L- BRACRJ 12 INCH O.C. 6-7-0 - -0 -0-0 IN 16 C9-6-0 24 INCH O.C. _ - CDW33 EMP. 3-31_13 CPV�. OF MOTES 9) VERT. STUDS HAVE 13EEN CHECKED FOR B5 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) BRAGNG SHOWN 1S FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. S) DETAIL A (SHOWN ABOVE) APPLIES To STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX VERT. STUD HEIGHT OF W-6". TOP CHORD NOTCHING MOTES 1)THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 2e O.C. ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH 10D NAILS SPACED AT 6" O.C. IF STUDS ARE SPACED AT 24" O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED, 2) NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. 3) LUI�ER MUST MEET OR EXCEED VISUAL GRADE#2 LUMBER AFTER NOTCHING Pa e # ZO 4) NO NOTCHING IS PERMITTED WITHIN 2XTFIE OVERHANG LENGTH. Continued on page 2 v,W d-6a Pa!a=tq. oniItiho go'hW ON ilia AND tNDbGDSU == ••"",`•�•••e PAG8 ?=7473 NEFI 9R =JL laid/ e i use onb wllh h6ek connectors. This design Is based a* upon pwor6elen drown, and Is for an tndrvkival btA ft convonenl. Comm ae.s..., —I— ,,—....,..or1.....,.r.nratlm. e1 eoa,mnanl § receendW W of burAna desloner- not has deft;vr. Brockm shown .'... 'I .`.�.-"t6bnco11oii; gliolNy`ebhfrot'StAT6§�; dE#o�5j;�tedlCdn`dhdtzocfig�'�LPII`Q'daBty�CnTditr;LSB-'B4�'aria'SeSIS'Bdxianp coss�ponant - ... . . Satay lntentsatlon avaBable UomSruss Piole NdBula 583 D'Ot a to 17wv . Madsen. M 53719. JUL 2 8 2011 Qk STANDARD GABLE END DETAIL III/SAC - 20 4/27.12004 PAGE 2 OF 2 2-10d (T`P) SIMPSON A34 — OR EQUIVALENT 2X4 No. 2 OR BTR GABLE EN 6`--3" MAX TO BEARING WALL 4- 10d NAILS MlN. ,F'LYIN000 Wlt:AI MINU TO 2X4 STD. DF-L BLOCK 2X4 BLOCK = "2X4 S D OR BTR SPADED @ 5'-0" O.C. I I SHAL E PROVIDED AT EACH END OF BRAC EXCEPT FOR BRACE EXTENDED STRONGBACK INTO FiE CHORDS & CONNECTED TO 2X4 No. 2 OR BTR CHO S W/ 4-10d NAILS. MAX NGTH = T-0" STANDARD TRUSSES SPACED @ 24" O.C. A-4TER-HATE R.,RA.pNG DI~TAIL NOTES 1)2X4 NO.2 OR BTR. FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH 101) NAILS @ 6" O.C. 2)2X4 LEDGERNAILED 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 STRONGBACK ARE 10d BOX NAILS (0.131" DIA. X 3.0" LGT) THIS ALTERNATE BRACING DETAIL IS APPLICABLE TO STRUCTURAL GABLE END IF THE FOLLONt NG CONDITI.ONS ARE MET: 1. MAXIMUM HEIGHT OF TRUSS = 8'-W, UNLESS OTHERWISE SPECIFIED BY PROJECT ENG. OR QUALIFIED BUILDING DESIGNER. 2. MAXIMUM PANEL LENGTH ON TOP AND BOT. CHORDS = 7'-0" 3. THE HORMONTAL TfE 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 WARHIN%. Vwft.duiy"psamelers wtdiiib NOTES oN 27M AM 9=14DEb d6TiSSREF'SRF.ifi RAGS !M•74T8 RMM S V= Sells I Do bsi9t La bn vaBd lot use o* vah M6ak cannedors. iha dedgn b bored only upon pmosnelars shown andis iet:on Mt&iclual btNdhtg Component. Mus Heights. CA. sBc��ir d des4t3n poramenfets and props hMeiPo�og. o1 compan- h vesp-lbllty of bugdin� klesagtfer- mE Inrsa dedgret. Big shown -kf�-FLA-C '"A S- M111SAC .:E. .'MISS-1 NG STU P- ON A. GABLE TRUSS' -97 Y_FqR--q"OF TO 11/1812004 9ND.Td..-T: jRpMGl)qAL-POSI7 -FPRE #gpPLACE-%.R.I.NG ,A. ON 0 RP'AR. .AF?PLIC:n F AF- E 50 3S 4. ENDED G 3. WH�'o IU -�� E: I 0 AvooLS . ONLY. 13E Sr 5-THS NRIS-ro ;D FOR S[NGLE PLY TRUSSES !N THE 2X ORIENTATION REPLACE MISSING-V%fFI3 WITH A NEW MEMBER OF THE SAME SIZE, GRADE,". SPECIES THE ORIGINAL (GUT TO FIT TIGHT) 12 24" MAX G GAPL RF/ ATTACH 8"?< 12'X W16"O.S.B. OR PLYWOOD-(APA RATED SHEATHING 24116 EXPOSURE 1) (MIN) TO THE INSIDEFACE OF TRUSS VVITH';FIVE 6.d RAII-4(.113* X 2.01 INTO EACH MEMBER (Tbl'AL'1'0 NAILS PER GUSSET) THE OUTSIDE. FACE OF THE GABLE MUST BE SHEATHED WITH (MIN) 7/16ft O.S.9 OR-PLMOOD. SEE MTTEK STANDARD GABLE END.DETAILS 'FOR WIND BRACING REQUIREMENTS. TRUSS CRITERIA LOADING; 0-1 W--o (MAX) DURATION FACTOR :1,15 ,9WAG!I49:94 0... (MAX) TOP OHORD.: ?X 4 OR 2X 6 (NO 2 MIN) BEARIN(jC0FMN.UOVS tV JD SPACING:240 O.G. (MAX) REFER TO INDMDLIAL TRUSS DESIGN I FOR PLATE SMS AND LUMBER GRADES 1Page # 272 I lho —t— COMMON JUL 2 8 2011 "n Giwibi& Lim.- - SNIP Ina' mim H*ft. C& 8561 e REPAIR A BROKEN STUD ON A GABLE TRUSS • IYIII/SAC - 28 11/18/20D4 MST�I. PAGE 1 Iw A....e�l..w l.a.. © 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 WSPECTED TO VERIFYTHAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS AME PROPERLY APPLIED, THE TRUSS W ILL 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 ENE) DISTANCE; EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS To AVOID SPLITTING OF THE WOOD. 4. WHEN NAILING SCABS OR GUSSETS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO -AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. SCAB LUMBER SHOULD BE OF THE SAME SIZE, GRADE, AND SPECIES AS THE ORIGINAL ATTACH 2X 4X FULL HEIGHT SCAB TO THE INSIDE FACE OF TRUSS WITH TWO ROWS OF 1 Od NAILS (.120' MIN X T) SPACED 6" O.C. AND A CLUSTER OF THREE NAILS INTO THE TOP AND BOTTOM CHORDS THE OUTSIDE OF THE GAS' E MUST7116"O.S.B OR PLYWOOD. SEE MITEK STFANDARD ACE GABLE END DETAILS SHEATHEDEFOR WIND BRACI�NG�REQUIREMENTS. TRUSS CRITERIA 24" MAX COMMON LOADING:40.40-0-1D (MAX) `. DURATION FACTOR :1.15 SPACING. 24" TOP CHORD: 2X 4 OR 2X 6 (NO 2 MIN) PITGH :.3112 -12112 BEARING: CONTINUOUS CQ4f�33� STUD SPACING 24' O.C. (MAX) EXP. �}_ 3 'cw REFER TO INDIVIDUAL TRUSS DESIGN ��tl� FOR PLATE SIZES AND LUMBERp GRADES ' C # 23 JUL 2e8 2011 e m.diMA N6= ON TAW AND d=UDEA =Z t BB. M==PAM 1d74p. Roogs USB. su 01BBIIh2Ck L8ne WARMNii. P",•(fd(d®ignp ekponart Stifle H t&a ledge bg of es Drib vRfh T ek ponnmdac.li�s dedgn k of = only upon fmp'onslels shown. ft k esi ri r- nal ud bul dgr . Bmdnenl. Citrus !•fatgFlfs, CA. 8 �pFNeaT�lBfy a<dedgn palan�ttieg orld proper d lW l lea pdnent k fi„ecywxbAily o} cmbWy g dael oww not Inss designer. nOAly drown ;'hs herd ru000cf di bdMldud weh. mer++belS orsy. AdrAlprroi tamporoty >sodn8 b InsurB afabffily during cwufn+diw+b 1fie respondbglly of the REPAIR TO REMOVE CENTER Ii IUSAC - 29 11/1B/2004 PAGE 1 F--$TU:4 .Q A GABLE TRUSS RAM G L—A. iA— 1— ® W"m 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 (S UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED.TQ VERIFYTHAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIR$ ARE PkoPERLY 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 SPUfTING OF THE WOOD. 4. LUMBER MUST BE CUT CLEANLY AND ACCUTHE REMAINING WOOD MUST 5. THIS RE -PAIR IS TO BE USED FOR SINGLE PLYATELY TRUSSESI IN THE 2XORIIENTATION ON YBE UNDAMAGED. S. CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. *MA)QMUM STUD SPACING = 2V O.C- LUMBER TO BE GUT CLEANLY AND ACCURATELY, NO PLATES ARE TQ BE DISTURBED. NO REPAIR NEEDED. THE SEE NBTEK STANDARD GAACE OF BLE END DETAILS OR W GABLE MUST BE ND BRAD W1CING REQUIREMENTS. FOOD. 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 fining these criteria should be examined Individually. TRUSS CRITERIA LOADING: 40-10-040 (MAX) DURATION FACTOR, 1,15 SPACING : 24 MAXIMUM TOP CHORD: 2X 4 OR 2X 6 (NO 2 MN) PITCH: 3112 -12112 BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) REFER TO INDIVIDill) FOR PLATE S1ZESI qw�g deign P�°O=0� and RS6L No'1�3 GN'ljNF+ANDD•rCLIIaBD MlI67C8EF�FNCL AAt3& MII T442 BAFOBS II&& i+ enwr dh WGk-connecfbM rMs design b ba=4 P* upon per, ghoriM1 and 6 fat on fidNiduaI bw@ding ,xcompose 24" MAX COMMON JUL 2 8 2011 Ca R8PAIR TO NOTCH 2X6 TOP MIUSA►C - 30 11/18/2004 -PAGE 1 Cl-Q.ORD ON A+ GABLE TRU.S'S Western Division 1. THIS is A SPECIFIC- REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTIQN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF fHE TRUSS IS UNDAMAGED, THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO' FURTHER, REPAVS.ARE REQUIRED. WHEN THE REQUIRED REPAtR5 ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING TH{E.LOAOS INDICATEb: 2. ALL MEMBERS. Idi11ST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE' END D017-ANCE, EDGE DISTANCE, AND SPACING.OF NAILS SHALL BE SUCH AS TO AVOID SPUTTING.OF THE. WOOD.. 4. LUMBER -MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. 6. THIS.REPAIR IS TO BE USED FOR SINGLE FLY TRUSSES IN THE 2X_ ORIENTATION ONLY. S. CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. 3 1/2" X 1 1/2" NOTCH IN TOP CHORD 24" O.C. AS SHOWN LUMBER TO BE CUT CLEANLY AND ACCURATELY, NO PLATES ARE TO BE DISTURBED. NO REPAIR NEEDED. U) - �o F- cb � 11 � r p G t:9 Ix " MAXIMUM STUD SPACING = 24" O.C. 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. IMPORTANT This repair to be used only with trusses (spans less than 50') spaced 24" o.a. maximum, having pitches bean 3112 and 12a12, total top chord loads less than 50 Oaf and maximum wind speeds of 100 mph. Trusses not fitfing'these ciiteria should be examined individually, TRUSS CRITERIA LOADING : 40-10-Q 10 (fl4A?C) DURATION FACTOR :1.15 SPACING: 24" MAXIMUM TOP CHORD : 2X 6 (NO 2 MIN) PITCH: 3/12 -12/12 BEARING : CONTINUOUS STUD SPACING :24" O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Pa e # 2 0 19ARNFN6•VarEjq aeatyrcparmnr-larl'.4dJWAa NOM ON gas AMl747iMP n'edgn vo9d la sae onry yMh M6ret conneatoa. Thk dr�gn h hosed on�'vPon p,samaters shown. and t< ror on IndhSdual bulk7lgg . __ � .y.,__ ..;....-a .",.:,a x,,.,",,.,...nM, "T �r.eaneod k rp�,..�,mN aS bu➢dlno des�nei- nW truss r�s>dra 12" MAX, 24" MAX GA% �s1V E 3-31-13 �OF ti JUL 2 8 2011 a Poru;nl tem Sas IiHer . aelQhls. CA, BSBi drown _ ding b�lty o('the WI REPAIR TO. NOTCH 2X4 TOP MIUSAC - 31 1111842004 PAGE 1 CHP•RD ON A GA13LE TRUSS MITeK 1"OUSUles, Inc. i. 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 Z)L ORIENTATION ONLY. 6. CONNECTOR PLATES MUST BE FULLY IMBEDDEDAND UNDISTURBED. LUMBER TO BE CUT CLEANLY AND ACCURATELY, NO PLATES ARE TO BE DISTURBED. APPLY 2X4 NO.2 SCAB TO ONE FACE OF TOP CHORD OF TRUSS WITH CONSTRUCTION QUALITY ADHESIVE AND 1 ROW OF 10d i3a X 0.131"11 NAILS SPACED B" O.C. * MAXIMUM STUD SPACING = 24" O.C. THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W1(MIN) 7116" O.S.B OR PLYWOOD. SEE M1TEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. IMPORTANT This repair to be used Dnly with trusses (spans less than 50') spaced 24" o.c, maximum, having pitches between 3112 and 12112, total top chord Loads less than 50 psf and maximum wind speeds of 100 mph. Trusses not fitting these f ftda should be examined individually. TRUSS CRITERIA LOADING: 40-10-0-10 (MAX) DURATION FACTOR ,1.15 SPACING: 24" MAXIMUM TOP CHORD: 2X 4 (NO 2 MIN) PITCH: 3112 -12112 BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Page # 26 o C NAAfdNlt • 9ei{(g &-fP Parameters wt4jMD)M= W —Aw DPL mm k =XSFE7Cf"dN=PAGB Xa�7478 BUM TID& es;sn valid far use an&' with Mtfek eameefas. hb de* M k bawd m* upon po =naiea *lawn, and k for.on hdMdual bulking oompananl. C D46433 EXP, MI-13 JUL 2 8 2011 tee H4M4 CA, STANDARD REPAIR DETAIL 25% MI11SAC - 21A 5/3/2004 PAGE 1 C0464M Exp.3-31-13 MiTek Industries, Inc, Western Division OTAL NUMBER Oi MAXIMUM FORCE (Ibs) 25% LOAD DURATION NAILS- EACH SIDE ; SYP DF SPF HIF 1 OF BREAK' INCHES 2x4 2x6 2x4 I 2x6 2x4 2xfi 2x4 t ! 2x6 ' 1 14 21 24" 224D 3360 2085 3097 1750 2625 I 1785 2677 i 18 27 30" 2880 4320 2fi55 3982 2250 ' 3375 2295 ! 3� 442 22 33 36" 3520 5280 3245 4867 2750 4125 2805 1 4207 1 1 26 39 42" 1 4160 6240 3835 5752 3250 4875 3315 i 4972 30 45 48" 1 4800 7200 1 4425 6637 3750 5625 1 3825 5737 j UIVIUt tUUALLY I-HVNT AND BACK ATTACH 2x_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS (CENTER ON BREAK OR SPLICE) W/CONSTRUCTION QUALITY ADHESIVE AND 1 Od NAILS (TWO ROWS FOR 2x4, THREE ROWS FOR 2x6) SPACED 6"oc STAGGERED AS SHOWN.(. 1 48"dia. x T) THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12". (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L=(2)X+C r % f JUL 282011 ire k r -.- BREAK IOd NAILS NEAR SIDE r•"' +10d NAILS FAR SIDE r/ Iry ']Page 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: I. 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, S. THIS REPAIR IS LIM E) TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBER% IV87AMW,.•PerW rles{gnparamettz and READ WO4'67S aNT= A1MrA?&VbW&rZr Raasu=. 1vron GE AM Ind4duol478cOngco pon. I suite Gieenbedc L: 1 Design void for use only vAih AGIef: corusecloa. This desl n is based porameters shown, and h for an individual lw 1 �708 i AppfieobfSly o! design parpnsenten and proper 4xwporolton of ant is rgnponsiW9ly pf buydng detipner -not Was d �� component. Heights. CA. a for tpierW wpperl of'esdwiduat web membea only. Additional" broe' fo irnwe sto Burin �8^er. &pang shown 1 b_...._.-9.4�Isih+es,16''RiF.thrle .of the— - -�. 4-^erectae• AddgiU5nt71 yr qw sihmi re.. .re nsi65i. oF^iiie'-iw"idensnQr:iwgeridd giueo0ce _ - .. tobricotion, quality confro{ sforoge, dekvrly, Zioctii n and roesSaety WO"w on ova8oble from Trim Plot. IrWilule, 5g3 Oraull AMSI/TPIT QOokly CsllesW, iM&89 am! lSCSII Bvild3np Composseat 1 - Madison. WI 53719. 1 ✓r a FAi'S� �,6TTOIW CHORD FILLFER DETAIL MI1/SAC o 1 3/10/2oD4 PAGE 1 TRUSS BOTTOM CHORD BRACED PER MAIN _ TRUSS ENGINEERING BRACING SPECIFICATION ' ALT. BERRIN FILLER BOTTOM CHORD / 2X4 NO2 OR BETTER W ER' FILLER BC MAY BE SPLICED WITH 3x4 ZZ M20 PLATES OR WITH 2X4 NO2 2'-W LONG 4r TYP SCAB, CENTERED ABOUT THE SPLICE, NAILED TO ONE FACE W!(.131'xur M0N NAILS @ 4" O.C_, 2 ROWS. rAFTek Imtpstries, Inc. Westem 6Wislon MAX 3-D-0 EXTENSION 4x4 M20 PLATES (TYP) OR ALTERNATE CONNECT W/ 2-10d COMMONS (TYP) . FILLER VERTICAL.STUp. ... 2X4 STD OR BET .7ER LUMBER NOTES: 1) FOR LUMBER SIZE AND GRADE, AND FOR PLATES TYPE AND SIZE AT EACH JOINT REFER TO MAIN TRUSS ENGINEERING DESIGN. 2) LOADING: FOR TOP CHORD SEE MAIN TRUSS ENGINEERING DESIGN. BOTTOM CHORD LOADS: LIVE = 0 PSF; DEAD: =10 PSF 3) TRUSS SPACING = 24" O.C. MAX 4) MAX BOTTOM CHORD PITCH = 4112 5) FILLER MEMBERS ARE NON STRUCTURAL PART OF THE MAIN TRUSS; THEREFORE THEY MAY BE FIELD ADJUSTED TO FIT EXISTING CONDITIONS, PROVIDED THAT STUD SPACING, CONNECTION AND EXTENSION REQUIREMENTS ARE AS SPECIFIED. ADJUSTMENTS MAY INCLUDE ADDITION OR REMOVAL OF FILLER MEMBERS. Page # 28 a WARTQ7Jff • 9ertj� das�a parwq"tera add REAL 1109$S ON 9ffi8 MID 7Nc:WAtlD P8G81�74Td BEADRF. TT8& m OVERHANG REMOVAL DETAIL MIUSAC - 5G 12/6/2006 PAGE 1 d _ TRUSS CRITERIA: WADINO: 26-1.6-0-10 (M X DURAWN FACTOR:1.IS/ 1.25 SO'AblNG: 24" O.G... TOP PHORD; 2x4 OR 2xS. HEEL'..fEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END BEP;iNG CONDii'iON Trusses not fitling these criteria should be examined lndivMdually. NOTES: 1. THIS DETAIL IS FOR REMOVING OVERHANG, THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. 2. NO LUM15ER DAMAGE OR DEFECTS SHALL GO BEYOND REMOVAL LINE. NO CONNECTOR PLATE DAMAGE ALLOWED 12 2-12 F��' 0 wu a eR uzuw!Xj=, 11:c. WesWm Dl+iisI In SCAB APPLIED OVERHANGS MIIISAC e 5 =5/2004 PAGE 1 rva�ercttra"Gmes, tpc, TRUSS CRITERIA: LOADING: 40-14-0-10 DURATION FACTOR: 1.15 SPACING: 94" O.C. TOP CHORD: 2x4 OR W HEEL HFIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END BFARNG CONDITION Trusses riot filting these criteria should be examined inclimidualiy. NOTES: 1. THIS DETAIL IS FOR TRUSSES BUILT WITHOUT AN OVERHANG. THIS DETAIL IS -NOT TO BE USED WHEN OVERHANG HAS SEEN BROKEN OFF. 2. ATTACH 2x_ SCAB SAME LUMBER SIZE AND GRADE AS TOP CHORD TO ONE FACE OF TRUSS WITH TWO ROWS OF (b.131"X3") NAILS SPACED @..'6" O.C. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPUTTING 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 SPUCES. 12 2~12 F�' (L) (2. 0 x L) 24" MAX 24"MIN REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Pa a#30 eor r dealgaparamcrers m,daE6D eroras ox 7 s6J�m urr aat&c sII'rsi[nsesiiFNeSraarsiffirrdra itliFvxs n'aG rrr Gmbrnaac taire cim"rFam I RJi➢75&-.Lrcb 1 • • • 1 , 1 • ' 1 1 , • • 1 • • GENERAL NOTES NOTES GENERALES HOISTING AND PLACEMENT OF TRUSS BUNDLES STEPS TO SETTING TRUSSES RESTRAINT & BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES RECOMENDACIONES PARA LEVANTAR PA UETES DE TRUSSES Trusses are not marked in any way to identify the Los trusses no estan marcados de ningun modo que LAS MEDWAS DE LA INSTALAa6N DE LOS TRUSSES RESTRICCIUN Y ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 Q 10' 3 m or frequency or location of temporary lateral restraint identifi uelafrecuenciao/ocalizacionderestriccionlaferal • I Diagonal bracing Repeat diagonal bracing Q cY P rY q DON'T overload the crane. Q 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 ®Refer to 15' �4.6 m)' every) truss spaces 30' and diagonal bracing. Follow t the recommendations yarriostre diagonal6n, restrict Uselasarr recomemporal de trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal BCSI-87*** for more (9.1 m) max. for handling, installing and temporary restraining de manejo, instalacion, restriccidn yarriostre temporal de NO sobrecargue la grua. bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five information. and bracing of trusses. Refer to BCSI - Guide to los trusses. Vea e/ folleto BCSI - Guia de Buena Pradica NEVER use banding to lift a bundle. trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see Good Practice for Handling. Installing. Restraining para el Mangio Instalacion Restriction yArriostre de IDS Vea el resumen BCSI-B7*** & Bracin of Metal Plate Connected Wood Trusses de Madera Con dos con P/acas de Metal*** below). 7) Repeat process with groups of four trusses until all trusses are set. 9 NUNCA use las ataduras Para levantar un paquete. para mas information. Trusses- for more detailed information. para information mas detallada 1) Instate lots arriostres de tierra. 2) Instate el primero truss y ate seguramente at arriostre de Q A single lift point may be used for bundles n tierra. 3 Instate los roximos 4 trusses con restriccidn lateral temporal de miembro corto v Truss Design Drawings may specify locations of Los dibujos de diseno de lots trusses pueden especificar ) P p (ea Y top chord pitch trusses up to 45' (13.7 m) and Apply diagonal brace to vertical permanent lateral restraint or reinforcement for las localizaciones de restriccidn lateral permanente o abajo). 4) Instate e/ arriostre diagonal de la cuerda superior (vea abajo). 5) Instate arriostre - parallel chord trusses up to 30' (9.1 IT). diagonal para Los lanos de lots miembros secundarios p webs at end of cantilever and at individual truss members. Refer to the BCSI- refuerzo en lots miembros individua/es del truss. Yea la 9 p p pare estabilice lots rimeros cinco trusses bearing locations. All lateral restraints - *** *** Use at least two lift points for bundles of top ® vea aba o 0 B3 for more information. All other permanent hoja resumen BCSI-83 pa2 mas information. E/ WARNING Do not over load supporting ( j )• 6) Instate la restriccidn lateral temporal y arriostre diagonal para /a cuerda inferior chord pitch trusses up to 60' (18.3 m) and paral- vea aba o 7 Re ita este rocedimiento en r lapped at least two trusses. bracing design is the responsibility of the building resto de lots disenos de arriostres permanentes son la structure with truss bundle. ( 1 )• ) P P grupos de cuatro trusses hasta que todos lots designer. responsabilidad del disen"ador del edificio. lel chord trusses up to 45' (13.7 IT). Use at least trusses esten instalados. `Top chord temporary lateral restraint spacing shall be 10' (3 m) o.c. max. for 3x2 chords _ three lift points for bundles of top chord pitch iADVERTENCIA! No sobrecargue la T and 15' (4.6 m) o.c. for 4x2 chorrd�s.� /� trusses >60' (18.3m) and parallel chord trusses estructura apoyada con el paquete de EM Refer to BCSI-B2*** for more information. INSTALLING/.�T/yL/iC�01 - >45' (13.7 m). trusses. Vea et resumen BCSI-B2*** para mas information. Out -of -Plane" ,, ® WARNING The consequences of improper _____ handling,erecting, installing, restraining Puede usar un solo Lugar de levantar para pa- Q Place truss bundles in stable position. RESTRAINT/BRACING FOR ALL PLANES OF TRUSSES 9 9, 9 -'{ (� Tolerances for Out -of -Plane. "'"Out -of -Plumb Max. Bow Truss Length and bracing can result in a collapse of the quetes de trusses de /a cuerda superior hasta 45' Pulse paquetes de trusses en una position RESTRICCIONIARRIOSTRE PARA TODOS PLANOS DE TRUSSES Tolerancias para Fuera-de-Plana. structure, or worse, serious personal injury y trusses de cuerdas paralelas de 30'o menos. 3/4" 12.5' or death. ';r ttnr Use por to menos dos puntos de levantar con estable. Q This restraint and bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses Length -► Max. Bow DI50 0 (ft.) 19 min 3.8 m = � tf° ••� grupos de trusses de cuerda superior inclinada (PCTs). See top of next column for temporary restraint and bracing of PCTs. 1/4" 1 7/8" 14.6' iADVERTENCIA! El resultado de un manejo, t hasta 60' y trusses de cuerdas paralelas hasta 71 6 min 0.3 m 22 min 4.5 m Este metodo de restriccidn y arriostre es para todo trusses excepto trusses de cuerdas paralelas Max e w �engtn I levantamiento, instalacion, restriccidn y arnsotre �I 45.1 Use por to menos dos puntos de levantar con grupos de trusses de cuerda superior mclinada I 1 /2" 2' 1" 167 incorrecto Puede ser la caida de la estructura o mas de 60' y trusses de cuerdas paralelas mas de 45: (PCTs) 3x2 y 4x2. Vea la Porte superior de la co/umna para la restriccidn y arriostre temporal de PCTs. Max Bow o 13 min 0.6 m 25 min 5.1 m aun peor, heridos p muertos. 1) TOP CHORD - CUERDA SUPERIOR Lengtht ( 3/4" 3' 1-1 /8" 18.8' _.- -- m Plumb 19 min 0.9 m 29 min 5.7 m AL CAtffMN Exercise care when removing MECHANICAL HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES1<--► a banding and handling trusses to avoid RECOMENDACIONES PARA LEVANTAR TRUSSES INDIVIDUALES ' damaging trusses and prevent injury. Wear - personal protective equipment for the eyes, ( ��Ism feet, hands and head when working with Using a single pick -point at the peak can damage the truss. trusses. m El use de un solo /ugar en el pico para levantar puede so or less PCAUML& Utilice cautela at quitar las ataduras t' T hater dan"o at truss. o lots pedazos de metal de sujetar para evitar di a IDS trusses y prevenir la herida personal. Lleve Approx. 1/2 el equipo protectivo personal para ojos, pies, truss length ® tAMOM Use iCAUTELAI Utilice Tagline moods y cabeza cuando trabaja con trusses. TRUSSES UP TO 30' (9.1 m) special care in cuidado especial en TRUSSES HASTA 30 PIES 0 ./line 1" 4' 1-1/4" 20.8' Q Tolerances for 25 min 1.2 m 32 min 6.3 m Out -of -Plumb. 1-1/4" 5' 1-3/8" 22.9' Tolerancias para D/50 max ' 32 min 1.5 m 35 min 7.0 m) Fa-de-Plomada.I 1-1/2" 6' 1-1/2" 25.0' uer -- --�3' 38 min 1.8 m 38 mm) 7.6IT) •• 3 CONSTRUCTION LOADING 45mm 2.1 m 45 min 8 9 TIm CARGA DE CONSTRUCCION 2" >_8' 2" z33.3' 51 min a2.4 m 51 min 10.1 m DO NOT proceed with construction until all lateral restraint and bracing is securely and properly in place. windy weather or dias ventosos o cerca NO proceda con /a construction hasta que Codas las restric- *Consult aRegistered Design Professional for trusses longer than 60' (18.3 m). ciones /aterales lots arriostres esten colocados en forma near power lines de cables e%ctricos o Attach Y and airports. de aeropuertos. Locate spreader bar 0' (3 m) 'Consulte a un Professional Registrado de Diseno para trusses mas apropiada y segura. a a above or stinback o.c. max. de 60 pies. Too -in oe=in mid -het ht See BCSI-62*** for TCTLR options. � 9 DO NOT exceed maximum stack heights. Refer to BCSI-B4*** 7� g Q �/ for more information. � Vea el BC5I-81*** para las opciones de TCTLR. Spreader bar vz ro NO exceda las alturas maximas de monton. Vea el resumen Spreader bar -►I BCSI-84*** ara mas information. 2e truss length - Refer to BCSI-B3*** for P Tagline Spreader bar 2i3 to for truss TRUSSES UP 70 60• n PilIl m) _� 3/4 truss length I Gable End Frame restraint/bracing/ A WANni Mr. TRUSSES HASTA 60 PIES Tagline TRUSSES UP TO AND OVER 60' (18.3 m) i reinforcement information. *,Truss Span, g, Top Chord Temporary,Lateral Restraint (TCTLR) Spacing', Longrtud de °Tramo . Espaciamiento del Arriostre Temporal de fa'Cueida Superior Up to 30' 10' (3 m) D.C. max. (9.1 m) 30' (9.1 m) - 8' (2.4 m) D.C. max. 45' (13.7 m) 45' (13.7 m) - 6' (1.8 m) o.c. max. 60'(18.3m) 60' (18.3 m) - 4' (1.2 m) o.c. max. 80' (24.4 m)* Maximum Stack Height" GI on fo(MaterTrusses Material Height Gypsum Board 12" (305 mm) Plywood or OSB 16" (406 mm) Asphalt Shingles 2 bundles Concrete Block 8" (203 mm) Clay Tile 3-4 tiles high �- TRUSSES HASTA Y SOBRE 60 PIES -► Para information sabre restriction/ _ TCTLR Q H installed and the truss n fastened to the bearing arriostre/refuerzo para Armazones M �� •"•A�E�O Q Hold each truss in position with the erection equipment until top chord temporary lateral restraint O O Hastiales vea el resumen BCSI-8 Avoid lateral bending. g points. 10' or > NEVER stack materials near a peak or at mid -span. Sosten a cada truss en osicicin con ui q Note: Ground bracing not shown for clarity. NUNCA amontone lots materiales cerca de un pico. Evite la flexion lateral. Q Use proper rig- Use equipo apropiado 9 P eq pot de grua doe que la restriction lateral temporal de la Truss attachment ging and hoisting para levantar a cuerda superior este insta/ado y el truss esta asegurado en lots soportes. Q Repeat diagonal braces for each set of 4 trusses. required at support s);f DO NOT overload small groups or single; trusses. The contractor is responsible for equipment. improvisar. Repita lots arrisotres diagonales para cada grupo de 4 trusses. Section A -A NO sobrecargue pequefios grupos o trusses individuates. properly receiving, unloading and storing INSTALLATION OF SINGLE TRUSSES BY HAND 2) WEB MEMBER PLANE - PLANO DE LOS MIEMBROS SECUNDARIOS Q place loads over as many trusses as possible. the trusses at the jobsite. Unload trusses to RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES h Coloque las cargos sobre tantos trusses Como sea smooth surface to prevent damage. POR LA MANO ®LATERAL RESTRAINT. &DIAGONAL BRACING ARE posible. E/ contratista tiene /a responsabilidad de ; : , ;�4 ` , VERY IMPORTANT r' recibir, descargar y a/macenar adecuadamente " Q Trusses 20' - " + ` - Q Trusses 30' t . I Q Position loads over load bearing walls. Ids trusses en la obra. Descargue los trusses en (6.1 m) or n r (9.1 m) or f iLA RESTRICCION LATERAL Y EL ARRIOSTRE DIAGONAL Coloque las cargas sobre las parkt is soportantes. la tierra liso para prevenir el diAM less, support less, support at SON MUY IMPORTANTES! Diagonal near peak. quarter points. bracing CLR splice reinforcement ALTERATIONS - ALTERACIONES ""'`` ./. *ti �"%-'•'. Soporte Soporte de g I A Truss Member 2x CLR � Refer to BCSI-B5.**'* Truss bracing not shown for clarity. ;c%;::�; .;;:3„ ,.�;%� ,•• �,; e� „.-. � cerca at pico lots cuartos I Vea el resumen BCSI-85.*** lots trusses de tramo los Trusses u to 30' Web members t Trusses up to 20' ► t P ► DO NOT cut, alter, or drill any structural member of a truss unless i de 20 pies o (6.1 m) trusses de 30 (9.1 m) 7 specifically permitted by the truss design drawing. � DO NOT store NO almacene menos. Trusses hasta 20 pies Ares o menos. Trusses hasta 30 pies i _ ,# unbraced bundles verticalmente los NO Corte, altere o perfore ningun miembro estructura) de un truss, "- _' .- t upright. trusses sueltos. �y /� p�/ p /� T p �• a ' A a menos que este especificamente permitido en el dibuito del disen"o - Q Trusses may be unloaded directly on the ground TEMPORARY I RESTRAINT & BRACING � del truss. Bottom at the time of delivery or stored temporarily in ;, RESTRICCION Y ARRIOSTRE TEMPORAL chords Minimum centered over v r Scab block contact with the ground after delivery. If trusses ! n , er splice. Attach CM Trusses that have been overloaded during construction or altered without the Truss Man - are to be stored for more than one week, place • *** Diagonal braces to CLR with minimum 8-16d ufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. ' blocking of sufficient height beneath the stack ® Refer to BCSI-82 for more Top Chord Temporary every 30 truss spaces (0.135x3.5") nails each side of trusses at 8' (2.4 m) to 10' (3 m) on -center information. Lateral Restraint s, 20' (6.1 m) max. of splice or as specified by the Trusses que se han sobrecargado durance la construction o han sido a/terados sin la autor- (o.c.). *** (TCTLR) 10' (3 m) - 15' (4.6 m) max. Building designer. lzacion previi .del Fabricante de Trusses, pueden hater nulo y sin efecto la garantia limitada del Vea el resumen BCSI-BI para mas infor- Same spacing as bottom Note: Some chord and web members Fabricante de Trusses. " I a 2x4 min. P g SECTION A -A - Los trusses pueden ser descargados directamente . macton. chord lateral restraint not shown for clarity. en e/ sue/o en aquel momento de entrega o a/macenados Lem oralmente en contado con el Q Locate round braces for firs[ truss direct) Contact the Component Manufacturer for more Information or consult a Registered Design Professional for assistance. P `mas �. g y 3) BOTTOM CHORD - CUERDA INFERIOR P g _ in line with all rows of top chord temporary t "is' To view a non- inting PDF of this document, visit sbandustry.com/b1. sue/o despues de entrega. Si lots trusses estaran �; „�,,. � ,x,_ _ ° i Truss pe guardados para mas de una semana, ponga - lateral restraint (see table in the next column). Lateral Restraints - 2x4x12' or Member NOTE: The truss manufacturer and truss designer rely on the presumption that the contractor and crane operator (if applicable) are b/oqueando de altura suficiente detras de la Pita DO NOT store on NO almacene en tierra greater lapped over two trusses professionals with the capability to undertake the work they have agreed to do on any given project. If the contractor believes it needs Coloque los arriostres de tierra para el rimer =90' assistance in some aspect of the construction project, it should seek assistance from a competent party. The methods and procedures de IDS trusses a 8 hasta 10 pies en Centro (o.c.). q P P or CLR splice reinforce- Note: Some chord outlined in this document are intended to ensure that the overall construction techniques employed will put the trusses into place SAFELY. uneven ground. desigual. truss directamente en linea con cada una de Q For trusses stored for more than one week, cover ment. and web members These recommendations for handling, installing, rand installation, and bating trusses are based upon sp collectivees experience of leading Ids fi/ds de reStrlCClOn lateral temporal de Id personnel involved with truss design, manufacture and installation, but must, due to the nature a responsibilities involved, t presented bundles to protect from the environment. Brace first truss Bottom not shown for only as a GUIDE for use by a qualified building designer or contractor It is not intended that here recommendations be interpreted as cuerda superior (Vea la tab/d en /d prOX/md clarity. superior to the building designer's design specification for handling, installing, restraining and bating trusses and it does not preclude the a t- securely before chords ty Para trusses guardados por mas de una semana, _ columns). erection of additional n:t use of other equivalent methods for restaining/tracing and providing stability for the walls, columns, Floors, roofs and all the interrelated cubra los paquetes para proteger/os del ambiente. --- structural building components as determined by the contactor Thus, SBCA and TPI expressly disclaim any responsibility for damages DO NOT walk on trusses. arising from the use, application, or reliance on the recommendations and information contained herein. Refer to BCSI*** for more detailed information " h unbraced trusses. pertaining to handling and jobsite storage of Diagonal braces every 10 0 trusses. NO camine en trusses S d sueltos. truss spaces 20' (6.1 m) max. w000musuouxot TRUSS PLATE INSTITUTE , Vea e/ folleto BCSI*** para information mas decal in - lads sobre e/ manejo almacenado de lots trusses 4 10' (3 m) - 15' (4.6 m max. 6300 Enterprise Lane • Madison, WI 53719 218 N. Lee St., Ste. 101 • Alexandra, VA 22314 ` J Y ) 608/274-4849 • sbcindustry.cam 703/683-1010 • tpinst.org en area de trabajo. BIWARNII.17 130ala I . 1 , 1 ' 1 1 • • 1 • • 1 1 i • . • • . • I I • I• 0 0 - I- - I 1 I I I I • I I I I • I I • I 1 1 I- I Building Materials and Construction Services 45491 Golf Center Parkway, Indio, CA 92203 Telephone: (760) 347-3332 Fax: (760) 347-0202 CITY OF LA. LAIN F A - BUILDING & .SAFE F,(i =T. Appi(� W } FOB COWS '; ~ 41 -- DATE �J D BY , Legacy Homes / 3117 - B La Quinta 07/03/2013 v. 18-02-00 12-06-00 L 15-04-00 ` 12-04-00 21-08-00 T i 18-02-00 12-06-00 L 15-04-00 ` 12-04-00 21-08-00 T i CL Qe 4s26-bO3) ©j f.Z26 (iM) U�11J�26 ,1,,4260 2s4 Std B.10 2 v U 0O p N L W 00 E LN MO � O Z rn -0 o N c�0 a) m p M L vJ ^ i_ cn O Cn N ^ i O {= his is a truss placement diagram only. These trusses are designed as individual building components to be incorporated into the building design at the specification of the building designer. See individual design sheets for each truss design identified on the placement drawing. e building designer is responsible for temporary and permanent bracing of the roof and floor system and for the overall structure. The design of the truss support structure including headers, beams, walls, and columns is the responsibility f the building designer. For general guidance regarding bracing, consult "Bracing of Wood Trusses" available from the Truss Plate Institute: 583 D'Onifrio Drive Madison, WI 53179 MiTek a Re: 3117 B_ 3117 A MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by BMC-Indio, CA. Pages or sheets covered by this seal: R41608367 thru R41608412 My license renewal date for the state of California is December 31, 2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. Q�kpFESS/pN CO��SOO �0 W C 074486 c * EXP. 12-31-15 J* �F v March 19,2014 Ong, Choo Soon The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSUTPI 1. Job Tcuss Truss Type Qty Ply 3117 A R41606367 3117_B_ ClA Diagonal Hip Ginter 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.430 s Jul 25 2013 MTek Industries, Inc. Tue Mar 18 13:18:49 2014 Page 1 I D:_I U KOyQYzmzBOzGgsMj Q H7zN R Ld-P6kh5liaD On?BdJ W 13v00bHwPGwm BBn9?zPcm8zZfjK 3 10-1 4-111-10 a1- 3x4 11 Scale = 1:19.7 3x4 = _ r• _... 6 ..r�..o, 2x4 II LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TP12007 CSI TC 0.30 BC 0.58 WB 0.08 (Matrix) DEFL in Vert(LL) -0.05 Vert(TL) -0.07 Horz(TL) 0.00 Wind(LL) 0.00 (loc) I/deli Ud 1-6 >999 480 1-6 >798 240 5 n/a n/a 1-6 >999 240 PLATES GRIP MT20 220/195 Weight: 47lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied orb-0-0 oc purtins. BOT CHORD 2x6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS All bearings 0-7-0 except Qt=length) 6=0-7-12, 5=Mechanical, 3=Mechanical. (lb) - Max Horz 1=65(LC 3) Max Uplift All uplift 100 lb or less at joint(s) 3 Max Grav All reactions 250 lb or less at joint(s) 3 except 1=727(LC 10), 6=1669(LC 11), 5=385(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-0=431/94 NOTES 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss has been designed for a 10.0 psf bottom Chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 12 lb up at 1-6-10, 0 lb down and 33 lb up at 1-6-10, 43 lb down and 17 lb up at 4-4-9, and 88 lb down and 32 lb up at 7-2-9, and 47 Ib up at 7-2-9 on top chord, and 257 lb down at 1-6-10, 249 lb down and 7 lb up at 1-6-10, 273 lb down at 4-4-9, 298 lb down at 4-4-9, and 276 lb down at 7-2-9, and 185 lb down and 65 lb up at 7-2-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-68, 1-6=-50(F=30), 4-6=20 Concentrated Loads (lb) Vert: 7=34(F=33, B=2) 8=-43(B) 9=41(F=-88, B=47) 1O=20(F=6, 13=14) 12=107(F=33, B=74) 13=39(F=26, B=65) WART X-yerifydoignparamerenandREARWIFSONTN[SAMfA0-WFfiMfTFKRFFERFMTWENfr-7473me.iIZV2gtAWll ,ow,. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsbllity of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult - ANSI/TPII QuaOty CrBeda, OSB-89 and BCSI Building Component - • --�._ Safety InformaBon_ available_from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. Q¢OFESS/pN `�o� SOOro N �� c 2 LU C 074486 m" * EX 12-31-15 sT9TFOF CP, March 19,2014 MiTOW 77T/'GreenbaexL6hee SBite-169-'—^- — Citrus Heights, CA, 95610 Job Truss Truss Type Qty 3117 A [ly R41808368 3117 B_ C2A Diagonal Hip Girder 1 1 Job Reference (optional) eMC, Indio, CA-92203 1.7-13 3 5-7-5 7.430 s Jul 25 2013 MTek Industries, Inc. Toe Mar 18 13:18:51 2014 Page 1 ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-LVsRVJRkgl? ljQxSuQTxsTOMH D4bhf?wSSGujrl zZfj I 2.10-0 2-9-11 Scale = 1:22.6 US = 2x4 II 6x8 = 6x8 = 7 NAILED Special Special 3x4 = NAILED Special Special Plate Offsets (X,Y): 19:0-3-9 0-3-01 (10:0-3-9,0-3-01 LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) -0.10 10-11 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.17 10-11 >742 180 BCLL 0.0 Rep Stress Incr NO WB 0.48 Horz(TL) 0.04 8 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Weight: 50 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3-9-15 oc purlins. BOT CHORD 2x4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 6=75/Mechanical, 2=691/0-7-6 (min. 0-1-8), 8=616/Mechanical Max Horz 2=84(LC 3) Max Uplift6=11(LC 3), 2=17(LC 3) Max Grav6=75(LC 1), 2=1023(LC 12). 8=1251(LC 11) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2845/0, 3-4=2811/0, 4-5=-1580/0 BOT CHORD 2-11 =012724, 10-11=0/2724, 9-10=0/2735, 8-9=0/1533 WEBS 4-10=07798, 4-9=1420/0, 5-9=0/1320, 5-8=1918/0 NOTES 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 2. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0. 1 48"x3.25") toe -nails. For more details refer to MiTeWs ST-TOENAIL Detail. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 267 lb down at 5-7-7, 267 lb down at 5-7-7, and 280 lb down at 8-5-6, and 280 lb down at 8-5-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-68, 2-7=-20 Q�pFESS/0b y+��OO S O ON O� � 2 LU C 074486 m *\ E�2-31-15 �* \F March 19.2014 WAR&7M-Yerffrdesi¢a paranae" and REAL AD TES ON TWS AM (AU0ED MRFKREFERE E T'" MIT-7473 rec IIVSY2014&9 REllSf.. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an indvidual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown isfor lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MITOW �k" erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding • -- fabdcationrqualitycontrol..stomge;,delivery; erection -and bracing. consult—ANSKVIl-Quolity-CrHedo-eSB•69,and-BCSI,Bultding:Componenf• Safe" Infon on available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 H`Souffi> nPBsa hsglbez'is .ffie ssnlgi�Ut- OWW201A byAG4t Job Truss Truss Type Qty Ply 3117 A R41608368 1 3117_B_ C2A Diagonal Hip Ginter 1 I Job Reference (optional) BMC, Indio, CA - 92203 7.430 s Jul 25 2013 Mi rek Industries, Inc. Tue Mar 18 13:18:51 2014 Page 2 10:_IUKOyQYzmzBOzGgsMjQH7zNRLd-LVsRWRkgl?ljQxSuQTxsTOMH D4bhf?wSSGujrl zZfj I LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 4=76(F=-38, B=-38) 10=34(F=17, B=17) 9=77(F=38, 13=38) 5=165(F=-83, B=83) 12=62(F=31, B=31) 14=2(F=1, B=1) A WARNFX- Ile rffyd--sign paramemrs and REM ADTU ON IMF$ AN Tit 2MR,, NITFKRFFER€N E AA =E Mft-7413 rec 1124f2644 8%Dlf£UW — 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 1s responsibility of building designer- not truss designer. Bracing shown 6 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 6 the responsibillity, of the MiT®k• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ' •----+fabrication,-quality-eontrd,-storage:4delivery, ctiorrand•bracing;oensuli--AN5yiP41— u NtpC-Merio-DSB-89awd4C-MLBuMng Componmt--- r.+.,. r-.n7,trF-eri6ar7CLane; 'u`rii f'0-9"°'^'— Safety Informafton available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. N:Soat ImlaseFS4r1:'ka�cLerisr ru,.a tdS.etf ti xro>vu.s ux... _ _ [#CIt44f;Nf9 A h.AtW Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 7AR41608369 �31i 3117_B_ DO_t Monopilch Truss 1 1JobReference (optional) BMC, Indio, CA- 92203 7.430 s Jul 25 2013 MTek Industries, Inc. Tue Mar 18 13:18:51 2014 Page 1 ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-LVsR WRkgl? ljQxSuQTxsTOMBt4akfyCSSGujrl zZfj I 6.6-5 5-11-11 3x4 11 Scale = 1:26.3 4x6 = 2x4 11 3S LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.62 Vert(LL) -0.13 15 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.68 Vert(TL) -0.25 1-5 >590 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.66 Horz(TL) 0.04 4 n/a n/a BCDL 10.0 Code IBC2009frP12007 (Matrix) Weight: 52Its FT=20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-11-13 oc puriins, BOT CHORD 2x4 DF No. 1&Btr G except end verticals. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 4-0-13 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 1 =53310-5-8 (min. 0-1-10), 4=533/0-2-0 (min. 0-1-8) Max Horz 1=127(LC 11) Max Uplift 1=949(LC 13) Max Grav 1=1505(LC 8), 4=545(LC 7) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=3923/2867, 2-3=1537/1430 BOT CHORD 1-5=2728/3499, 4-5=1268/2184 WEBS 25=0/388, 24=965/61 NOTES 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it=lb) 1=949. 7) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, live loads. ROFESS/0 nonconcurent with any other 8) This truss has been designed for a total drag load of 2900 lb. Lumber DOL=(1.33) Plate DOL=(1.33) Connect truss to drag OQ SOON grip resist loads along bottom chord from 0-0-0 to 12-6-0 for 232.0 plf. tiC V� LOAD CASE(S) Standard m W C 074486 rn LU 12-31-15 * tPV FOFIC March 19,2014 AWAM&G-Vedfrdes4aparamecersand REALNOTESON?WSAIPDfNO.MFVM17EKREFFRENF.PAGE NIF-747Trea.1f29120.14 f.M. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- 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. Additonal permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding IYII I�Rl K ^�- fabrication,-quality±controlrstoragexdelivery,.e ction and bracing, consultw--A*SW4 1.QnaINy-Cdtefko -OS"9- nd BCSI,BuMng,Componen} Safely InfornoHon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. �'SotxHsesss 3+liferSAl3asn3vrrh r.... Nw.staeP ..a�a, a.�.__. ". -•.. Mini"M a+, Aa. ' Citrus Heights, CA, 95610 Job T ss Truss Type Qty ly 3117 AR41606370 k 3117 B_ 1 Jack -Open Truss 1 1 Job Reference (optional) BMC, Indio, CA-92203 N 7.430 s Jul 25 2013 MTek Industries, Inc. Tue Mar 18 13:18:52 2014 Page 1 I D:_IUKOyQYzmzBOzGgsMjQH7zNRLd-phPpjnlS WJ9a2415zBS5ODvTRUvEOS1 bhweGNTzZf H 5-7-5 2-4-11 2.4 II 3x6 = Scale = 1:18.9 Plate Offsets (X,Y): (6:0-3-0 0-4-81 f7:0-2-8 0-1-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.18 Vert(LL) -0.04 6-7 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.73 Vert(TL) -0.10 6-7 >884 180 BCLL 0.0 Rep Stress Incr NO WB 0.49 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 42 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-11-1 oc purlins. BOT CHORD 2x6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be in during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 1=115110-5-8 (min. 0-1-8), 5=1565/Mechanical Max Horz 1=66(LC 3) Max Grav 1=1263(LC 10), 5=1685(LC 13) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2760/0, 2-3=-1682/0 BOT CHORD 1-7=0/2595, 6-7=0/2595, 5-6=0/1596 WEBS 3-5=1981/0, 3-6=0/1595, 2-7=0/717, 2-0=1148/0 NOTES 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas when: a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) Use USP JL26 (With 1Od nails into Girder & NA9D nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 7-0-12 to conned truss(es) to front face of bottom chord. 8) Fill all nail holes where hanger is in contact with lumber. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-68, 1-5=20 Concentrated Loads (lb) Vert: 9=511(F) 10=-511(F) 11=-511(F) 13=511(F) QRpFESS/pN ) SOO 0y�� i C 074486 E 12-31-15 sTgrFOF March 19,2014 AWARAt7AG-Verifydesignpamore tersand RFABh0IFS ON ?Mfg ANDPSU.LIZFGMfTFKRFFFRF&ar•A EMIT-7473re. L1129,4014&MV..ISF Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. �;��^ Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary brocing to insure stability during construction is the responsibillity, of the �I l�k• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding „ -fobrication:quality=control; storages-delivery=erection-and bracingreansrdM«-� WAN5yTP11K;tnaOly (xrHedor DSB-89wrd BC51BulldingComponent T/TpGrC"efl6'6ck'La'-iR; 5`ufte 1'09""-- Salely Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Claus Heights, CA, 95610 N'SastttfrrmPrtespEcifled,tN�xgfia:: F36jdjitl3 byAf_SC Job Truss Truss Type Qty Ply 7AR41608371 �31' 3117 B G_2 Jack -Partial Truss 1 1JobReference (optional) amu, urmo, s.r, - awa r.4su s um za ai s Mi i ex mausrnes, mc. i ue mar is 1J:1 n:bs zu14 rage 1 I D:_IUKOyQYzmzBOzGgsMjQH7zNRLd-HuzCx7m5HcHRfEcHXuzKZRSe5tM 17051waNgvv7ZfjG NAILI 4-3-5 3-8-11 2x4 11 3 5 2x4 11 3x4 = NAILED Scale = 1:21.2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.19 Vert(LL) -0.01 4-5 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.31 Vert(TL) -0.02 1-5 >999 180 BCLL 0.0 ` Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 38 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins. BOT CHORD 2x6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=219/0-3-8 (min. 0-1-8), 5=592/0-5-8 (min. 0-1-8), 4=143/Mechanical Max Horz 1=66(LC 3) Max Uplift 4=21(LC 3) Max Grav 1=357(LC 9), 5=704(LC 10), 4=405(LC 11) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-310/43 NOTES 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-3=-08, 1-5=50(F=30), 4-5=20 Concentrated Loads (lb) Vert: 7=141(B) QROFESS/pN SOON O��'LG, i UJ C 074486 c rn t *�`2-31-15 �* March 19,2014 AWARI:I7AG-Verff/designparamarRnand READM7FSONTiffsAMfN2ULF0M17FKRUERENTAAGFNIf-7473ML /ZV2014&9W1IS,F Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component B responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction a the responsibillity of the WOWerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding —fabrication.-gvatity central-stoiagewdelivery,-erecfiomand�braeing; consul ANSbgPl14tmHy Grlferlo; RS8+89w 5f-BuBdtrg;Ccmponent _-- - - y777-Gi�enbaF,ti 5'Re, SuRe i119— Safety Infoana8on available from Truss Plafe Institute, I81 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 N'SoutiN2se(Si+Shnelbaar3s speg,sare: fl/2#Y3 byAtSC Job Truss Truss Type Qty Ply A �3117 R41608372 3117_B_ T1A Common Supported Gable 1 1 Job Reference (optional) o0 d r.-u s um zo zuio mn eK mousmes, esc. i ue mar m 1D25:49 2u14 rage 1 ID:IUKOyQYzmzBOzGgsMjQH7zNRLd-tSJD[WBJhgFHRaOgTXZiC?t1lxY6aHnIDUGgDUzzdsG 24-5-2 -0 S -1 3 0.474-0 -2-0 SS7 7-7-5 610.3 & 610.3 7-75 8-5-7-2-0 0-9-2 Scale = 1:80.3 CONN. OF GABLE STUDS BY OTHERS. 5x6 = 7 8 9 10 4x6 = 33 32 31 30 29 28 27 26 25 92 93 94 24 95 23 96 97 22 98 21 99 20 19 18 ruu �u� 102 83 84 85 86 87 88 89 90 91 5x8 - 5x8 - 3x6 -_ 4x8 = 3x4 11 Bx12 MT20H = 24.6-14 SS7 7-7-5 6-8-7 0-10-14 ' 6.8-7 0.10-14 7-7-5 B-5-7 ' Plate Offsets (X,Y): [3:0-3-0,Edge], [6:0-4-12,0-4-8], [8:0-2-O,Edge], [11:0-5-0,0-4-8], [15:0-3-0,Edge], [22:0-4-0,0-3-4], [24:0-2-12,0-1-12], [40:0-1-14,0-1-0], [43:0-1-14,0-1-0], [46:0-1-14,0-1-01, [62:0-1-14,0-1-0], [64:0-1-14,0-1-01, [66:0-1-140-1-0] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deb L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) -0.22 21 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -0.64 21-22 >581 240 MT20H 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.87 Horz(TL) 0.12 16 n/a n/a BCDL 15.0 Code IBC2009/rP12007 (Matrix) Wind(LL) 0.17 21 >999 240 Weight: 393 lb FT = 20% LUMBER BRACING TOP CHORD 2x6 DF No.2 G 'Except` TOP CHORD Structural wood sheathing directly applied or 2-9-7 oc puriins. 1-3,15-17: 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 4-3-7 oc bracing. BOT CHORD 2x4 DF No. 1&Btr G WEBS 1 Row at midpt 12-22, 6-25, 5-25 WEBS 2x4 DF Stud G `Except' JOINTS 1 Brace at Jt(s): 58 11-24: 2x4 DF No.1&Btr G Tek recommends that Stabilizers and required cross bracing OTHERS 2x4 DF Stud G installed during truss erection, in accordance with Stabilizer Fbe tallation guide. REACTIONS All bearings 16-0-0 except Qt=length) 16=1-0-0. (lb) - Max Horz 2=103(LC 13) Max Uplift All uplift 100 lb or less at joints) 32, 28, 27 except 2=268(LC 9), 25=549(LC 12), 29=1419(LC 20), 26=-208(LC 32), 16=-353(LC 12) Max Grav All reactions 250 lb or less at joints) 26 except 2=451(LC 21), 25=3930(LC 7), 29=835(LC 16), 33=386(LC 23), 32=366(LC 42), 31=305(LC 43), 30=285(LC 44), 28=278(LC 46), 27=332(LC 47), 16=1763(LC 7) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=814/1274, 3-0=-727/1206, 4-5=-458/965, 5-6=-1313/2954, 6-7=-1314/757, 7-8=716/385, 8-9=-082/329, 9-10=-650/276, 10-11=778/228, 11-12=-2531/595, 12-13=-0879/812, 13-14=-4534/841, 14-15=-4560/985, 15-16=-0830/1022 BOT CHORD 2-83=1271/845, 33-83=1271/845, 33-84=-1271/845, 32-84=-1271/845, 32-85=1271/845, 31-85=1271/845, 31-86=1271/845, 30-86=-1271/845, 30-87=1271/845, 29-87=-1271/845, 29-88=1327/876, 28-88=1327/876, 28-89=1327/876, 27-89=-1327/876, 27-90=1327/876, 26-90=-716/265, 26-91=-101 1/560, 25-91=-1705/1254, 25-92=-1963/547, 92-93=2309/893, 93-94=-2309/893, QFESS/ 24-94=-2309/893, 24-95=1005/2866, 23-95=1005/2866, 23-96=-1005/2866, 9`F 96-97=-1005/2866, 22-97=-1005/2866, 22-98=1019/3981, 21-98=-1019/3981, 21-99=-978/4584, 20-99=978/4564, 20-100=978/4584, 19-100=-978/4584, ��O SOON 19-101=-978/4584, 18-101=-978/4584, 18-102=978/4584, 16-102=978/4584 V �+ WEBS 24-35=-1591/24, 35-58=1565/14, 11-58=1530/'15, 11-22=01752, 12-22=-1196/16, 12-21=0/568, 6-34=165/2584, 24-34=168/2654, 6-25=-2702/173, 5-25=2293/1171, C 074486 I 5-29=819/1466, 4-32=-338/67, 21-82=764/7, 13-82=740/12, 8-24=-436/163 P 2-31-15 NOTES * 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right q% exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Truss designed FOF C for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/rPI 1. 4) All plates are MT20 plates unless otherwise indicated. March 19,2014 4L k'AW.W-Vedfrdesi7a paramewrs and READ 1 07ES ONMIS AM MIXED NREKREnW&kE PAM, Krf-7473 ref. 1129120.14&FW1/SE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. �� Applicability of design parameters and proper incorporation of component a responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek? -^^+- - fabricot°on;;gssaldyconfralntorage; deliveryxerection,and bracing; BuWng�C-omponenf, - - 779Pt"?YiFaW one, S'a Safety Inform=n available from Truss Plate Institute. 781 N. Lee Sheet. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95810 H"- -Pittit MIMC' yea& sYse••dn4 v see �a.1[snm.nRare:lun MIM rsny a. k-At s B Job Truss Truss Type Qty Ply R41608372 FJobReference 3117B T1A Common Supported Gable 1 1 (optional) r.430 s Jul 25 2013 MITeK Industries, im. Tue Mar 18 15:25:49 2014 Page 2 ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-tSJOtWBJhgFHRaOgTXZiC?t11 xY6aHnIDUGgDUzZdsG NOTES 6) Gable studs spaced at 14-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit between the bottom chord and any other members, with BCDL = 15.Opsf. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 32, 28, 27 except Qt=lb) 2=268, 25=549, 29=1419, 26=208, 16=353. 11) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 12) This truss has been designed for a total drag load of 2800 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 12-0-0 to 17-M for 509.1 plf. 13) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. 14) No notches allowed in overhang and 20200 from left end and 20200 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one be plate between each notch. LOAD CASE(S) Standard dN'ARAffAG-ErerfffdesigsAaramemrrand READ M7FSONIWSANIN2..00Nf7FKRFFFREWTAAGEMR- f473(P.L.V291"14&9B ay., 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 rek• is for lateral support of individual web members only. Additional temporary bracing to insure stability during constructionrma the responsibillity of the WOW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding *_fabrieatiorwgl lity�controt; storage>deliveryrerecfion and=bracing;eensubBGSl,Buflding•Componen9'7177-rmani5i5 Ge;`SuifeI'0r�"""'""°" Salety Information available from Truss Plate Insfi}u}e, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 ff:r_.w _._ pY611fJE/t151=1rShl�dtn:4PeIn OGfA4I4013twiA�9'' Job Truss Truss Type pry Ply 3117 A R41806373 3117_B_ T1B Common 1 1 Job Reference (optional) o ...... n aeaw /.43u s JurzS ZU13 MI I ex inausmes, Inc. 1 ue Mar 1 B 13:19:05 Z014 Pagel ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-xBikSDvcSlok64XaEQ882zyaTjj lFxGkWgSHSKDzZfj4 1'1-1 5- 3-- -2-0 7-1041 7-1.3 7-11-12 7-11-12 7-10.3 7-10-1 -2-0 c>11 0 4.00 12 5x6 = 5 Scale = 1:82.2 4x6 — 10 15 1f 14 ld 19 t3 20 21 12 22 11 23 10 24 4x6 = I 1 X4 11 7x10 = 5x8 = 6x8 = 2x4 11 2x4 �\ 4x8 11 I LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 15.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2009frPI2007 CSI TC 0.61 BC 0.92 WB 0.72 (Matrix) DEFL in (loc) I/deft L/d Vert(LL) -0.28 12-13 >999 480 Vert(TL) -0.73 11-12 >517 240 Horz(TL) 0.09 8 n/a n/a Wind(LL) 0.08 11-12 >999 240 PLATES GRIP MT20 220/195 Weight: 222 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-1-2 oc purlins. BOT CHORD 2x4 DF No.t&Btr G BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 DF Stud G WEBS 1 Row at midpt 6-13, 7-12, 4-14, 3-14 WEDGE MiTek recommends that Stabilizers and required cross bracing Right: 2x4 DF Stud be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=334/0-5-8 (min. 0-1-8), 14=3205/0-5-8 (min. 0-3-7), 8=1432/0-3-8 (min. 0-1-8) Max Horz 2=87(LC 5) Max Uplift2=-49(LC 5) Max Grav2=458(LC 7), 14=3205(LC 1). 8=1432(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=218/582, 3-4=0/1594, 4-5=-653/86, 5-6=653/79, 6-7=1992/5, 7-8=-3352/0 BOTCHORD 2-15=509/134, 14-15=-519/124, 13-14=1404/0, 12-13=0/1801, 11-12=0/2947, 10-11=0/2944, 8-10=0/3097 WEBS 6-13=1534/4, 6-12=0/722, 7-12=1199/2, 7-11=0/434, 4-13=0/2326, 4-14=2467/0, 3-14=1277/0, 3-15=0/501, 7-10=0/530 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 15.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. �OFESS/� 9 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. �� O SooN F 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the �'�A Bottom Chord, nonconcurrent with any other live loads. r7 LOAD CASE(S) Standard r C 074486 rn E 12-31-15 * 1 E0 O C March 19,2014 AKARNM-Venfrdes4asarame.fersandREADMTFS0ffTHr9AN6ihYi( FFPfl7FKRfFFRE/KEAA^uF#t-T4T3me.ii19f2gtABrFORFffSF Design valid for use only with MiTek connectors. This design is based any upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding � " � . ^�-- fabrication: quality ntfolrstorage7deimery,,e ectiomand�bmcing. censuB�plFSydPHSQuaWC-fiteAarD&D-Wmnd-BCSI,Building�Componenl--+ -•---.-..--- Safely Infonna8on available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria. VA 22314. —. � acli.�an'e;�7i ke'tt)B�'""'"' `"--'�'"" itSatd aepiatie(3�.t-w&bLVI4 .�rf�.dc �, ..vaB�alkax.¢ DSpg f�lAbVALSr CiWs Heights, CA, 95610 Job Truss Truss Type Qty 3117A jPIy R41608374 3177 6 T1C Common 1 1 Job Reference (optional) vmU' molo, uA - vz uj 1 .43U s Jul zo zU1J MI I el(Inausmes, Inc. i ue Mar l6 13:19:ar 2u14 Pagel ID:_IUKOyQYzmzBDzGgsMjQH7zNRLd-tapUtvwt_w2SLOhzMgEc7OlwcX SPBgpBmmZPSzZfj2 1--22-0-0 158:4 23-8-0 31-7-12 39-5-12 9--16-5-B710� 3493-4 6 c>1 0 Scale = 1:80.5 4.00 12 5x6 = 5 4x6 = lb 15 1r 14 16 19 t3 zu 21 12 21 11 23 10 9 24 5x8 2x4 II 7x10 = 5x8 = 6x8 = 2x4 II 2x4 \\4x12 = d 1594 7.10.4 1 7 1 3V 31-7-12 31- 9 39-5-12 42-10.0 4659 7-10-0 7-B-0 .1- 3 7-10.12 7-11-12 0.1- 3 7$4 3-0-3 3-7A Plate Offsets (X,Y): f4:0-4-0,0-3-81,f6:0-4- 00-3-8j,f8:0-2-2,0-2-6j,f12:0-4-0,0-3-81,f13:0-2-12,0-2-41 LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.63 Vert(LL) -0.27 12-13 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -0.66 11-12 >562 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.68 Horz( L) 0.09 8 n/a n/a BCDL 15.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.12 11-12 >999 240 Weight: 220 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-9-4 oc purlins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 4-9-13 oc bracing. WEBS 2x4 DF Stud G WEBS 1 Row at midpt 6-13, 7-12, 4-14, 3-14 SLIDER Right 2x4 DF Stud -G 2-5-0 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 8=1324/0-5-8 (min. 0-1-15), 14=3096/0-5-8 (min. 0-3-7), 2=388/0-5-8 (min. 0-1-0) Max Horz 2=93(LC 13) Max Uplift8=-445(LC 12), 2=-372(LC 13) Max Grav 8=1808(LC 7), 14=3250(LC 8), 2=821(LC 21) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1330/1310, 3.4=-498/1850, 4-5=-1006/341, 5-6=-1299/625, 6-7=-2993/977, 7.8= 4490/1222 BOT CHORD 2-15=-1259/1147, 14-15=-890/778, 13-14=-1495/291, 12-13=-428/2336, 11-12=-793/3636, 10-11=971/3805, 8-10=1129/4106 WEBS 6-13=-1489/34, 6-12=0/679, 7-12=-1056/78, 7-11=0/446, 4-13=-40/2343, 4-14=-2519/88, 3-14=1314/10, 3-15=0/500, 7-10=-36/501 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit between the bottom chord and any other members, with BCDL = 15.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except (jt=lb) 8=445, 2=372. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonooncurrent with any other live loads. 8) This truss has been designed for a total drag load of 2500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 46-5-0 for 53.9 pit. LOAD CASE(S) Standard A tfAWAG-trerrffdesign parame. ten and READ r1ATES ON TitrS AM rV ..tXFli MM.KRFFFREMT WE 14IT-747.1 ML .t,72Fj2014 &%DR VV Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Addttonal permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabricafionrgnality-eontret storage delivery7emction-and�bracing,-eenwH m+aANSIi•T&nRualBy+EMerla;•DSB=B9vnd 9E51•Building Componenl+-. - -- Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria. VA 22314. O4?,pFESS/pN9 sooty o� 'L CO LU C 074486 *� EP.r^ 1 15 �* March 19,2014 MiTek' 7777'GreenbaWnT—jjr,%-u`tinoT '-1, Citrus Heights, CA, 95610 Job Truss Truss Type ty Ply 3117 A R41608375 3117 B_ T1D common 3 1 Job Reference (optional) eMC, incio, CA - 9ZZ03 7.430 5 Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 13:19:08 2014 Page 1 I D:-IUKOyQYzmzBOzGgsMjQH7zNRLd-LmNt4FxVIDAJzYG9vYlrfba5wwKK8eHyMQ W6xYzZfj1 -1-2-0 7-10-4 15 :i 23-8-0 31-7-12 39-5-12 46-5.8 -2-0 7-104 7-10-0 7-11-12 7-11-12 7-10-0 6-11-12 Scale = 1:80.6 4.00 F12 5x6 = 5 d 4x6 = 'a 15 11 14 is -ia 13 Zu Z1 12 ZZ 11 Z3 10 9 24 48 C i 1&*-dI 7x10 = 5x8 = 6x8 = 2x4 II 2x4 '\,WO = 15-9-4 7-10-0 15.6-7 1 23b-0 31-7-12 31 9 39- 1 42-10-0 465-8 7-1. 7-84 0-1- 3 740.12 110 7.11-12 0.1- 3 7�-4 3-4-3 3-7-8 Plate Offsets (X,Y): (6:04-0,0-3-8) (8:0-1-7,0-1-141(12:0-4-0,0-3-8) (13:0-2-12 0-2-41 LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.60 Vert(LL) -0.27 12-13 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -0.66 11-12 >562 240 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.08 8 n/a n/a BCDL 15.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.06 11-12 >999 240 Weight: 220lb FT=20% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G SLIDER Right 2x4 DF Stud -G 2-5-0 BRACING TOP CHORD BOTCHORD WEBS REACTIONS (lb/size) 8=1324/0-5-8 (min. 0-1-8), 14=3096/0-5-8 (min. 0-3-5), 2=388/0-5-8 (min. 0-1-8) Max Horz 2=91(LC 5) Max Uplift 2=-41 (LC 5) Max Grav8=1324(LC 1), 14=3096(LC 1), 2=490(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-325/411, 3-4=0/1434, 4-5=-702/79, 5-6=703/71, 6-7=1976/2, 7-8=-3152/0 BOT CHORD 2-15=-349/237, 14-15=-349/237, 13-14=-1208/2, 12-13=0/1790, 11-12=012734, 10-11=0/2734, 8-10=0/2874 WEBS 6-13=1463/8, 6-12=0/679, 7-12=989/12, 7-11=0/446, 4-13=0/2159, 4-14=236110, 3-14=-1296/0, 3-15=0/500, 7-10=-36/501 Structural wood sheathing directly applied or 3-54 oc purlins Rigid ceiling directly applied or 4-9-13 oc bracing. 1 Row at midpt 6-13, 7-12, 4-14, 3-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will . fit between the bottom chord and any other members, with BCDL = 15.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. 7) This truss has been designed for a moving concentrated load of 250.0I1b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Q?,OFESS/p� S00/y 2 UJI C 074486 *\ E�^ 1-15 J* �F March 19,2014 d H'ARtfALti- Verity d=sign Sarame.IF. rs and READ AD TFS ON THIS AN W..0EED Mf7FKREFERFAkT. AVY, MR-7473 rec .t f2V20148dgrDRFltm Design valid for use only with Mnek connectors. This design is based only upon parameters shown, and is for an individual building component. �f Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsibility of the MiTek* erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding �fabrieatimn -cr ality�mntm[ storage-delivery,-erectiorran&bmeing;co •nsult--AN51/."Coli m. Cdteda-DSb4W-andilGSFButldiag,Component- - +.•+•--•"..�� b-777TGfeehiif'&1!'aile;liti Siro9�"-'""'"'�"' - F— Salely Informa8on available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. N`Soueher�tp&s�ef :hae u3s,rnar sy..sa .. ..Val arrr<,: =64 PAM 211—.AVU, Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 3117 A R41608376 3117EL T1E Common 3 t Job Reference (optional) tlMl:, inalo, GA - UZZU3 1 .46u s Jul zo Zu13 MI i ex mausmes, mc. 1 ue Mar 16 13:1VAU ZU14 rage 1 ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-H9VdVxzlHrO1CrPY1znJlOfMxk?XcUnFgkruuw ill 1-2 7-1D4 15.84 15-1 0 23-6-0 26-0-0 316-0 39-5-12 46-5-8 -2-0 740-4 7-10-0 61- 3 7-10-0 24-0 5-60 7-11-13 6-11-12 Scale = 1:85.1 4.00 12 6x10 MT20H = 2x4 i 5 8 4x6 _ 22 21 23 20 24 25 19 18 26 27 17 W 29 15 30 14 31 5x6 II 2x4 II 6x8 = 4x12 = 4x4 = 4x4 = 7x10 = 2x4 II I 15-6-7 1 4x4 = U6 = 4x4 = 1694 - 0-0 15-6-7 1 22-0U 10.14 1711M. 31-9-9 39-5-1 465-8 7-704 7-84 0.1- 3 62-12 7-10.10 0.1-0 t-10.11 7-64 611-12 Plate Offsets (X Y): [6:0-2-4 0-3-01 [13:0-3-11 Edge), [19:0-5-13 0-1-81, I20:0-4-0,0-3-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.95 Vert(LL) -0.25 14-15 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.91 Vert(TL) -0.91 14-15 >405 240 MT20H 165/146 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(TL) 0.12 13 n/a n/a BCDL 15.0 Code IBC20091TP12007 (Matrix) Wind(LL) 0.11 16 >999 240 Weight: 260 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.l&Btr G TOP CHORD Structural wood sheathing directly applied or 3-6-6 oc puffins. Except: BOT CHORD 2x4 DF No. 1&Btr G `Except` 1 Row at midpt 7-9 17-18: 2x6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 DF Stud G 6-0-0 oc bracing: 19-20 SLIDER Right 2x4 DF Stud -G 3-7-4 2-2-0 oc bracing: 14-15. WEBS 1 Row at midpt 11-15, 4-20, 3-20, 4-6 JOINTS 1 Brace at Jt(s): 7, 9, 6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 13=1455/0-5-8 (min. 0-1-9), 20=3074/0-5-8 (min. 0-3-4), 2=512/0-5-8 (min. 0-1-8) Max Horz 2=91(LC 5) Max Uplift2=-33(LC 3) Max Grav 13=1455(LC 8), 20=3074(LC 1), 2=562(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-548/35, 3-4=0/1059, 4-5=0/1109, 5-8=0/945, 8-10=01675, 10-11=-2349/0, 11 -1 3=-3318/0, 6-7=-2182/0, 7-9=2504/0, 9-10=2637/0 BOT CHORD 2-21=-51/448, 20-21=-51/448, 19-20=850/0, 16-1 9=0/1 927, 15-16=0/2126, 14-15=0/3051, 13-14=0/3051 WEBS 7-19=793/0, 11-15=-948/26, 11-14=0/459, 4-19=0/2990, 4-20=-2405/0, 3-20=1298/0, 3-21=0/508, 9-16=0/422, 6-19=760/12, 5-6=985/0, 10-15=01756, 10-16=324/124, 4-6=-2490/0, 6-8=383/40 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) 180.011b AC unit load placed on the bottom chord, 26-0-0 from left end, supported at two points, 4-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 15.Opsf. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. 10) This truss has been designed for a moving concentrated load of 250.011b live located at all mid panels and at all panel points along the Bottom Chord, nonooncurrent with any other live loads. 11) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. JL WARKAG- Verify design paraareMrs and REM ADTFSOff TWSAM rAU..tZED NnTKRFFFRUa.. W4iE 1411-7473 rec.t/2..V20.td DOW UM.. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members any. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding N. Lee Street, Suite 31 `I QROFESS/0�7 ��vOOO 500� �i U C 074486 m * E 12-31-15 1sT IV gTFOF F0� March 19,2014 wt M[TO k' '777TGreenti5ck'Vb-ne',Sufte'TID ""- .a"--°"". Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 3117A R41608377 3117_6_ T1 F COMMON 2 1 Job Reference (optional) a� O t.VJu s Jln Lo zul3 MI I eK 23-8-0 -2-0 7-104 7-10-0 ON 3 5-8-0 2-4-0 5-60 7-11-11 '3 6-6-4 1-0-0 4.00 F12 5x6 = 2x4 \\ 5 2.4 i 9 9.17 MT70H = 1:84.5 4x6 —_ 23 22 24 21 25 26 20 19 27 28 18 fP 30 16 31 15 32 4x8 11 2x4 I 5xB = 3x10 = 4x4 = 4x4 = 3x6 =6x8 = 2.4 11 4x4 = 4x4 = 7 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 1.00 Vert(LL) -0.24 21-22 >999 480 TCDL 14.0 Lumber Increase 1.25 BC 0.83 Vert(TL) -0.73 15-16 >391 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.62 Horz(TL) 0.08 14 n/a n/a BCDL 15.0 Code IBC2009/rP12007 (Matrix) Wind(LL) 0.08 17 >999 240 LUMBER BRACING TOP CHORD 2x4 DF No. 18Btr G TOP CHORD BOT CHORD 2x4 DF No. 18Btr G 'Except` 18-19: 2x6 DF No.2 G BOT CHORD WEBS 2x4 DF Stud G SLIDER Right 2x4 DF Stud -G 3-2-0 WEBS JOINTS REACTIONS (lb/size) 14=867/Mechanical, 20=3328/0-3-9 (min. 0-3-9), 2=802/0-5.8 (min. 0-1-8) Max Horz 2=91(LC 5) Max Uplift2=18(LC 3) Max Grav 14=965(LC 8), 20=3328(LC 1), 2=848(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=142510, 4-5=0/2636, 5-6=0/2838, 6-9=0/2610, 9-11=0/2275, 11-12=-933/39, 12-14=-1908/0, 7-8=2009/0, 8-10=2381/0, 10-11=-2524/0 BOT CHORD 2-22=9/1277, 21-22=-9/1277, 17-20=29/562, 16-17=01782, 15-16=0/1711, 14-15=0/1711 WEBS 8-20=924/0, 12-16=991/13, 12-15=0/455, 4-20=788/179, 4-21=0/691, 3-21=1314/0, 3-22=0/510, 10-17=0/454, 7-20=-1762/0, 6-7=1673/0, 11-16=0/763, 11-17=352/117, 4-7=2127/0, 7-9=500/36, 5-7=-361/39 PLATES GRIP MT20 220/195 MT20H 165/146 Weight: 262 lb FT = 20% Structural wood sheathing directly applied or 4-9-10 oc purlins. Except: 1 Row at midpt 8-10 Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 20-21,17-20. 1 Row at midpt 12-16, 4-20, 3-21, 7-20, 4-7 1 Brace at Jt(s): 8, 10, 7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer stallati 'd NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) 180.01b AC unit load placed on the bottom chord, 26-0-0 from left end, supported at two points, 4-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 15.Opsf. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. 11) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. A WA)W&G-Verifr design paranw.ma and READ AOTFS ONTfifS Afar rilK7 MED NRFKRFFFRFMT FAGF MiL-7473 ML V29120.14 SMIMUSF.. Design valid for use only with Milek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component 6 responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding = fabricationrepality control;+storage-,"iv y-erection-and,bracing; const*�*NSWfllaQmRWCfieda!rW"9--and-B@51•BuildtnaC-ameonent.- from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. OQROFESS/pN9 Soo lu C 074486 M * E 12-31-15 OF IV March 19,2014 EF MiTek" 7777'Gieenbac er , Mire^t09— -''— Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 3117A I R41608378 3117 S_ TIC HIP 1 i 1 I Job Reference (optional) 7-10-0 7-10-0 24-7-5 1_ , 72-1-12 2a-2-0 7-10-3 214-12 t-OAP 1-55 i.rsusdmcacuiomnen,nuusmes,inc. iuemano14:1a:14zui4 rages tGgsMjQH7zNRLd-Aw18LIOGL3wShTjJGpsFvsp1 ELPWYLvglLzR8BzZfix I 23-2-0 4.00 12 2x4 11 3— 3x6 = 6x8 \\ 7 � — 4)I42 = 6x8 Sx8 5 6 4x 6x8 C I 4 12 o� _i�1 PC.�_�4"f_ _wZ� US % 3 31 32 23 33 22 34 35 36 21 20 37 i8 1939184017 axs 2x4 II 7x10 = 4x8 = 4x4 4x4 = 7x10 = = I 22-0-0 i 44 = i 44 = 3x6 = 6-6-1 Scale = 1:87.7 3, 13 US 14 15 I� ra 41 16 42 .6 2x4 I I 48 11 Plate Unsets (x,Y): 14:0-4-0,0-3-0115:0-3-0,0-3-0] 17:0-3-0 Edge] f8:0-1-9 0-2-0] j9:0-3-0Edge] f10:q-5-11 0-4-12] j12:0-4-0 0-3-4] f15.0-5-8 Edge] j22:0.4-8 0-3-81 LOADING (psf) SPACING 2-0-0 CSI DEFL i in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.99 Vert(LL) 1-0.25 16-17 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.78 Vert(TL) 1-0.67 16-17 >426 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.72 Horz(rL) 10.11 15 n/a n/a BCDL 10.0 Code IBC20091TP12007 (Matrix-M) Wind(ILL) ; 0.08 16-17 >999 240 Weight: 274 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1 &Btr G 'Except* TOP CHORD Structural wood sheathing directly applied or 4-2-14 oc puffins, except 5-11: 2x6 DF SS 2-0-0 oc puffins (6-0-0 max.): 5-11, 7-9. BOT CHORD 2x4 DF No.1 &Btr G *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 19-20: 2x6 DF No.2 G 6-0-0 oc bracing: 18-21. WEBS 2x4 DF Stud G *Except* WEBS 1 Row at midpt 3-22, 5-21, 8-21, 13-17 8-10: 2x4 DF No.1&Btr G JOINTS 1 Brace at Jt(s): 6, 8 SLIDER Right 2x4 DF Stud -G 2-6-0 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer s io id REACTIONS (lb/size) 2=986/0-5-8 (min. 0-1-8), 21=2559/0-3-8 (min. 0-2-12), 15=1009/Mechanical Max Horz 2=97(LC 5) Max Grav 2=986(LC 1), 21=2559(LC 1), 15=1059(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1808/0, 3-4=M4P33, 4-5=-733/72, 5-7=-650/77, 5-6=0/1064, 6-8=0/1022, 8-10=70/417, 10-11=391/94, 9-11=-645/75, 11-12=-1123/13, 12-13=-1403/0, 13-15=-2132/0, 7-9=560/78 BOT CHORD 2-23=0/1750, 22-23=0/1650, 18-21=-62/403, 17-18=0/1263, 16-17=0/1978, 15-16=-3/1978 WEBS 3-23=01403, 3-22=1075/0, 4-22=445/82, 5-22=5/1050, 5-21=1346/4, 6-21=0/682, 8-21=1837/0, 12-18=916/36, 12-17=0/641, 13-17=-779/18, 13-16=0/350, 11-18=-1076/0, 10-18=0/2264 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) 180.01b AC unit load placed on the bottom chord, 26-0-0 from left end, supported at two points, 5-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) A plate rating reduction of 20 % has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard QROF ESS/Ok COSOOM 0ti��c i UJ C 074486 *�E 12-31-15 �T t ��P FOFC March 19,2014 d WAffdt M -Vadf f des4a parameter and REM AD IFS ON M9 Ate ('tt%I EED Kf7FKREFERFAU PAGE MIT-7473 ML 112912014 Sf MISF. -Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an indvidual building component. WIF Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown individual is for lateral support of web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek• erector. Addtional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding -+^ tabdcofion�ge lity�tmVsiorage�-deFvery-e ctiommd,bracing; eonseM*-•dst151AP"-QuaBtp aMena-DSB-89 on"eM1 Bu0dMg=Component-R. en�6ack'LanVS3'rfe 1T09 Surety Inlorma8on avalable from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 85610 H'5as ePtnellwoul btr`� sPeii#fe'4� +r. s t1>;IgBf1011 EvALM i0 Job Truss Truss Type Qty Ply 3117 A � R41608379 3117_8_ T1H HIP 1 i 1 � Job Reference (optional) s — LD LU 13 m l ex Inuusrles, Inc. we mark 1a:19:16 ZU14 Page l gsMjQH7zNRLd-6Jsum 1WshAAwmfiNDuLHvNp94zOEA7CfSYC4zZfiv 24-7-5 7-10-3 2-4-12 311-0 0-1- 12 2-5-9 I 22-0-0 400 55, 2�C4 I 442 = 3x6 = $xa 6x8 = 9 ii 8x12 = 6 6x8 Sx8 � 7x10 5 7 4 12 Ffr :7717 133x6 %3A 1-5 32 33 24 34 23 35 35 37 22 21 38 19 20401941 18 4x6 = 2x4 II 7x10 = 4x8 = 4x4 T 4x4 = 7x10 = I 22-0-0 4x4 = 4x4 = US = Plate Offsets (X,Y): (4:0-4-0,0-3-11, j5:0-2-8 0-0-12) LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code IBC2009/TPI2007 LUMBER TOP CHORD 2x4 DF No.1&Btr G *Except* 5-11: 2x6 OF SS BOT CHORD 2x4 DF No. 1&Btr G *Except* 20-21: 2x6 DF No.2 G WEBS 2x4 OF Stud G `Except' 8-10:2x4 DF No.1&BtrG SLIDER Right 2x4 OF Stud -G 2-6-0 8:0-1-9 0-2-0 9:0-3-0Ed a 10iO-5-11 0-4-12 13:0-2-12 0 CSI DEFL I in (loc) I/deft Ud TC 0.99 Vert(LL) 1-0.25 17-18 >999 480 BC 0.78 Vert(TL) 1-0.6717-18 >425 240 WB 0.73 Horz(TL) 10.11 16 n/a n/a (Matrix-M) Wind(LL) -0.08 17-18 >999 240 BRACING 6-6-1 Scale = 1:87.7 US 9 14 9 3x6 n 15 16 a� 42 17 43 c 2x4 I I 4x8 11 PLATES GRIP MT20 220/195 Weight: 273 lb FT = 20 % TOP CHORD Structural wood sheathing directly applied or 4-2-6 oc puffins, except 2-0-0 oc purlins (6-0-0 max.): 5-11, 6-9. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 19-22. WEBS 1 Row at midpt 3-23. 5-22, 8-22, 14-18 JOINTS 1 Brace at Jt(s): 7 8 REACTIONS (lb/size) 2=990/0-5-8 (min. 0-1-8), 22=2551/0-3-8 (min. 0-2-12), 16=1013/Mechanical Max Horz 2=93(LC 5) Max Grav2=990(LC 1), 22=2551(LC 1), 16=1069(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1818/0, 3-4=-771/39, 4-5=-739/78, 5-6=758/100, 5-7=0/1177, 7-8=-2/1134, 8-10=86/472, 10-11=282/106, 9-11=754/98, 11-12=1156/17, 12-14=-1432/0, 14-16=-2158/0, 6-9=-675/99 BOT CHORD 2-24=0/1755, 23-24=0/1659, 19-22=-72/413, 18-19=0/1285, 17-18=0/2003, 16-17=-3/2003 WEBS 3-24=0/403, 3-23=1066/0, 4-23=-433/79, 5-23=-2/1034, 5-22=1362/9, 7-22=0/695, 8-22=-1828/0, 12-19=-930/39, 12-18=0/641, 14-18=-781/19, 14-17=0/350, 11 - 1 9=-1 098/0, 10-19=0/2305 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer a atio ui e NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) 180.0Ib AC unit load placed on the bottom chord, 26-0-0 from left end, supported at two points, 5-0-0 apart. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) This truss has been designed for a moving concentrated load of 250.O1b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. LOAD CASE(S) Standard 91,OFESS/pN SOON �� c 2 LU i ly-C 074486 c M t Er1-3115 /* \F March 19,2014 A N'ARt1TAG-Ver"s4a paran�.mrs and REM t107ES ONTHrSAM r<1TI00ED MBTEXREFERE&CF AAGE NIT-74J3 rem 1/29/JVf88(i<0ffMF. Design valid for use only with Maek connectors. 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 stabifty during construction is the responsibillity of the WOW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardi'Yidng -- erector. storagerderiverr,-e tion•andixoeingraonsel* ANS*FP4-Quaf C--rBerisp0SM98 d-SeSHuading•Component c-TJ7TCreen6-IrbMne;i0lt€I ffg """"'rs' Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria . VA 22314. Citrus Heights, CA, 95810 H'Seasffietat Tt '&Veclift"dse wvel etderthre 0S{R11201:a.htiri4�d Job Truss Truss Type t� Ply 3117 A R41608380 3117EL T11 HIP 1 1 Job Reference (optional) aMu, Irmo, uA- 9"us /.46u s Jul Za ZUIs mi tex Inausmes, Inc. I ae mar is 1-2-0' 7-10-0 7-10-3 ' 2-4-12 '1-11-0 '2-1-12 2-5-9 3- 0 14-11' 2-4-12 7-10-3 6-6-1 Scale 1:87.7 Bx12 = i 20.0.0 I 4 2 = 1g$0 5,6 4.00 12 — 6x8 = 2x4 II 1Ox16 114x12 — — 6x8 5 7 y 11 2x4 II 3x6 4 t3 14 5x8 I 5x6 z 3 41h-5 r4 15 3x6 d 16 3x6 b 2 1 17 Io � 33 34 35 36 37 38 22 39 0 21412042 43 44 d 25 24 23 19 t8 2x4 II 7x10 = 4x8 = 4x4 = 4x4 = 7x10 = 2x4 II 4x8 II 4x6 = 4x4 = 3x6 = I 22-0-0 I 4x4 = 26-1-0 7-10.0 15-84 [ 22-1-12 29-7 r3 31-7-12i 39-515 4r G0.0 i r 211 Plate Offsets (X,Y): [3:0-4-0,0-3-41[5:0-4-0,0-0-121, If 1:0-3-0,Edge), [12:0-5-5,0-4-121, [15:0-3-0,0-3-4, [17:0-5-8,Edge), [24:0-4-8,0-3-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.90 Vert(LL) -0.24 18-19 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.77 Vert(TL) -0.62 18-19 >458 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.93 Horz(TL) 0.09 17 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix-M) Wind(LL) 0.07 18-19 >999 240 Weight: 276lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G *Except* TOP CHORD Structural wood sheathing directly applied or 4-7-5 oc purlins, except 5-13: 2x6 DF SS 2-0-0 oc purlins (6-0-0 max.): 5-13, 7-11. BOT CHORD 2x4 DF No.1&Btr G `Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 21-22: 2x6 DF No.2 G 6-0-0 oc bracing: 23-24,20-23. WEBS 2x4 DF Stud G 'Except' WEBS 1 Row at midpt 3-24, 10-23, 15-19 10-12: 2x4 DF No.1 &Btr G JOINTS 1 Brace at Jt(s): 8, 10 SLIDER Right 2x4 DF Stud -G 3-4-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer sallation REACTIONS (lb/size) 2=922/0-5-8 (min. 0-1-8), 23=2682/0-3.8 (min. 0-2-14), 17=950/Mechanical Max Horz 2=87(LC 5) Max Uplift2='1(LC 3) Max Grav 2=930(LC 7), 23=2682(LC 1), 17=1020(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1619/0, 3-4=-573/40, 4-5=-566/82, 5-6=33/491, 6-8=-33/480, 8-10=39/448, 10-12=-354/0, 12-13=707/0, 13-14=1009/18, 14-15=1281/0, 15-17=1951/0 BOT CHORD 2-25=0/1731, 24-25=0/1456, 20-23=53/361, 19-20=0/1142, 18-19=0/1878, 17-18=-3/1885 WEBS 3-25=0/405, 3-24=1058/3, 4-24=-462/83, 5-24=-6/1077, 5-23=1058/0, 8-23=0/271, 10-23=-1773/0, 14-20=-882/37, 14-19=0/638, 15-19=-808/22, 15-18=0/362, 13-20=-723/0, 12-20=0/1883, 8-9=569/31 NOTES 1) Unbalanced roof live loads have been considered for this design. RIJFESS/0 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cal. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right OQ �- exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 �� O Sd0/,/ F 3) 180.0Ib AC unit load placed on the bottom chord, 26-0-0 from left end, supported at two points, 5-0-0 apart.'L� 4) Provide adequate drainage to prevent water ponding. OD V� 2� ) 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. t Cn 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will Ui C 074486 � fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) A plate rating reduction of 20% has been applied for the green lumber members. E, 12-31-15 8) Refer to girder(s) for truss to truss connections. �Z / 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. 10) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) Graphical pufin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. LOAD CASE(S) Standard March 19,2014 A WARNM-Vedfydesiga paraine.Bxs and RW MIFS ON WfS AM MtXEt- MITFXRiFERFfva AAM /Eft-7473 rec 1129120.14 &SIMEUSE 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 t ek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi l ^»- • ^ -..fabrication;quality-controksiorage delivery, erectionand�bmcing eonsdlt �ANSIfFP"ueIBrG*e h:eS"9 and-BGSI•BuIlding-Component —rrTZrebn6acIrI!56g-,-Su I Safety Intormation available from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 22314. Citrus He' tt5aurhe..�ar.�rrm3a«.r3�:>:tat..to.s�.�.�..:.,sr..��:.m.a....d. _-._r�.nmcmnaa ghis. CA, 95610 Job Truss Truss Type oty Ply 3117 A R41808381 3117_B_ T1J HIP 1 2 Job Reference (optional) emu, inaio, cA- ezzua /.43U S JurZD ZU13 mi I ex lnaustnes, Inc. i ue manB lJ:la:zu zol4 Page i I D:_I U KOyQYzmzBOzGgsMj Q H7zNR Ld-?46PbM40wvhcPOATc3yf9738YmXay6 Nj7 H Q I LrzZfi r 8- - -1 9- 3 - -13 39- -2- 7-10-4 7-9-15 2-4-13 40.12 2-5-10 3-3.0 -4-1 2.4-13 7-9.15 6-6-5 700 = 4x12 = 4.00 12 2x4 I ( 6x8 = 2x4 I I 5x8 = US = 3.6 Sale = 1:86.2 13 �a 30 21 31 20 32 33 34 19 18 35 36 1737 16 38 15 39 14 40 4x6 __ 2x4 11 22.0-0 5x8 = 4x8 = 44 = 4x4 = 6x8 = 2x4 I I 4x6 11 4x4 = 44 = 3x6 = � 26-1-0 i LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 10.0 SPACING 3-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TP12007 CSI TC 0.62 BC 0.48 WB 0.46 (Matrix-M) DEFL in (loc) I/deft L/d Vert(LL) -0.12 20-21 >999 480 Vert(TL) -0.41 14-15 >690 240 Horz(TL) 0.07 13 n/a n/a Wind(LL) 0.05 14-15 >999 240 PLATES MT20 Weight: 517 lb GRIP 220/195 FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G 'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 5-9: 2x6 DF SS 2-0-0 oc purlins (6-0-0 max.): 5-9. BOT CHORD 2x4 DF No.1 &Btr G *Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 17-18: 2x6 DF No.2 G 6-0-0 oc bracing: 19-20,16-19. WEBS 2x4 DF Stud G *Except* 7-8: 2x4 DF No. t&Btr G SLIDER Right 2x4 DF Stud -G 3-4-15 REACTIONS (lb/size) 13=1397/Mechanical, 2=1363/0-5-8 (min. 0-1-8), 19=3980/0-3-8 (min. 0-2-2) Max Horz 2=121(LC 5) Max Grav 13=1488(LC 8), 2=1384(LC 7), 19=3980(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-0=2451/0, 3-4=-832/42, 4-5=-782/96, 5-6=0/958, 6-7=0/900, 7-8=-444/112, 8-9=1032/43, 9-10=1396/39, 10-11=-1810/0, 11-13=-2827/0 BOT CHORD 2-21=0/2484, 20-21=0/2219, 16-19=-61/444, 15-16=0/1605, 14-15=0/2734, 13-14=0/2734 WEBS 3-21=0/491, 3-20=1648/1, 4-20=652/123, 5-20=3/1552, 5-19=-1744/0, 6-19=0/599, 7-19=2799/0, 8-16=0/2825, 10-16=-1350/42, 10-15=01799, 11-15=1230/29, 11-14=0/418. 9-16=1111 /0 NOTES 1) 2-ply truss to be connected together with 10d (0.131 "xY) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. Ili; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) 180.Olb AC unit load placed on the bottom chord, 26-0-0 from left end, supported at two points, 5-0-0 apart. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Refer to girder(s) for truss to truss connections. 11) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 12) Graphical purtin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. "i9'Afif 101-110,(designparamefertandREABAD7FSONWr9AN000EFtiN17FKREFEREM.PASEMR-T473re.c.�129f29.188Tfd&4E315 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. Addirional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding •^- --_fabricctiomqualitycontrol: storage; delivery; erection•and7bmd g<¢o ts---AUSbgNi—�—DSB49-and-BGS1 BuBding•.Componertf Safety Infarmallon available from Truss Plate Institute, 781 N. lee Street, Suite 312, Alexandria, VA 22314. Q OFESS/p� SOON i LIJ C 074486 M *\ EX� 12-31-15 MF MiTek` 7777'GieenbaEffLari'is; &uu Citrus Heights, CA, 95610 March 19,2014 Job Truss Truss Type Qty Ply 3117A R41608382 3117_B_ T1K-Condl HIP 1 �f G Job Reference (optional)- om�, moio, s.r. - etas r.wu s uw co cues mi ea mausmes, mc. i ue mar is rs:rv:za zui4 rage i ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-mdbOH5B22NhTMco?416XTpPQ1_F_gl4uzXMAdOzZfiij 0 0- -6-0 9- 6-0-0 -2-0 7-10-4 6-11-12 3-7-0 3-7-0 2-0-0 4-2-0 4-4-0 111-12 Scale = 1:84.6 _ 4x12 = 5x6 2x4 11 4.00 12 4x4 = 4x8 = 6xB = 8x12 = 28 29 20 30 19 31 32 33 18 17 34 35 36 37 1615 38 1439 40 13 41 _ 2x4 11 22-0-0 5x8 = 3{L.B = 4x4 = 4x4 = 5x6 = 3x6 = 2x4 11 5x6 I 4x4 = 44 = 7-10-4 1410-0 22-0-0 29-10-8 , 32.6 o , 39-5.12 46-0-0 7-10.4 611.12 7-2-0 7-10-8 72 8 6-11-12 6-6— 4 Plate Offsets (X,Y): (9:0-7-4,Edge), I75:0-3-0,0-3-01, [19:0-2-8,0-3-01 LOADING (psl) SPACING 3-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.97 Vert(LL) -0.14 15 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.45 13-14 >637 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.42 Horz(TL) 0.10 12 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix-M) Wind(LL) 0.08 14-15 >999 240 Weight: 493 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.t&Btr G *Except* TOP CHORD 4-9: 2x6 DF SS BOT CHORD 2x4 DF No. t&Btr G *Except* BOT CHORD 16-17: 2x6 DF No.2 G WEBS 2x4 DF Stud G SLIDER Right 2x4 DF Stud -G 2-6-0 REACTIONS (lb/size) 12=1603/Mechanical, 2=1578/0-5-8 (min. 0-1-8), 18=3509/0-3-8 (min. 0-1-14) Max Horz 2=105(LC 5) Max Grav 12=1662(LC 8), 2=1578(LC 1), 18=3509(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3022/0, 3-4=-1597/0, 4-5=-1416/10, 6-7=-315/133, 7-8=-1345/30, 8-9=-1732/0, 9-10=2500/0, 10-12=3330/0 BOT CHORD 2-20=0/2767, 19-20=0/2767, 18-19=0/823, 15-18=0/1345, 14-15=0/2276, 13-14=0/3084, 12-13=013084 WEBS 3-20=0/470, 3-19=1449/5, 5-19=0/1053, 5-18=1483/4, 6-18=0/1400, 7-18=3383/0, 8-15=0/1331, 9-15=1219/0, 9-14=0/687, 10-14=-874/53, 10-13=0/380 [MCT] Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-9. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) 180.01b AC unit load placed on the bottom chord, 26-0-0 from left end, supported at two points, 5-0-0 apart. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-" wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Refer to girder(s) for truss to truss connections. 11) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonooncurrent with any other live loads. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. QROFESS/0� SOON L C 074486 G)rn *\ �� 2-31-15 /* March 19,2014 A 17ARNIi,IG-Yerlfrd24a paraineren and REAL N07ES ON IMS AN Ir',GALi7i NITEXREFEREI7 PAGE MIT-7471. flea .t/29%20IA 8EMV115E Design valid for use only with MTek connectors. This design 6 based only upon parameters shown, and is for an individual building component. Et of design parameters and proper incorporation of components responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members any. Additional temporary bracing to insure stability during construction is the respomibillity of the MiTek" erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ^"+�*fabrication,quality-contmiP�storagepdelivery, erectiaancFbmcing.00ned4+--*NSf/WI-GuagirCItedarD6B-89-and:BGS14uilding-ComponenlLine; rz aI-asct^ Safefy Inrormallon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95 M'5ataL�eatDiww.(?rAlBses3wr3e cra RnixhnMetnn,arsnis ssaa4w .nakesrs.enrxim Job Truss Truss Type Qty Ply 3117 A R41608382 3117_B_ - T1K-Cond2 HIP 1 Job Reference (optional) oMu, inala, c:A - ti zuj r.431) s Jul 20 zui3 mi I el( Inaustnes, Inc. 7 ue mar 18 13:18:z6 Zo14 Pagel ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-mdbQH5B22NhTMco?416XTpPQ1 F_g14uzXMAdOz2fj -1- 1 8• H 3 9- 46-0.0 -2-0 7-10� 6-11-12 37-0 37-0 2-0.0 4-2-0 4-4-0 6-11-12 6E-4 6 d 4.00 r12 4xl2 = 5XI5 — 4x4 = 2.4 11 4x8 = 6x8 = 8xl2 = 4 5 6 7 8 9 Scale = 1:84.6 6 12 d c 28 29 20 30 19 31 32 33 18 17 34 35 36 37 1615 38 1439 40 13 41 _ 2x4 11 22-0-0 5x8 = q#g = 4x4 = 4x4 = 5x6 = 3x6 = 2x4 11 5x6 I 1 4x4 = 4x4 = 7-10-4 14-10-0 22-0.0 29.10-8 { 32-6-0 + 39-5-12 46-0-0 LOADING (psf) SPACING 3-0-0 CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.97 Vert(LL) -0.14 15 >999 480 TCDL 14.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.45 13-14 >637 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.42 Horz(TL) 0.10 12 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix-M) Wind(LL) 0.08 14-15 >999 240 LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G *Except* TOP CHORD 4-9: 2x6 DF SS BOT CHORD 2x4 DF No. 1&Btr G *Except* BOT CHORD 16-17: 2x6 DF No.2 G WEBS 2x4 DF Stud G SLIDER Right 2x4 DF Stud -G 2-6-0 REACTIONS (lb/size) 12=1603/Mechanical, 2=1578/0-5-8 (min. 0-1-8), 18=3509/0-3-8 (min. 0-1-14) Max Horz 2=105(LC 5) Max Grav 12=1662(LC 8), 2=1578(LC 1), 18=3509(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3022/0, 3-4=-1597/0, 4-5=-1416110, 6.7=-315/133, 7-8=-1345/30, 8-9=-1732/0, 9-10=-2500/0, 10-12=3330/0 BOT CHORD 2-20=0/2767, 19-20=0/2767, 18-19=0/823, 15-1 8=0/1 345, 14-15=0/2276, 13-14=0/3084, 12-13=0/3084 WEBS 3-20=0/470, 3-19=1449/5, 5-19=0/1053, 5-18=1483/4, 6-18=0/1400, 7-18=-3383/0, 8-15=0/1331, 9-15=1219/0, 9-14=0/687, 10-14=874/53, 10-13=0/380 PLATES GRIP MT20 220/195 Weight: 493lb FT=20% [MCI] Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purins (6-0-0 max.): 4-9. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) 2-ply truss to be connected together with 1 Od (0.131 "xX) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) 180.01b AC unit load placed on the bottom chord, 26-0-0 from left end, supported at two points, 5-0-0 apart. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Refer to girder(s) for truss to truss connections. 11) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. I\ H'AIWA G-i design parameters and READ AD TES ON THIS AM VA=Fi2 MITFK WFERVOM PAGE Ni 7473 rec 112912014 &TaLF1i5f Design valid for use only with Welk connectors. This design B based any upon parameters shown, and Is for an individual building component. Applicabirity, of design parameters and proper incorporation of component B responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general auldance reaardina Truss Plate Institute, 781 N. Lee Street, Suite 31 WI^ MiTek` 7777"Gre- nilack nff, 50 CiWs Heights, CA, 95610 Job Truss Truss Type Qty Ply 3117 A R41608383 3117_B_ T1L Hip 1 1 Job Reference (optional) ams„ inoro, s.n • n�eua el ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-i?iBiem Zx9 BbwxOCAB?ZEUuorwIXUBQrtHiGzZfih _ _ 2- -9 -9- 0 -2- 7-10-4 6.1-12 3-11-14 4-1-11 5-6-3 5-6-4 6 '2 4.00 12 54 = 3x6 = 4 5 5x6 = 3x6 = 5x6 = 6 7 8 Scale = 1:84.5 4x6 = 18 17 19 16 20 21 22 15 23 14 24 13 25 12 26 4x8 II 2x4 II 7x10 = 3x6 = 5x6 = 3x10 = 2x4 II Plate Offsets (X,Y): (6:0-3-0,0-3-01, 111:0-5-8,Edge1 114:0-3-0,0-3-01f16:0-4-8,0-3-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.24 15-16 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.87 Vert(TL) -0.47 2-17 >559 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.94 Horz(TL) 0.04 11 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Wind(LL) 0.04 2-17 >999 240 Weight: 218 Ito FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-11-7 oc pudins, except BOT CHORD 2x4 DF No.1 &Btr G 2-0-0 oc purlins (64)-0 max.): 4-8. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 5-8-3 oc bracing. SLIDER Right 2x4 DF Stud -G 3-4-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 11=780/Mechanical, 2=778/0-5-8 (min. 0-1-8), 15=2609/0-3-8 (min. 0-2-13) Max Horz 2=60(LC 5) Max Uplift2=20(LC 3) Max Grav 11=828(LC 8), 2=811(LC 7), 15=2609(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1373/1, 3-4=-445/58, 4-5=-355/65, 5-6=0/1347, 7-8=-817/73, 8-9=-913/65, 9-11=-1583/0 BOT CHORD 2-17=0/1224, 16-17=0/1224, 15-16=-421/7, 14-15=-1302/0, 12-13=0/1411, 11-12=0/1411 WEBS 3-17=0/400, 3-16=951/2, 5-16=0/1028, 5-15=1380/0, 6-15=1401/3, 6-14=0/1635, 7-14=955/18, 7-13=0/930, 9-13=676/16, 9-12=0/364 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will FESS fit between the bottom chord and any other members, with BCDL = 10.Opsf. PRO I 6) A plate rating reduction of 20% has been applied for the green lumber members. �� SooN 7) Refer to girder(s) for truss to truss connections. `� 0� O 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. 9) This truss has been designed for a moving concentrated load of 250.O11b live located at all mid panels and at all panel points along the C� TT1 Bottom Chord, nonconcurrent with any other live loads. ul C 074486 rn 10) Graphical purtin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. * 12-31-15 LOAD CASE(S) Standard IS' �P �TEOF I . March 19,2014 A WARKAL-trenfl: design parameters and REAL A07FS ON 7MN AAQ GV.00 NFIEKAFFERA'KE FAAOE NR-7473 rec 112912A14 &9UV.H5E. Design valid for use only with Wei, connectors. This design is based only upon parameters shown, and B for an individual building component. � Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown ;q't. is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the MI i F erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ^^^-fab6cationrquality,eoMrotit-storege, delivery,,. ereetiomand=bracing.-consuik--,ANSt)qPII QualBy-ErBerlwOW89mnd-BCSI:BWIding,Component- Solely Informa8on available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Heights, CA, 5610 li'Scarttaer�Ri Wilk nbeYJke iBe vahm are•19tarc�aff rsreWW69f 13byASSC, CiWs Heights, CA, 95610 Job Truss Truss Type QtY Ply 3117 A R41608384 1 3117_13_ T1 M Hip 1 1 Job Reference (optional) ory m n-vccw /.-usJ L.—i.,rex inuumes, Inc. i ue Mar i a 1 J:1 w4i Zu14 vagel ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-ABGZv6DwK132D4WaitFE5S02ECBM 11 pLfVbgEizZfig - - - - 1 -0-0 - 3 32- 35-4-0 0 -2-0 7-10-4 4-1-12 5-0-0 5-1-13 3-4-14 6-6-3 332 41-14 6.6-2 Scale = 1:84.5 Sx6 = 4.00 12 3x10 = 4 5 v n 0 2x4 I I 5x6 = 5x6 — 3x6 = 6 7 8 8 2 4 Im d 4x6 = 20 19 21 18 22 17 23 t6 24 15 25 14 26 13 27 4x8 II 2x4 II 22 Alo = 5,6 = 3x10 = 5x6 = 3x10 = 2x4 11 Plate Offsets (X,Y): 17:0-3-0 D-3-4] (12:0-5-8,Edpe] f15:D-3-0 0-3-4] jl7:0-3-0 03-0] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.53 Vert(LL) -0.21 2-19 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -0.46 2-19 >577 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.74 Horz(TL) 0.05 12 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.04 2-19 >999 240 Weight: 218 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or4-9-10 oc purins, except BOT CHORD 2x4 DF No.1&Btr G 2-0-0 oc purlins (6-0-0 max.): 4-9. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. SLIDER Right 2x4 DF Stud -G 3-4-14 WEBS 1 Row at midpt 5-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 12=794/Mechanical, 2=788/0-5-8 (min. 0-1-8), 16=2544/0-3-8 (min. 0-2-11) Max Horz 2=53(LC 5) Max Uplift2=17(LC 3) Max Grav 12=828(LC 8), 2=810(LC 7), 16=2544(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23=-1364/0, 3-4=-683/39, 4-5=-598/43, 5-6=0/1511, 6-7=0/1511, 7-8=-303/65, 8-9=998/39, 9-1 0=-1 097/35, 10-12=-1562/0 BOT CHORD 2-19=0/1213, 18-19=0/1213, 15-16=-513/0, 14-15=0/804, 13-14=0/1388, 12-13=0/1388 WEBS 3-19=0/396, 3-18=745/0, 5-18=0/880, 5-17=0/348, 5-16=1682/0, 6-16=-258/31, 7-16=-1517/0, 7-15=0/1023, 8-15=-845/13, 8-14=0/384, 10-14=490/24, 10-13=0/338 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) Graphical puriin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard 91?,pFESS/pN Soo L C 074486 G)rn *\ EX� 12-31-15 �* 1 March 19,2014 A►WABAITA,G-Verifydesign8arame.wnand 8E48ADTES ONTHUAAAfA fffiRAR7FXAEFEffMPAGEMY-7473rer..112912014womm. Design valid for use only with M7ek connectors. This design is based only upon parametersshown; 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 any. Additional temporary bracing to insure stability during construction is the responsibillity, of the MiT�k• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding A^-^ +-�fabHi ti nrgeelity,wntml:storage..-deWery=emction,and•bmcing-comb*•= ANSIMtQuaRtr^C-dterfa?OSB,-89,and-BGSI-BuMrg Component.�,'ten---=.-_ _rienBack'Mff S'0 Salefy Infor,=n available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, rf'SwttlamaP&se�i s3.s saar�llr«+t L1 tRnslb�vs.:vXlrsu mxn.tta-ua._M -4 rr'risa sama 1-Atm CA, 95610 Job Truss Truss Type Qty Ply 3117 A R41608385 3117_8_ TIN Hip 1 1 Job Reference (optional) BMC, Info, CA - 92203 1.43U s Jul zo zU1J MI I ex Inousules, Inc. I ue Mar 1 a 1 J:1 v:3z Zvi rage 1 I D:_I UKOyQYzmzBOzGgsMj Q H7zN R Ld-eOgx7S EYSbBvr E5nJbATefZD EcY_m SSU u9KOm9zZfiif -1 0.5 0 13-D- 9- 0.I5 33 - 3 -4- -2- 7-10.5 2-1-11 3-0.1 6-0-3 3-1-14 110.13 7-6.1 3-9-0 2-1-13 6-G3 Scale = 1:84.5 4.OD 12 5x6 - 3 4 5 d 5x6 = 7 5x6 = g 10 11 4x6 = 21 20 22 19 23 18 24 17 25 16 26 15 27 14 28 4x8 II 2x4 113x1Q _ _ 5x6 = WO = 5x8 = 3x10 =2x4 II ld 7-145 10.0.0 16-D-3 22-0-0 22 -2 29-9-15 37.4-0 9.5-14 4S-o 0 7-70.5 2-1-11 � t11-13 0. -2 7-7-13 7-6-1 2:1 I3 6.-3 Plate Offsets (X Y): 17:0-3-0 0-3-01 f13:0-5-8 Edge] [16:0-4-0 0-M], f18:0-3-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) -0.21 16-17 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.83 Vert(TL) -0.43 2-20 >618 240 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(TL) 0.05 13 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(ILL) 0.04 2-20 >999 240 Weight: 211 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF N0.1&Btf G TOP CHORD BOT CHORD 2x4 DF No. 1&Btr G WEBS 2x4 DF Stud G BOT CHORD SLIDER Right 2x4 DF Stud -G 3-4-14 REACTIONS (lb/size) 13=804/Mechanical, 2=802/0-5-8 (min. 0-1-8), 17=2520/0-3-8 (min. 0-2-11) Max Horz 2=47(LC 5) Max Uplift2=15(1C 3) Max Grav 13=827(LC 8), 2=815(LC 7), 17=2520(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1391/0, 3-4=953/13, 4-5=-832/9, 5-6=251/106, 6-7=0/1756, 7-8=0/1756, 8-9=543/29, 9-10=-119217, 10-1 1=1290/9,11-13=-1555/0 BOT CHORD 2-20=0/1240, 19-20=0/1240, 18-19=0/627, 17-18=-689/0, 16-17=-384/0, 15-16=0/1140, 14-15=0/1380, 13-14=011380 WEBS 3-19=66019, 4-19=-9/348, 5-19=0/375, 5-18=-848/17, 6-18=0/1013, 6-17=-1527/0, 8-17=1788/0, 8-16=0/1064, 9-16=824/34, 9-15=6/261, 10-15=-2/299, 11-15=-371/48, 11-14=-78/301. 3-20=0/411 Structural wood sheathing directly applied or 4-10-14 oc puffins, except 2-0-0 oc puffins (5-8-12 max.): 4-10. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 17-18,16-17. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) All plates are 3x6 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. 10) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. LOAD CASE(S) Standard QROFESS/OSoo 2 i U C 074486 c M * 12-31-15 V �Q �TFOF C March 19,2014 A H'ARNIAG -Verify de.s4a paramerErs and RFAB AOTFS ON ?Mfg AM r&U..WFti 1+117KRFFFRFMK7. A4M tfir-74I3 re 112912014 FUSE Design valid for use only with MiTek connectors. This design is based any upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary brocing 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 ��rmnfabrcati qualityc ntpetrstorege+dernery; erection and-Gacing,-consuN••-ANSWTKI-Quaft-Cdteft,-DSB$9wrrd BGSfBvBding,Component- -777Me` n6d'�'L'8'rje';'Su�1e Salety Intorna8on available from Truss Plate Institute, 781 N. Lee Street Suite 372, Alexandria, VA 22314. Citrus Heights, CA, 95610 g'c'.`."'s`-"-"`'t"a eM k deesign. "._ 'O6101 2 IA bVALSIC 9 Job Truss Truss Type Qty Ply 3117 A R41608366 3117 B_ T10 Hip Girder 1 2 Job Reference (optional) tsmc, mmo, cA- e�u3 r.430 s 3m 26 Zo13 Mi lek inaustnes, Ina Tue mar t B 13:19:35 2014 Pagel ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-X94SygH39giLKrPYYQFPoVkuTDyaiMd4pmlbwwzZfib -2-0 B-0-0 10-3-15 14-11-74 79-7-73 22-1-9 27.8-7 324� 37-0-1 393-0 46-0-0 -2-0 8-0-0 2-3-15 4-7-15 4-7-15 2-5-12 Sb-14 4-7-13 4-7-13 2-3-15 6-8-0 4.00 12 5x6 i 6-11-14 I Scale = 1:84.6 Special pedal 6.8� _ = Sx6 Special Special Special Special Sx6 4x6 — 26 21 27 20 28 19 29 18 30 17 31 1632 33 34 1535 36 37 14 38 5x6 II 22-0.0 Sx6 = I 4x6 = 5x6 = Special Special Special 4x6 = Special Special Special LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TPI2007 CSI TC 0.56 BC 0.60 WB 0.45 (Matrix) DEFL in (loc) I/dell Ud Vert(LL) -0.18 14-15 >999 480 Vert(TL) -0.23 14-15 >999 240 Horz(TL) 0.03 13 n/a n/a Wind(LL) 0.02 2-21 >999 240 PLATES GRIP MT20 220/195 Weight: 410lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No. 1&Btr G 2-0-0 oc puffins (6-0-0 max.): 3-11. WEBS 2x4 DF Stud G *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 11-14: 2x6 DF No.2 G SLIDER Right 2x4 DF Stud -G 3-3-13 REACTIONS (lb/size) 13=851/Mechanical, 2=799/0-5-8 (min. 0-1-8), 18=2556/0-3-8 (min. 0-1-8) Max Horz 2=41(LC 5) Max Uplift 13=-23(LC 4), 2=-5(LC 3) Max Grav 13=1595(LC 27), 2=801(LC 7), 18=2871(LC 22) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1361/3, 3-4=1216/0, 4-5=-693/651, 5-6=-32/1624, 6-7=0/3000, 7-8=0/915, 8-9=-2443/109, 9-10=-3890/118, 10-11=-3300/112, 11-13=3582/109 BOT CHORD 2-21=0/1215, 20-21=300/1001, 19-20=-1070/326, 18-19=2254/29, 17-18=-2891/6, 16-17=-49/932, 15-16=-72/3160, 14-15=-6613698, 13-14=45/3299 WEBS 7-18=-1990/36, 6-18=1472/0, 6-19=0/1193, 5-19=1037/17, 5-20=0/810, 4-20=-631/17, 4-21=31/627, 8-17=2453/62, 8-16=0/2262, 9-16=1272/44, 9-15=0/1114, 10-15=-208/299, 7-17=0/2897, 11-14=0/1427, 10-14=-777/47 NOTES 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) Provide adequate drainage to prevent water ponding. 6) All plates are 3x6 MT20 unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13, 2. 12) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonooncurrent with any other live loads. A WARN M-Ver"sija Saraawmrs and REM h47FS ON 7WS AND MUJILED KrYKAFFERR£7 PA F MR-7473 rP.L .1/24j29.t@ S9r MU9.. 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 from Truss Plate Institute, 781 N. o4?,OFESS/pN9 sooty ro i w C 074486 c m \OF M7ek" 77rMf&en�aGf'L Citrus Heights, CA, 12-31-15 �* March 19,2014 Job Truss Truss Type a ty Ply 3117 A R41608386 3117_B_ T10 Hip Girder 1 Job Reference (optional) ams., In0m, uA - u"uJ 7.430 s Jul 25 2013 MITek industries, Inc. Tue Mar 18 13:19:36 2014 Page 2 ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-X94SygH39giLKrPYYQFPoVkuTDyaiMd4pmlbwwzZfib NOTES 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 12 lb up at 30-8-12, 2 lb down and 13 lb up at 31-3-4, 8 lb down and 15 Ito up at 33-3-4, 8 lb down and 15 Ito up at 35-3-4, and 8 lb down and 15 lb up at 37-34, and 111 lb down and 51 lb up at 39-4-0 on top chord, and 357 Ib down and 22 lb up at 30-8-12, 243 lb down and 13 lb up at 31-3-4, 243 lb down and 13 lb up at 33-3-4, 243 lb down and 13 lb up at 35-3-4, and 243 lb down and 13 Ito up at 37-3-4, and 608 lb down and 19 lb up at 39-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-08, 3-11=-68, 11-13=-68, 2-13=20 Concentrated Loads (lb) Vert: 10=8(F) 11=-71(F) 14=19(F) 22=2(F) 23=-2(F) 24=-8(F) 25=-B(F) 32=-57(F) 33=13(F) 35=13(F) 36=13(F) 37=13(F) A&WARMM-Venfrdesigaparameland RMNOTES ONIWSANfAIMSEDlML7FtSREFERENTPAMMif-2473mr..1f29,l20I489A4 ME Design valid for use only with Welk connectors. This design is based only upon paramefers shown, and is for on individual building component. �� Applicability of design parameters and proper incorporafion of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiliity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiT®k• _fabriecrtionrqualitreontrol. storogerdelivery. erection andbrocingrcensuA=—AN51ATRN-CmaBiy--6rfMi , 58---Wand-BrESHO Bding-Component—-----.Qa— -.,.. �n�reenbadcLafte, Suite Safety Information avalable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 11!2:t .o.P&seE' }'kY9$7er s�^�^rA"� 1 d swB.res>aEdhe� iv.: 06lO9 fT0]g hvAti'C Job Truss Truss Type Qty Ply 3117 A R41608387 3117_B_ T2_G HIP TRUSS 1 3 Job Reference (optional) CMG, Inala, GA - BZZU:7 /.4du s Jul zo zul3 ml I ex Inaustnes, Inc. I ue mar 1 tf 13:18:3tl zu14 vage 1 1D:_IUKOyQYzmzBOzGgsMjQH7zNRLd-TYBCNVIJhRy2Z9Ywgr HttwplwOf7.AHUNG4ni_ozZfiZ r1-2-0 � 4-7-3 11.8.14 15-4-0 1 V1 2 22-8-0 26 113_3 30-8-0 31-10-Q 11-2-0 4-7-3 3413 3-B-14 3-7-2 37-2 38-14 3-4-13 4-7-3 21 0� NAILED NAILED NAILED 4x6 = 4.00 12 NAILED NAILED 3x10 = NAILED 2x4 II 3x10 = 4x6 = Scale = 1:56.4 4x6 = 23 18 24 17 25 16 26 2728 t5 2930 31 14 32 13 33 12 34 4x6 = 2x4 It 3x10 = JL24 2x4 II JL24 7x10 = 2x4 II 3x10 = 2x4 II HJC26 JL24 JL24 JL24 HUS26 I 4-7-3 8-0-0 11114 15.4-0 1111 22-8-0 26-0-13 30-8-0 LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009rrP12007 CSI TC 0.31 BC 0.54 WB 0.36 (Matrix) DEFL in (loc) 1/de8 Ud Vert(LL) -0.29 14-15 >999 240 Vert(TL) -0.73 14-15 >499 180 Horz(rL) 0.13 10 n/a n/a PLATES GRIP MT20 220/195 Weight: 484 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2x6 DF SS 2-0-0 oc pudins (6-0-0 max.): 4-8. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=3169/0-5-8 (min. 0-1-8), 10=2958/0-5-8 (min. 0-1-8) Max Horz 2=38(LC 5) Max Grav 2=4071(LC 17). 10=3330(LC 25) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=11513/0, 3-4=-12088/0, 4-5=-11333/0, 5-6=14928/0, 6-7=14928/0, 7-8=9094/0, 8-9=9708/0, 9-10=-9331/0 BOT CHORD 2-18=0/10876, 17-18=0/10876, 16-17=0/14049, 15-16=0/14049, 14-15=0/13534, 13-14=0/13534,12-13=0/8811,10-12=0/8811 WEBS 3-18=347/1, 3-17=0/837, 4-17=0/3496, 5-17=3347/0, 5-16=0/814, 5-15=0/1313, 6-15=-462/40, 7-15=0/1869, 7-14=0/1793, 7-13=5392/0, 8-13=0/2890, 9-13=0/612, 9-12=-251 /13 NOTES 1) 3-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 17-4 2x4 - 1 row at 0-5-0 oc, member 13-8 2x4 - 1 row at 0-5-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. QFEJi'S/ 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed end vertical left and Lumber DOL=1.00 DOL=1.00 QR 9� ; right exposed; plate grip Soo 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 bottom live load live loads. psf chord nonconcurrent with any other ` co 7) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit between the bottom chord and any other members. LU C 074486 m 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the EXPr 12-31-15 Bottom Chord, nonconcurrent with any other live loads. 10) Graphical puriin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 11) Use USP HJC26 nth 16d nails into Girder & 11 Od nails into Truss) or equivalent at 8-0-6 from the left end to conned truss(es) to front �1j CIV face of bottom chord. 9T FL EOF F� 12) Use USP JL24 nth 1 Od nails into Girder & NA9D nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 10-0-12 from the C left end to 16-7-4 to connect truss(es) to front face of bottom chord. 13) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent at 18-1-4 from the left end to connect truss(es) to March 19.2014 om chord. AML4flNfM-Vv.,r"s4nparalwwnand READMOTESONIWSASB XEGMiTEKREFFRFMTPASEMR-7473res.1/29/10.14 AMVVSF Design valid for use only with MOek connectors. This design is based any upon parameters shown, and is for an individual building component. Applicability of design porameters and proper incorporation of component is responsibility of building designer- 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 er. MiTek" ector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ^�^ -fabrication.-quality�ontmli%toragerdeliverymmctio --ancl bracingr-eonswff - WNSI t•QveIBp+CrBeAorDSB-84and-BC-Sb9uBdMg-Componenf+-� ��+.---..�- 7777'G&VE 6ack'La-5B`SSt1 109""�`� Sately Intorma8on available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 tl"-•�'�`—i�nefjlveelf>�`ds e4:>e:des€pnlsa�. 0S/✓dij2:Qi9' bYAS.S Job Truss Truss Type Qty Ply 3117 A R41808387 31178 T2_G HIP TRUSS 1 q J Job Reference (optional) aMc, Irmo, cA - azzu3 7.430 s Jul 25 2013 MITek Industries, Inc. Tue Mar 18 13:19:38 2014 Page 2 ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-TYBCNVIJhRy2Z9YwgrHtlwphvOf7AHUNG4ni ozZfiZ NOTES 14) Fill all nail holes where hanger is in contact with lumber. 15) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTeles ST-TOENAIL Detail. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-68, 4-8=68, 8-11=68, 2-10=-20 Concentrated Loads (lb) Vert: 4=93(F) 17=-692(F) 15=-95(F) 6=-93(F) 19=-93(F) 20=93(F) 21=-93(F) 22=-93(F) 25=95(F) 26=-95(F) 28=95(F) 29=-95(F) 31=-1545(F) AWARMG-Verffydesigaparane.trsand RWWTFSONWfGAMM.1fEEFM17FKAFFEREM7€A^MMR- 74T3rec1129120.14sEi LINE Design valid for use only with Mgek connectors. This design is based only upon parameters shown, and is for an individual building component. ��• Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members any. Additional temporary bracing to insure stability during construction is the responsibillity of the M erector. Additional permanent bracing of the overall structure is the responsibility of the building eTek• signer. For general guidance regarding 1 •+-- d fabricatiomquality-contrcOstorage:��elivery;-erection and-bracing.consult•<--r4MGWIifikraNsy+(irf ,, DS"98 n"eSI.BuIMngrComponeM.r---,.--=--R-� ..+7777•G-reeliba-&Tan�S'u8e`-1�9"""""�4 Safety Inlorma8on available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. CiWs Heights, CA, 95810 n PieSecs�i"karmi k 9,Hser3esigr.s ffiosPa f36JII 3II13 bVALSC Job Truss Truss Type Qty Ply 3117 A R416D8388 3117_B_ 72A Common 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.430 s Jul 25 2013 MTek Industries, Inc. Tue Mar 18 13:19:39 2014 Page 1 ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-xklbbrJxSl4vBJ77DZo6Q7MS?QwHvhwW VkXF WFzZfiY --0 413 [ 4-8-15 0 20-6-4 25-3.3 30.6-0 122-O 13 524 I 4-8-15 5-4-13 Scale = 1:53.9 4x6 = US = ,.. 3x4 = 11 10 9 �r 3x4 = 5x8 = 3x4 = 2x4 II 7-9-0 15-4-0 22-3-8 2113 3D-8-0 7-9-0 7-7-0 6-11-8 -11-11 5-4-13 Plate Offsets (X,Y): [2:0-0-13,E &I, [8:0-1-5 Edge] [11:0 4 0,0-3-0] LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/deg L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) -0.23 11-12 >999 480 MT20 2201195 TCDL 14.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -0.40 2-12 >660 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.54 Horz(TL) 0.04 10 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.03 12 >999 240 Weight: 133 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD WEBS 2x4 DF Stud G REACTIONS (lb/size) 8=80/Mechanical, 2=941/0-5-8 (min. 0-1-8), 10=1751/0-3-8 (min. 0-1-14) Max Horz 2=64(LC 5) Max Uplift8=39(LC 7), 2=1(LC 3) Max Grav 8=293(LC 19), 2=941(LC 1), 10=1751(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23=-1921/0, 3-4=1590/0, 4-5=-642/12, 5-6=-643/17, 6-7=0/968, 7-8=19/454 BOT CHORD 2-12=0/1763, 11-12=0/1193, 10-11=279/8, 9-10=-400/22, 8-9=-402/20 WEBS 6-11=011000, 6-10=-1483/0, 7-1 0=-661/16,4-11=-776/22, 4-12=0/602, 3-12=372/58, 7-9=0/336 Structural wood sheathing directly applied or 4-7-1 oc pudins Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 2. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard 90FESS/pN SOON i UJI C 074486 rn Of *` E�^ 1-15 �* �p — March 19,2014 A WARN7TaR"i -Verify re sign Saraw..W- a and REM, fst)IFS ON7HTSAM TM.W0 M17FKRFFEREACE AC.E MY-1473 res..1/29f20.18M9IF.W.. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. ot Applicability of design parameters and proper incorporation of component is responsibility of building designer- not trussdesigner. Bracing shown isfor lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M[y -w+rfabrication,-9ualitycontrolutorage:,delivery;lwectionand=bracing;consuW--AMSKPI1-IDuaipC--�dl�a.4M889-and-8GSIBu ing@omponenh•---.—..-.-, r-7g-n�R=erica-rTc sorely Inlorma8on available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandra, by, Citrus Heights, CA, 95610 M'SorF'etlesati>ietis:.iurt sAd'sss.r� sxrSC Job Truss Truss Type Qty Ply 3117 A R41608389 3117 B_ T2B Common 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.430 s Jul 25 2013 MTek Industries, Inc. Tue Mar 18 13:19:40 2014 Page 1 ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-PwJzoBKZD3CmoTiJnGJLyLubjgFWe8Ff OGp3hzZfiX -1-2-0 5-4-13 10.1-12 15-4-0 20.6.4 25-3-3 30.&D 1-2-0 5-4-13 4-8-15 5-2-4 5-2.4 4-8-15 5-4-13 m �1 18 3x10 = 3x4 = 4x6 = 10 6x10 MT20H = 3x4 = Scale = 1:54.0 23 3x10 = 7-9-0 15-4-0 22-11-0 30-8-0 7-g-0 7-7-n 7-7 - LOADING (psf) SPACING 2-0-0 CS' DEFL in (loc) 1/defl Ud TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.27 9-10 >999 480 TCDL 14.0 Lumber Increase 1.25 BC 0.92 Vert(TL) -0.70 9-10 >525 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.53 Horz(TL) 0.22. 8 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix-M) Wind(LL) 0.21 9-10 >999 240 LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD WEBS 2x4 DF Stud G REACTIONS (lb/size) 8=1348/Mechanical, 2=1433/05-8 (min. 0-2-4) Max Horz 2=193(LC 14) Max Uplift8=-617(LC 12), 2=646(LC 9) Max Grav 8=2038(LC 7), 2=2123(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5300/1854, 3-4=-4332/1166, 4-5=-2885/620, 5-6=-2865/600, 6-7=-4281/1108, 7-0=5237/1782 BOT CHORD 2-11=192815125, 10-11=1884/4624, 9-10=1829/4605, 8-9=1779/5020 WEBS 5-10=0/970, 6-10=-772/59, 6-9=0/547, 7-9=-379/113, 4-10=743/33, 4-11=0/542, 3-11=346/86 PLATES GRIP MT20 220/195 MT20H 165/146 Weight: 131 Ito FT = 20% Structural wood sheathing directly applied or 2-7-14 oc purlins Rigid ceiling directly applied or 4-10-2 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 8=617, 2=646. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonooncurrent with any other live loads. 10) This truss has been designed for a total drag load of 4100 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 8-0-0 for 512.5 pit. LOAD CASE(S) Standard OQgpFESS/p�9 S00/� U C 074486�cMl *\ ,�2-31-15 J* \'C March 19,2014 ALWARNIMS-VenffSasigasaraire.mrsand REM AGTHON7HISAMW.MF&NITFKAFFEBEMYMGENIf-7413ref.I/29f2..14&9x FL%F Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resporuibillity of the �I lek• erector. Additional permanent bracing of the overall structure is the responsibility of the buildbuilding designer. For general guidance regarding +TM�-fabricationtqualitycontrot:storagesdelivery,-erectiomand,bracingrconw6..^-AN6ttTPt4=QwIHy C&erkr, DSB49-and4e'BFBaBding Component — • -- r -.� y pri6a'tl!'La�-E; Suit�i'09""" ` '"'� ° Mvailo�ble from nsfitute. 781 N. Lee Street}, Suite ti3�12WI0g12d Alexandria, h.A 2�3 4. Citrus Heights, CA, 95610 Job Truss Truss Type City Ply �3111A R41808390 3117 B T2C Common 2 1 Job Reference (optional) e m rs aecw reu s dui ca cuu mi i ex mausmes, inc. c. i ue mare i s:ru:a� zury rage 1 ID_IUKOyQYzmzBOzGgsMjQH7zNRLd-t7tL?XLB_MKdQcHVLzraVYRnPEZoNbZpy2OMb7zZfi W 1-2-0 [ 5-0-13 10.1-12 + 154-D 2D-6-4 25-33 1-2-0 5-4-13 4.8-15 5-2.4 5-2-44-8-15 5.4-13 n W d 4x6 = 5 Scale = 1:53.7 jTN 1l•l d 10 4x6 = 3x4 = 5x8 = 3x4 = 4x6 = . i 7-9-0 15-" i 22-11-0 30-8-0 7-9-0 7-7-0 i 7-7-0 7-9-0 Plate Offsets (X,Y): [10:0-4-d 0) LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) -0.26 9-10 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.98 Vert(TL) -0.69 10-11 >529 240 BCLL 0.0 • Rep Stress Incr NO WB 0.53 Horz(TL) 0.17 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.09 10-11 >999 240 Weight: 131 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 3-3-13 oc purlins. BOT CHORD 2x4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 8=1327/0-5-8 (min. 0-1-8), 2=1430/0-5-8 (min. 0-1-8) Max Horz 2=64(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3368/0, 3-4=3061/0, 4-5=-2161/0, 5-6=-2160/0, 6-7=-3081/0, 7-8=-3385/0 BOT CHORD 2-11=013125, 10-11 =0/261 0, 9-10=0/2618, 8-9=0/3155 WEBS 5-10=0/963, 6-10=763/29, 6-9=0/586, 7-9=354/68, 4-10=-754/25, 4-11=01579, 3-11=-339/62 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-" wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This buss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard 4(tpFESS/p�� 00��OQ SOON O,y�c'L�, i LU C 074486 c m * E 12-31-15 sTgTEOF March 19,2014 A WAM&G- Verity desiga parame Bars and READ M TFS ON n fS AM ITNf2.(XFf KnFKRFFFRENZ PALE Wit- 747.1 rec .V29120t68T'OVUV.. Design valid for use only with Wek connectors. This design is hosed only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown ; is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the Mi 1 .A. k• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardng ••• ^-- •fobricafion; quality control,-stmvge•,delivery:-erection and bracing-eowsuN"*.v4N61/JPn-pualHyC-r{fella.BSS-89•and-BGSI-Bugding-Componenf�•-•-��o++- �•-7777'Gfe�nBBcfe La"h€; Sli Safety InformaBon available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 Fr i L'S3+tT �s r9V�i_lhP dldaysuarux xa .nlHaeekxe rl fQ9 IMIA 1—A14111 Job Truss Truss Type Qty Ply 3117 A R41808391 3117_8_ T2D Hip 1 1 Job Reference (optional) BMC, Indio, CA - 97203 1.43u s 3ul 2J 2u13 MI I eK mm auses, Inc. I lie Mar In 13:19:42 2u14 Pagel I D: I U KOyQYzmzBOzGgsMjQH7zNR Ld-LJRjDtMgkgSU2msi vhMp2m_ueevD6_cyBilw7azZf iV -1-2-0 7-4-7 14-0.0 - 16.8-0 23-3-9 3D-8-0 1-2-0 7.17 6-7-9 2-8-0 6-7-9 7-4-7 4x6 = 6x8 = 4x6 = 11 - 10 9 '- 8 2x4 II 6x8 = 3xl0 = 2x4 II Scale = 1:55.6 4x6 = 7-4-7 14-0.0 10 23-3-9 I 30-8-0 7-4-7 6-7-9 2-6-8-8-0 6-7-9 7-4-7 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TIC 0.64 Vert(LL) -0.19 2-11 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.58 10-11 >630 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.80 Horz(TL) 0.18 7 n/a n/a BCDL 10.0 Code IBC20091TP12007 (Matrix) Wind(LL) 0.09 10 >999 240 Weight: 132 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-0-3 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G 2-0-0 oc purlins (4-3-12 max.): 4-5. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 7=1327/0-5-8 (min. 0-1-8), 2=1430/0-5-8 (min. 0-1-8) Max Horz 2=60(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3299/0, 3-4=2386/0, 4-5=-2186/0, 5-6=2388/0, 6-7=3320/0 BOT CHORD 2-11=0/3047, 10-11=0/3047, 9-10=0/2184, 8-9=0/3069, 7-8=0/3069 WEBS 3-11=0/401, 3-10=923/1, 4-10=0/530, 5-9=0/430, 6-9=-945/12, 6-8=0/404 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. OQ?,OFESS/ONE LOAD CASE(S) Standard �� OO SOON 0` i LU C 074486 c m * E 12-31-15 FOFC O March 19,2014 ANA1{ AG-Varifrdes4ararame.tirs and READ AOTESON7HUAh@G4yIt FANf7P(RffiRFfrEAA5ENfr-74nmi. 1129j20.14I&M ..M. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 6 the responsibility of the �110�• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding tabricotiomqual8ycorlTrotrsidage;-delivery;-erection andibrveingreerluvM—ANSI/iP14QaaB1YE�faiv-DS8�8�endBGSIBuBding Componenl-+r<*-�--v..o�g777'GieeBa'cICL�ne; Safely Informa8on available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. citrus Heights, pew.asw...aarnnrrai�,..,.,a.rr..a,:,.:rx,."rr 9 CA, 95610 Job Truss Truss Type Qty Ply 3117 A R41608392 3117_B_ T2E Hip 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.430 s Jul Zb Z013 Mil eK Industnes, InC. Tue Mar 18 13:19:43 2014 Pagel ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-qV?5QD MSVzaLfwRuSOt2azW2tl GYrZi6QMVTfOzZfiU -1-2-0 7-4-8 12-D-0 18-6-0 23-3-8 30-B-0 31-10-Q 1-2-0 ZIM 4-7-B 6-8-0 47$ 748 4x6 = 6x8 = 12 11 2x4 I I 5x8 = 4x6 = 10 9 3x10 = 2.4 II Scale = 1:56.4 06 = Plate Offsets (X,Y): (11:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.74 Vert(LL) -0.19 10-11 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.65 10-11 >556 240 BCLL 0.0 Rep Stress Incr NO WB 0.30 Horc(TL) 0.17 7 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.09 10-11 >999 240 Weight: 130 lb FT = 20 LUMBER BRACING TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 2-9-12 oc puriins, except BOT CHORD 2x4 DF No.18Btr G 2-0-0 oc purlins (3-9-0 max.): 4-5. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1427/0-5-8 (min. 0-1-8), 7=1427/0-5-8 (min. 0-1-8) Max Horz 2=49(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3257/0, 3-4=2638/0, 4-5=-2451/0, 5-6=2639/0, 6-7=3256/0 BOT CHORD 2-12=0/3003, 11-12=0/3003, 10-11=012450, 9-10=0/3003, 7-9=0/3003 WEBS 3-12=0/373, 3-11=634/16, 4-11=0/517, 5-10=0/459, 6-10=633/17, 6-9=0/373 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20 % has been applied for the green lumber members. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) Graphical puriin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard d WARN74G-Merffrdesigd parameters and REM AOTFSONIWSAM VU.IXED M17FKRFFERFNF GduEA[ff-7473leeV29j20l4BiKJf .V&F. Design valid for use only with MRek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members any. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding -�^�---fabricatio—wality,conhet;storage,-deliveryrerecff n cl#xacing. co AM61WI+QuawC*edwD5B=8Rand;BCSt*BuBding•Component-�— Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. QROFESS/pN 'OO S o oN 0� � i LU C 074486 M * EP.a^ 1 15 9TE pF � O March 19,2014 MiTek' 777rG—m—en ie8rT Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 3117 A R41608393 3117_B_ T21F Hip 1 1 Job Reference (optional) tsmc, ntmo, uA- szzu3 7.430 S Jul 25 2013 MITek Inaustnes, Inc. Tue Mar 1 B 13:19:44 2014 Page 1 I D:_IUKOyQYzmzBOzGgsMjQH7zNRLd-IIZUeZN4GHiCH40406OH7 B3DzRcCazBFeOEOCSzZfiT -1-2-D 7-4-7 10-0-0 15-4-0 20-8-0 23-3-9 30-8.0 31-10-0 �1-2-0 7-4-1 2-7-9 5-4-0 5-4-0 2-7-9 7-4-7 1-2-0 9 W d 4x4 = 4.00 F12 3x10 = 4x4 = Stale = 1:56.4 4x6 = 15 14 16 13 17 12 18 11 19 10 20 4x6 = 2x4 II 3x10 = 5x6 = 3x10 = 2x4 11 7-4-7 10.0-0 154-0 , 20.8-0 23-3-9 30-8-0 7-4-7 Plate Offsets (X,Y): [12:0 3 0,0-3-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.72 Vert(LL) -0.18 12 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC . 0.93 Vert(TL) -0.63 12-13 >578 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.47 Horz(rL) 0.18 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Winii 0.11 12 >999 240 Weight: 133 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-10-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G 2-0-0 oc pudins (3-11-2 max.): 4-6. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1427/0-5-8 (min. 0-1-8), 8=1427/0-5-8 (min. 0-1-8) Max Horz 2=43(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3265/0, 3-4=-2858/0, 4-5=-2663/0, 5-6=-2663/0, 6-7=2858/0, 7-8=-3265/0 BOT CHORD 2-14=0/3011, 13-14=0/3011, 12-13=0/3148, 11-12=0/3148, 10-11=0/3011, 8-10=0/3011 WEBS 3-13=-525/17, 4-13=0/663, 5-13=671/0, 5-12=0/364, 5-11=671/0, 6-11=0/663, 7-11=525/18, 3-14=01369, 7-10=0/369 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, live loads. RpFESS/p N9` nonconcurrent with any other OQ 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. �� O Soot F� LOAD CASE(S) Standard 0 CO LU C 074486 rn E 12-31-15 * sTgTFOF March 19,2014 AWARNM-1 irde548parame[PrsaadREAEMIFS0NIMSANMU.(MitiMtTFKAFFFRFAK7WEMR-74nteeV29120148f% ay.. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown I,for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the respomibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiT®k' LL �--faatca8omgvalAyeoniroks}wage;Celivevfiereci'ron and•bracing=cormsFY•.ANSyTP4h(3uaBlyfirlMda;OSB�89an�8CSkBnXdin9 omponent� r.- _-.�,. �,.a. G7eRfibacTc'tdrie"573ft�c'Y09"----- Safety Informa8on available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. ff n'0 PFew [nVaVha 4A - t��"ram UL,*09M-920a:il WMIfIM bvALW Ciays Heights, CA, 95810 g Job Truss Truss Type Qty Ply �3111A R41808394 3117 B T3_F SPECIAL TRUSS 5 1 Job Reference (optional) emu, inam, cA - s1uu3 1.43u s 3m db 2U13 mi i eK inausmes, ine. i ue mar 18 13:1a:4o zu14 rage 1 ID: _IUKOyQYzmzBOzGgsMjQH7zNRLd-mu6srvOil bg3vEbGapWVfOcSNryvJNXOtg_akuzzfiS r F 71 -1 1 1310.1 20.4-0 26.9-15 33-3-15 36-8-9 1-2-0 7-4-1 6-515 SS15 6-515 6-515 3-4-10 5x6 = 4.00 12 5 - 1. 14 cu 13 [r 12 cc 11 cs 4x6 _ 2x4 II 5x8 = 3x10 = 5x8 = Scale: 3/16"=l' 10 G4 9 3x10 = 4x4 II 1 7-4-1 1 13-10.1 i 20-4-0 26.9-15 1 33.3.15 i 36-8-9 I LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-M Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TPI2007 CSI TC 0.48 BC 0.90 WB 0.66 (Matrix-M) DEFL in (loc) I/dell Ud Vert(LL) -0.19 13-14 >999 240 Vert(TL) -0.67 13-14 >659 180 Horz(TL) 0.19 9 n/a n/a PLATES GRIP MT20 220/195 Weight: 178 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 3-0-8 oc purlins, except BOT CHORD 2x4 DF No.18Btr G end verticals. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-12 recommends that Stabilizers and required cross bracing [MeriiTek bistalled during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=1708/0-5-8 (min. 0-1-13), 9=1593/Mechanical Max Harz 2=77(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3971/0, 3-4=-3207/0, 4-5=-2328/0, 5-6=2329/0, 6-7=2708/0, 7-8=2106/0, 8-9=1551 /0 BOT CHORD 2-14=0/3696, 13-14=0/3692, 12-13=0/2968, 11-12=012509, 10-11=0/1975 WEBS 3-14=0/355, 3-13=7788, 4-13=0/535, 4-12=1034/7, 5-12=0/984, 6-12=-546/47, 7-11=01571, 7-10=738/15, 8-10=0/2074 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This RQFESS/n ��Q N9� SOO truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent live loads. � N with any other Q� tiC V� LOAD CASE(S) Standard rytl W C 074486 LU M E 12-31-15 * k LP CIV 9TFOFC �pEz March 19,2014 A1111 NG-VerffydesigaparatiliandREADNOTFSONTHISANtNaWEDf4ITEKREFERFIUACENi[-7411rer..1,124j20.14AMtfME Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component B responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiT®k� -�... - •-+-fabrication 91.,yee tRAl-storeV-defivery�emctimn ndbrocing,,eonsuf+--ANfAMPl-QucHty-Cdteda^DSB-&9,a -001,BuBmng•Componmt, --.sue- -'@n"Iya-c t�fl�5uke�'01S Safety Intorma8an available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. N'Sastrh�stD1}sef931 haellnrds marifia:,irtw.e3ncm....wt,b.c �v+.Aurab. 1 MIMI s;tn9 4 tw 11� X' Citrus He' hfs, CA, 956Su re Job Truss Truss Type Qty Ply �3111A R41608395 3117 8 T3_G SPECIAL TRUSS 5 1 Job Reference (optional) BMC, Indio, CA- 92203 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 13:19:45 2014 Page 1 ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-E4gE3FPKouywWOAT8XQICc8d6F182gnY6Kj7GLzZfiR flL2-01 7-4-1 13-10-1 20-0-0 2ri9-15 33-3-15 36-8-9 1-2-0 7-0-1 6-5-15 6-5-15 6-5-15 6 11 3-4-10 Scale: 3/16"=l' 5x6 = 4.00 12 5 14 `v 13 12 " 11 " 10 `1 9 4x6 = 2x4 II 5x8 = 3x10 = 5x8 = 3x10 = 44 II 1-4-1 13-10-1 , 20-4-0 , 26.9-15 33-3-15 36-8-9 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.48 TCDL 14.0 Lumber Increase 1.25 BC 0.90 BCLL 0.0 Rep Stress Incr NO WB 0.66 BCDL 10.0 Code IBC2009/TPI2007 (Matrix-M) LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL)-0.1913-14 >999 240 MT20 220/195 Vert(TL)-0.6713-14 >659 180 Horz(TL) 0.19 9 n/a n/a Weight: 178 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=1708/0-5-8 (min. 0-1-13), 9=1593/Mechanical Max Horz 2=77(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3971/0, 3-4=3207/0, 4-5=-2328/0, 5-6=-2329/0, 6-7=2708/0, 7-8=-2106/0, 8-9=1551 /0 BOT CHORD 2-14=0/3696, 13-14=0/3692, 12-13=0/2968, 11-12=0/2509, 10-11=011975 WEBS 3-14=0/355, 3-13=778/8, 4-13=0/535, 4-12=-1034/7, 5-12=0/984, 6-12=-546/47, 7-11=0/571, 7-10=738/15, 8-10=0/2074 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonooncurrent with any other live loads. LOAD CASE(S) Standard d H'ARAM -Vear des4a paraw.ten and REM MTFS ON 7WS AM M(ME), MnFKREFERENE SAGE Mff-7473 rec 112911014 29WVSF Design valid for use only with Mnek connectors. This design is based only upon parametersshown, and is for an indvidual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown B for lateral support of individual web members any. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding -..v.....i..�-,--fabnoafiorr,elmlity,00ptrolr sioragerdeliveryre ctiorrand,bracing.�sult- ANSt/SPI1=Quo18y CMeda,-BSM89•and4lC3h9uMng+Componerf:� Safely Informa8on_ available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. QROF ESS/pN \��DO SOO�y 02�� i L C 074486 m E^-31 15 /* �F MIT611C 77777'GGi01Ynfack-Lane°5t Citrus Heights, CA, 95610 March 19,2014 Job Truss Truss Type Qty Ply A �3117 R41608396 3117_B_ T3_H GABLE 1 1 Job Reference (optional) BMG, Indio, CA - 92203 7.430 s Jul 25 2013 MTek Industries, Inc. Tue Mar 18 15:26:41 2014 Page 1 I D:_I UKOyQYzmzBOzGgsMjQ H7zN RLd-LSSgolnxRfovgZ_f WSVu Iyl?BvQ51vnPAasa2TzZdrS rl_2-11 20-4-0 36-3-0 '1-2-020-4-0 15-11-0 Scale = 1:62.2 3x10 = 4x8 = 4.01 a1 15 16 17 18 3x6 - 3770 36 54 53 55 52 56 51 57 50 58 49 59 48 60 47 61 46 62 45 63 44 64 43 65 42 66 41 67 40 68 39 69 38 99 72 34 73 33 74 32 75 31 76 30 77 29 5x6 = 5x6 WE = 4x6 = 3x4 11 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TIC 0.37 TCDL 14.0 Lumber Increase 1.25 BC 0.36 BCLL 0.0 Rep Stress Incr NO WB 0.41 BCDL 10.0 Code IBC2009/TPI2007 (Matrix) LUMBER TOP CHORD 2x6 DF No.2 G `Except' 1-3,27-28: 2x4 DF No. 1&Btr G BOT CHORD 2x4 DF No. 1&Btr G WEBS 2x4 DF No.1&Btr G *Except` 28-30:2x4 DF Stud G OTHERS 2x4 DF Stud G DEFL in (loc) I/deb L/d Vert(LL) 0.00 1 n/r 120 Vert(TL) 0.01 1 n/r 90 Horz(TL) 0.02 42 n/a n/a BRACING TOP CHORD BOT CHORD REACTIONS All bearings 36-3-0. (lb) - Max Horz 2=74(LC 13) Max Uplift All uplift 100 lb or less at joint(s) 43, 44, 45, 50, 51, 53, 39, 38, 34, 33, 32, 31 except 29=1286(LC 14), 2=378(LC 9), 52=265(LC 23), 30=-1082(LC 15) Max Grav All reactions 250 lb or less at joint(s) 52 except 29=1387(LC 7), 2=639(LC 8), 42=315(LC 59), 43=313(LC 58), 44=314(LC 57), 45=314(LC 56), 46=314(LC 55), 47=314(LC 54), 48=314(LC 53), 49=315(LC 52), 50=312(LC 51). 51=330(LC 50), 53=609(LC 23), 41=315(LC 60), 40=313(LC 61), 39=314(LC 62). 38=314(LC 63), 36=314(LC 64), 35=314(LC 65), 34=314(LC 66), 33=314(LC 67). 32=314(LC 68), 31=312(LC 69), 30=1190(LC 22) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1388/1322, 3-4=1293/1239, 4-5=-1053/1005, 5-6=939/940, 6-7=-847/853, 7-8=754/767, 8-9=-661/682, 9-10=-568/596, 10-11=-475/511, 11-12=-382/425, 12-13=-289/340, 13-14=-195/255, 17-18=263/316, 18-19=356/407, 19-20=-449/487, 20-21=-542/567, 21-22=635/649, 22-23=728/733, 23-24=821/818, 24-25=915/905, 25-26=-990/982, 26-27=1064/1046, 27-28=1224/1189, 28-29=1337/1265 BOT CHORD 254=1225/1318, 53-54=1095/11129, 53-55=-932/993, 52-55=-888/949, 52-56=-844/896, 51-56=-800/860, 51-57=-756/816, 50-57=676/737, 50-58=-067/728, 49-58=623/684, 49-59=-579/640, 48-59=532/595, 48-60=-491/551, 47-60=-438/507, 47-61=-403/463, 46-61=-358/419, 46-62=314/375, 45-62=269/331, 45-63=226/287, 40-67=201/262, 4D-68=-245/305, 39-68=289/350, 39-69=3331394, 38-69=-378/438, 37-38=386/447, 37-70=421/482, 36-70=-466/527, 36-71 =-510/571, 35-71 =-554/615, 35-72=-589/659, 34-72=-643/703, 34-73=-685/746, 33-73=-731 /791, 33-74=-740/836, 32-74=819/880, 32-75=-863/889, 31-75=899/968, 31-76=952/1012, 30-76=996/1056 WEBS 4-53=349/40, 28-30=1386/1431 PLATES GRIP MT20 220/195 Weight: 257 lb FT = 20% Structural wood sheathing directly applied or 5-6-7 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as Der ANSI/rPI 1. WARMAG-Verity des4a parameters and REALtCTFSOff THfSAIR!G+F. MTEAKFTFKWFFRFNfFACE NII-7473feeV2911014&TWUSE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For aeneral guidance reaardina safety Information- available from Truss Plate Institute, 781 N. Lee Sheet. Suite 3 OQROFESSJpN9 sooty o�i CO 2 LU C 074486 G)m *\ E�, l2-31-15 /* MiTek' 7777'Z;r-ee%-dW . Citrus Heights, CA, March 19,2014 Job Truss Truss Type Ply A �Qty 13117 R41608396 3117 B_ T3 H GABLE 1 1 Job Reference o Tonal ov. ten- nccu� 1.44o s An 25 2013 MTeK Industries, Inc. Tue Mar 18 15:26:42 2014 Page 2 ID_IUKOyQYzmzBOzGgsMjQH7zNRLd-pe02?enZCzwmljZs4907rAaAxlmKUM1YPEc7avzZdrR NOTES 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4--0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by.11-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 43, 44, 45, 50, 51, 53, 39, 38, 34, 33, 32, 31 except OH- b) 29=1286, 2=378, 52=265, 30=1082. 11) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 12) This truss has been designed for a total drag load of 2400lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-M to 36-3-0 for 66.2 plf. 13) No notches allowed in overhang and 20200 from left end and 20000 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-M o.c. maximum between the stacking chords. For edge -wise notching, provide at least one be plate between each notch. LOAD CASE(S) Standard A6ffigPM&IG-VedfFdes4aparame ten and REM. ADTUON ?HIS AMW.VEDNFIFKRUFRE EA45FMR-747.1lee.T129J20.tdXMIE17SF Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown `, is for lateral support of individual web members n rs only. Additional temporary bracing to insure stability during corstruction is the responsibility of the ��T®R• erector. Additional permanent bracing of the overall structure is the respomblity, of the building designer. For general guidance regarding *^---4abrieation, qualify-control-torage�-delivery;,erection,and bracing;eonsulk ANSVTp4HQuoRtV Cdtedq-0fiB-01s sd8E514uBdhsg�Gamponenl--�, - -+e n*Qreefib'BdtLen�, 5utte`509"""'°""-"—" Safely Informaflon available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 13' S+ii^let' kNAblerig tie si n.ti aura. ttsxp� ++ ur4aws €Y9IMPM1 A RvAx Job Truss Truss Type Qty Ply 3117 A R418D6397 1 3117 B_ T3A Common Girder 1 e� L Job Reference (optional) BMC, Indio, CA - 92203 7.430 s Jul 25 2013 Mi rek Industries, Inc. Tue Mar 18 13:19:55 2014 Page 1 ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-TpjeyJWzhf5e5mMB9w5s3VO6QtPOfsl tAEP65JzZfil 43-132 B-A-O 10.5-8 13-8-8 20.50 I 24.2-0 43-13 4-0-4 2-1-8 3-3-0 6.8-8 - 3-9-0 4x8 11 4.0o 12 2.4 II Scale = 1:49.4 4x6 = Special 8x12 = Special Special 8x12 = 6x8 —_ Special Special 7x10 — 4x6 MT20H — Special Special Special Special Special Special Special 1 43-13 10.5-8 f 3.8-8 20.5-0 242-0 43-13 6-1.11 3-3-0 6-8-8 3• 1 Plate Offsets (X,Y): [1:0-3-0,0-1-81, [8:Edge,0-2-0j, [9:0-3-4,0-4-81, [10:0-3-4,0-4-81, [11:0-3-12 0-4-8) [12:0-6-0 0-4-81 LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) -0.16 9-10 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.76 Vert(TL) -0.47 9-10 >606 240 MT20H 1651146 BCLL 0.0 Rep Stress Ina NO WB 0.78 Horz(TL) 0.07 8 n/a n/a BCDL 10.0 Code IBC2009rrP12007 (Matrix-M) Wind(LL) 0.03 10 >999 240 Weight: 340 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-6-12 oc puffins, except BOT CHORD 2x6 DF SS end verticals. WEBS 2x4 DF Stud G *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 1-13,7-8: 2x6 DF No.2 G, 1-12,7-9: 2x4 DF No.1 &Btr G 6-M oc bracing: 12-13. REACTIONS (lb/size) 13=6243/0-5-8 (min. 0-3-13), 8=5866/0-5-8 (min. 0-3-14) Max Horz 13=202(LC 10) Max Uplift 8=1 95(LC 12) Max Grav 13=7188(LC 8), 8=7277(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5546/0, 2-3=-5512/0, 3-4=-7873/0, 4-5=-8600/0, 5-6=11477/235, 6-7=10108/183, 1-13=-0937/0, 7-8=7314/110 BOT CHORD 12-13=-426/523, 11-12=0/6030, 10-11=0/9613, 9-10=0/9190, 8-9=245/493 WEBS 3-12=2479/285, 3-11=0/5423, 5-11=3581/0, 5-10=0/3190, 6-10=747/2107, 6-9=17291567, 1-12=017159, 7-9= 116110047 NOTES 1) 2-ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-8-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. QFES.S( 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right QR O/t/ exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 CJ00%`/ 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for 10.0 bottom live load �!`� 0 C� a psf chord nonconcurrent with any other live loads. ` �.� ro 7) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will c fit between the bottom chord and any other members, with BCDL = 10.Opsf. to C 074486 m 8) A plate rating reduction of 20% has been applied for the green lumber members. cy- X 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except (jt=lb) 8=195. E 12-31-15 10) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the * Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 4500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 2-0-0 to 22-0-0 for 225.0 plf. OF March 19,2014 AWAlg MS-treriffdesigaparlm.zr3 and tiWt1D7FSON7N[SAt81N0..LSF01411FKRFFFREM7Mr.F.MR-7473rec.if2Sf20.14BsMMU5F Design valid for use only with MTek connectors. This design's based only upon parameters shown, and 6 for an individual building component. � t Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown 's for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the rm erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiI �-- fabricafic, g=My-control:tstowgeldefwery>erection-and bracing�wnsolj-At APkT=Q® Wreiifeda, Os8-89•and4csbBundinwComponent-��- -- Safety Informa ton available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria. VA 22314. � ��enb'a"XLaiTe, S3lii=f09 ' ""'-°'"� -- ti'SousfiancP1, HMIh A11Wc . �daeelnn,vtn»e5a4Nufm.aBaesSw ft IM r�IN 7. bus A.— Citrus Heights, CA, 95810 re Job Truss Truss Type Qty Ply 3117 A R41608397 3117_8_ T3A common Girder 1 2 Job Reference (optional) amc;, ineio, cA - 92zo3 7.430 s Jul 25 2013 Mirrek Industries, Inc. Tue Mar 18 13:19:55 2014 Page 2 ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-TpjeyJ Wzhf5e5mMB9w5s3VO6QtPOfsl tAEP65JzZfil NOTES 12) Hanger(s) or other Connection device(s) shall be provided sufficient to support concentrated load(s) 730 lb down and 13 lb up at 1-114, 730 lb down and 13 lb up at 3-11-4, 741 lb down at 5-11-4, 744 lb down at 6-7-4, 729 lb down at 8-7-4, 1223 lb down at 10-5-8, 1581 Ito down at 13-8-8, 808 lb down at 14-7-4, 808 Ib down at 16-7-4, 807 lb down at 18-7-4, and 843 lb down and 35 lb up at 20-6-8, and 181 lb down at 22-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-68, 3-7=-68, 13-18=20, 18-21=-60, 8-21=-20 Concentrated Loads (lb) Vert: 11=1223(F) 10=-1581(F) 9=-843(F) 14=730(F) 16=-730(F) 17=741(F) 18=744(F) 20=729(F) 23=808(F) 24=-808(F) 26=-807(F) 28=181(F) AtAPMAG-VerlfFdesignsaramemaand REM NOTES ONIWSAM7Ns WEI,s2417FKRFFFRElia dif. MIT- 7473rec.f,/29j20.t9W'DRFt15E Design valid for use only with M7ek connectors. This design a based any upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Mifek. erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding , i !C -gcbrieation,gaality,contmlr storage; delivery: erection,anddbracing+consult--ANSItfPHQ=My-eFRode-DSB.GBvnd4C-S1-SuBdiag:Component �.-�++.�.,.r.- •� •7777`t;r L'ane,'Suil�'969T'""�`� Sarety InformoRon avalable from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 H'Scasr$emA&se Xsitwf,..dnsi�s.witaes:. 06jidj2lSltrA,4SC Job Truss Truss Type Qty Ply 3117 A R41608398 3117_13_ T313 Common 2 1 Job Reference (optional) dMu, Maio, GA - ezzu3 7.430 S Jul 25 2013 MiTek Industries, Inc. Tue Mar 1 B 13:19:55 2014 Page 1 I D:_I U KOyQYzmzBOzGgsMj Q H7zN R Ld-x?HO9fvVcRzDVjwxOjdc5cjZlcH hVOI6OPu8fdmzZfi H r 6-B-1 13-7.1 20-0-0 28-1-12 3.11- F 32-1$ 36.8-8 6.8-1 611-1 - 6-8-15 7-9-11 12 Scale = 1:64.7 12 2x4 II 4.00 12 5,6 = 4 11 10 5x8 = 3x10 = 0 9 5x8 = I I I 8 6x10 MT20H 11 6-8. , 13-7-1 2134-0 28-1-12 36-8-8 all , 6-11-1 6415 7-a-11 I 8-r>1 Plate Offsets MY): [3:0-4-0,0-3-41, [8:0-3-8,0-2-81, [9:0-4-0,0-3-01[11:04-0,0.3-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.61 Vert(LL) -0.26 9-10 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.72 11-12 >603 240 MT20H 165/146 BCLL 0.0 ' Rep Stress Incr NO WB 0.86 Horz(TL) 0.22 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.12 11-12 >999 240 Weight: 174lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No. t&Btr G TOP CHORD Structural wood sheathing directly applied or 2-9-6 oc pudins, except BOT CHORD 2x4 DF No.1&Btr G end verticals. WEBS 2x4 DF Stud G *Except* BOT CHORD Rigid ceiling directly applied or 1D-0-0 oc bracing. 7-8: 2x4 DF No.t&Btr G WEBS 1 Row at midpt 3-10, 5-10, 6-8 recommends that Stabilizers and required cross bracing [MiTek be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=1599/0-5-8 (min. 0-1-11), 8=1599/0-3-8 (min. 0-1-11) Max Horz 1=61(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4196/0, 2-3=3266/0, 3-4=-2357/0, 4-5=2371/0, 5-6=2706/0, 6-7=-425/4, 7-8=-267/17 BOT CHORD 1-12=0/3902, 11-12=0/3902, 1 D-1 1 =0/3017, 9-10=0/2545, 8-9=0/2151 WEBS 2-12=01390, 2-11=-924/8, 3-11=0/535, 3-1 0=1 062/10, 5-10=-539/48, 4-10=0/934, 6-9=0/485, 6-8=-2284/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard 4RpFESS/pN Soo 0. 4,- l C 074486 rn OF March 19,2014 A 1155110 Ati-Verffrdes4a sammewn and REM 10IFSONIHMAtAa [,Vi.L F0 Alf7FKRFFFREMTAC.F. Nff-7473 ML Sf29.1"149ffnof LME Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. ��s��` Applicability of design parameters and proper incorporation of component -is responsibility of building designer- not truss designer. Bracing shown I, for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the IYl l l�k• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding �- -+ •�- fabrication-clualityeontrolr storage delivery;•enaction and brocing;weansL*--1#SIHPH-Qua it C-dL-da=e5B+8&cmt•Bf'sSkBoOding•Component—+--7-•9+--� -_ 7777 GieenbactCLe`i�a,'S6 Safey Informa8on avallable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus He' it`S i ref •Aseebef tom, srabnsua... ni fi69.fM7A lwafC heights, CA, 95610 Job Truss Truss Type Qty Ply 3117 A R41608399 3117_B_ T3C Common 4 1 Job Reference (optional) t mu, Inmo, uA- 922us f.43o s JUI 25 2n13 MI I ek Inausines, Inc. Tue Mar 18 13:19:57 2014 PageuC1 ID:IUKOyQYzmzBOzGgsMjQH7zNRLd-PCrOM?XECHLML4VaHL7K9w5U2hlk7lkAeY9CzZfiG 1-2-Oi 6-B-1 13-7-1 20-40 28-1-12 32-1-8 36-8-8 r1-2 0 6.8-1 6-11-1 6-8-15 7-9-11 1 3-11-12 47-0 4.00 12 2x4 I I' 5x8 = 5x6 = 3x10 = 5x8 = Scale = 1:66.3 6x10 MT20H 11 i 6-8-1 13-1-1 28.1-12 36-8-8 6-8-1 6-11.1 146-10 8.6.12 1 Plate Offsets (X,Y): [4:0-4-0,0-3-4], [9:0-3-8,0-2-8], [10:0-4-0,0-3-0] [12:0-4-0,0-3-0] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) -0.26 10-11 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.72 12-13 >603 240 MT20H 165/146 BCLL 0.0 ' Rep Stress Incr NO WB 0.84 Horz(TL) 0.22 9 n/a n/a BCDL 10.0 Code IBC2009lrP12007 (Matrix) Wind(LL) 0.11 12-13 >999 240 Weight: 176 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-10-4 oc puffins, except BOT CHORD 2x4 DF No.1&Btr G end verticals. WEBS 2x4 DF Stud G *Except` BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. 8-9: 2x4 DF No.1 &Btr G WEBS 1 Row at midpt 4-11, 6-11, 7-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1699/0-5-8 (min.0-1-13),9=1597/0-3-8 (min.0-1-11) Max Holz 2=77(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4163/0, 3-4=3257/0, 4-5=-2352/0, 5-6=2366/0, 6-7=2702/0, 7-8=-425/4, 8-9=-267/17 BOT CHORD 2-13=013868, 12-13=0/3868, 11-12=0/3009, 10-11=0/2541, 9-10=0/2148 WEBS 3-13=0/386, 3-12=898/0, 4-12=0/532, 4-11=-1058/8, 6-11=-539/48, 5-11=0/932, 7-10=0/484, 7-9=2280/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-" wide will fit between the bottom chord and any other members. ROFESS/0 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the �� O Sooty F Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard rj V� 2C m UJ C 074486 r E 12-31-15 cS'j�T FOFC O March 19,2014 A IYARFtfAG-VerrfrdesFga ¢aramewrl and REM ACTES ON IHFS AN fAC7.INiFTs MnFKRFFFRF&kT.. AVI Nit-7473 rec Jf24J?O.t88fffl14F115E 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 responsiblllity of the ��• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding +-fabricationrquality controlsta ge:•derrvery,-erection-and-bmeing; car uWl—At49KPR-SuafftrC- ifa-BSB•8"nd-SeSt-Bugding-Component------»--�..z.•-...,-.:._-. 777TG-re'e`nba—'Iec't.�(1e;�iik'e'109""'""""`'_ Safely Informa8on available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95670 H'Sa>t .aPk1e(�}'ilsabea'is s a6,.tt-d-Elp-bift 06/04fMia byAtSL' Job Trus Truss Type Qty Ply 3117 A R41608400 3117_B_ T3E Common 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 13:19:58 2014 Page 1 ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-uOPmaLYszaTDyE4mr2eZh8eZw4SMsFZJsComhezZfiF 3 8 - 1-2-0 6-8-1 0- -13 a,7-7-14 7-9-11 3-11-12 4.00 12 �1 0 5x8 = Scale = 1:66.1 11i 4x12 = w 13 1O 12 1a 11 -11 10 16 9 2x4 I I 6x10 MT20H = 3x10 = 5x8 = 6x10 MT20H = 6-8-1 12-8-2 28.1-12 36-8-8 ri-8-1 s-0-2 15-5-9 i B-6-1 Plate Offsets (X,Y): f2:0-0-3,Edge], 14:0-4-0 03-4] f10:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.94 Vert(LL) -0.28 12-13 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.68 Vert(TL) -0.74 11-12 >591 240 MT20H 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.67 Horz(TL) 0.21 9 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix) Wind(LL) 0.21 12-13 >999 240 Weight: 174 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF 240OF 2.0E WEBS 2x4 DF Stud G `Except` 8-9: 2x4 DF No. 1&BtrG REACTIONS (lb/size) 2=1699/0-5-8 (min. 0-2-6), 9=1597/0-5-8 (min. 0-2-3) Max Horz 2=77(LC 13) Max Uplift2=665(LC 9), 9=-486(LC 12) Max Grant 2=241 O(LC 8), 9=2175(LC 7) BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-2-5 oc bracing. WEBS 1 Row at midpt 4-11, 6-11, 7-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=6272/1892, 3-4=-4899/1349, 4-5=-3305/807, 5-6=-2982/487, 6-7=-3421/578, 7-8=-616/410, 8-9=-288/39 BOTCHORD 2-13=-1821/5793, 12-13=-1207/5183, 11-12=691/4007, 10-11=-179/2922, 9-10=-777/3037 WEBS 3-13=0/373, 3-12=809/53, 4-12=0/525, 4-11 =1 138/22, 6-11=782/302, 5-11=0/1004, 6-10=327/256, 7-10=262/808, 7-9=3297/919 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=665, 9=486. 8) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) This truss has been designed for a total drag load of 3500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-D-0 to 36-8-8 for 95.3 plf. LOAD CASE(S) Standard AN'ARKAG-Ve.dfrdasigaparame.tFrsand REM AOTF&ON7tif5AiBi€Na..80FGNnTKRFFFRFM7.AC.Emi-7473reeJ/24, 014IN9r6'N€Y&F. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Plate Institute, 781 N. Lee QRpFESS/pN SOQN 0� � 2 U C 074486 r * 12-31-15 9TEOF C March 19,2014 �p MiTek` 77TPGWen15'aclt 1-11KC5u1fe 1D9•"°-•• ••'�. .^• Citrus Heights, CA, 95610 Job Truss Truss Type City Ply A �3117 . R41608401 3117 B_ T4 A COMMON TRUSS 1 3 Job Reference (optional) BMC, Indio, CA - 92203 /.4JU s Jul 20 2U1 J MI I eK m0usrnes, Inc. I ue mar 1a 15:21:Ur 2U14 Pagel ID:IUKOyQYzmzBOzGgsMjQH7zNRLd-0S1VFB5FJe4DoZzflvzMR6LgN8nrbTE9d9yyyzzd2 1-6-1 4-6-0 12-4-0 16-3-1 21-6Z 1-8-1 2-11-15 3-11-0 3-11-0 311-0 5-2-15 3x4 4.00 12 4x4 = 13 Special Special V Special 2x4 II 7x10 = Bx12 = 6x8 = 6x10 MT20H = Special Special Special Special Special 3x10 I ,Special 4x12 II 4x6 — Special Scale = 1:41.4 t2 IA d LOADING (per SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.74 Vert(LL) -0.20 8-9 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.97 Vert(TL) -0.61 8-9 >414 180 MT20H 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.72 Horz(TL) 0.13 7 n/a n/a BCDL 10.0 Code IBC2009ITP12007 (Matrix) Weight: 419 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-0-10 oc purlins, BOT CHORD 2x6 DF SS except end verticals. WEBS 2x4 DF Stud G : BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Right: 2x4 DF Stud REACTIONS (lb/size) 13=8991/0-3-8 (min. 0-3-5), 7=8595/0-5-8 (min. 0-3-6) Max Horz 13=118(LC 3) Max Grav 13=9303(LC 8), 7=9469(LC 7) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-446/157, 2-3=-6564/0, 3-4=-7157/0, 4-5=13186/0, 5-6=18993/0, 6-7=24693/0, 1-13=-449/0 BOTCHORD 13-14=0/2556, 12-14=0/2559, 12-15=0/2600, 15-16=0/2761, 11-16=0/2963, 11-17=0/1 1346,17-18=0/11562, 18-19=0/11688, 10-19=011 1831,10-20=0/16957, 2D-21 =0/1 6957, 21-22=0/17089, 9-22=0/17348, 9-23=0122373, 23-24=0/22489, 24-25=0/22643, 8-25=0/22700, 8-26=0/22913, 26-27=0/23092, 27-28=0/23183, 7-28=0/23362 WEBS 2-12=0/956, 2-11=0/6669, 3-11=0/3824, 4-11=7453/0, 4-10=0/6999, 5-10=-6268/0, 5-9=0/5334, 6-9=5339/0, 6-8=0/3526, 2-13=8531/0 NOTES 1) 3-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-4-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) This truss has been designed for a total drag load of 2900 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 21-6-0 for 134.9 plf. LL WANMAG-11erfFr3eska paranwt> rs andREA&G KITFSONTHFSAW VU...[CFti MM. RFFFRAff. W.F. MIr-7473 rez .TI29%IQ.id8ff1DREllSf Design valid for use only with Wait connectors. 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 N. Lee Q FESS/pN ��00 SOpN ti i UJI C 074486 c M * E 12-31-15 9TEOF C O� March 19,2014 WOW 77777 GieeribacTc tanT:"3iiffe 09"'* Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply A �3117 R41608401 3117_B_ T4 A COMMON TRUSS 1 4 3 Job Reference (optional) 6MC, Incim, CA - SU03 7.430 s Jul 25 2013 MTek Industries, Inc. Tue Mar 18 15:27:07 2014 Page 2 ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-bS1 VFB5FJe4DoZzfl vz_MR6LgNBnrbTE9d9yyyzZd2 NOTES 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1573 lb down at 15-4, 1573 lb down at 3-5-4, 1573 lb down at 5-5-4 , 1573 lb down at 7-5-4, 1573 lb down at 9-5-4, 1573 lb down at 11-5-4, 1573 lb down at 13-5-4, 1573 lb down at 15-5-4, and 1573 lb down at 17-5-4, and 1573 lb down at 19-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=58, 3-7=-68, 7-13=20 Concentrated Loads (lb) Vert: 12=1573(B) 16=-1573(B) 17=1573(B) 119=1573(13) 20=1573(B) 22=11573(13) 23=1573(B) 25=1573(B) 26=1573(B) 28=1573(B) AWARNM- verify design Barame.W-raand REM W7FSONMrSAttuU 21MV,M17FKREFFREM7MEM7f-701ms,.V2V2014BEfOULKF. Design valid for use only with Mnek connectors. This design B based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown ;�®k� a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction a the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MI I %w-- +Rfabricafim-quality-controlrstorage �delivery;erection,and bracing?eeraell� ANSi/4FPti-Qoe iRrSdieMo; e5B-89 and-BGSI-BuBding-Component-.:r R, ----..--777T-Cr,�enBeck`.an-e, ru salefy InformaBon available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 if`Sw iaPLse kietil k ww*.o42.0f2ClsM bVAI Job Truss Truss Type Qty Ply �31111A R41608402 3117_B_ T4_8 Common Truss 3 1 Job Reference (optional) on wmv, n-actor L43u s A". zulb ml I ex mm ouses, mc. I ve mar 1 o 1:12U:U1 ZU14 Page 1 ID_IUKOyQYzmzBOzGgsMjQH7zNRLd-Iz4vCNakGVroghpLWACHJmGAUIRm3felY9sQlzzZfiC 7-10-12 12-5-6 17-0-0 I 22-5-1 27-11-7 7-10-12 4-6-10 4-6-10 5-8-1 53.6 4.00 F12 5x6 = Scale = 1:57.4 4x4 = 11 ._ 10 .- .- ., ... 2x4 I I 6x8 = 5x8 = 3x4 = 4x4 = 12-4-0 i 7-10-12 4.6-10 0- -7 6-10-11 7-0-5 Z&A Plate Offsets (X,Y): (3:0-3-0,0-3-01, I5:0-3-0,0-3-01, (7:0-3-5,Edge1, f9:0-4-00-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.54 Vert(LL) -0.21 1-11 >699 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.83 Vert(TL) -0.43 1-11 >343 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.46 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code IBC2009/TPI2067 (Matrix) Weight: 147 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.t&Btr G TOP CHORD Structural wood sheathing directly applied or4-7-13 oc pudins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud G WEBS 1 Row at midpt 4-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 10=2031/0-5-8 (min. 0-2-3), 1=226/0-5-8 (min. 0-1-8),7=775/0-5-8 (min.0-1-8) Max Horz 1=54(LC 5) Max Uplift 1=1(LC 5) Max Grav 10=2031(LC 1), 1=376(LC 14), 7=788(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=167/387, 2-3=0/947, 3-4=0/974, 4-5=554/50, 5-6=1504/0, 6-7=-1743/0 BOT CHORD 1-11=328/85, 10-11=328/85, 8-9=0/924, 7-8=0/1604 WEBS 2-11=01397, 2-10=8311/7, 3-10=-253/48, 4-10=1587/0, 4-9=0/793, 5-9=703/46, 5-8=0/735, 6-8=380/63 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. ()FESS/p 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1. 7) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Soo �2 Bottom Chord, nonconcurrent with any other live loads.CID G) LOAD CASE(S) Standard m C 074486 rn E 12-31-15 * srgTFOF March 19,2014 WARNM-Yerffrdes4a paramew-rs and REAL NOTES ON 7HES AM FM201%g MITFKRFTERFMAT ACE MR-74T3 rec BEIME ME. .1129f20.44 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 6 the responsibility of the Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding WOWerector. fabricafimMualityeontml; storage.-cWweryrerecfio and4x eingrconsult—,AWJKPN-@uantrerBeda-06B+8Wand8CSLBuRcUng Camponmf,, w.-- >-..-••.� �7ryP7•Gree-"6n acli'L'3H€,`S�7de-"10�" r - Safety Infoemrm=n available from Truss Plate Institute. 781 N. Lee Street, Suite 372. Alexandria, VA 22314. ii`Saitlhl?&te lureb� saieai tie dcn: aaa1 ti67fflf]A13 hvACSL Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 3117 A R41608403 3117_B_ T4_C Common Truss 4 1 Job Reference (optional) o mmo, Vt\ - tlGGUJ 1.43u 5 Jul zo 2u1 S MI I ex Inaustnes, Inc. r ue Mar 1b 13:20u u2 2014 Page 1 ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-m9eHQjbN 1 pzeRrOY4uj Ws3LVingo6xvnpbzgP7ZfiB 1-2-0 7-10-12 17-40 2-8.1 27-1 7 34-0-o a -o '1-2-0 7-10-12 9-1-4 5-8-1 5-3� 6-0A 1-2-0 4x4 = 4.00 12 13 12 2x4 I I 6xB = 5,6 = 5x8 = 3x4 = Scale = 1:60.0 3x6 = LS d LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.52 Vert(LL) -0.21 2-13 >699 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.41 2-13 >355 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.45 Horz(TL) 0.03 8 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix) Weight: 150 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-8-13 oc pudins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud G WEBS 1 Row at midpt 5-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 8=880/0-5-8 (min. 0-1-8), 12=2015/0-5-8 (min. 0-2-2), 2=335/0-5-8 (min. 0-1-8) Max Horz 2=65(LC 6) Max Uplift8=13(LC 6), 2=-40(LC 5) Max Grav8=892(LC 8), 12=2015(LC 1), 2=421(LC 14) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-0=160/384, 3-4=0/931, 4-5=0/958, 5-6=-556/55, 6-7=1484/0, 7-8=-1733/0 BOT CHORD 2-13=325/89, 12-13=-325/89, 10-11=0/921, 8-10=0/1579 WEBS 3-13=0/394, 3-12=-808/0, 4-12=-257/49, 5-12=1571/0, 5-11=01789, 6-11=695/43, 6-10=0f726, 7-10=369/59 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. ROFESS/0 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 2. �QQ N,9� 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the SOO Bottom Chord, nonconcurrent with any other live loads. �� N 0 LOAD CASE(S) Standard W IXC 074486 rn * 12-31-15 sj CIV �Q OFCA March 19,2014 AWARt 0-Vefftrdesignparammrsand RMMJIFS Offl?WSAM01122015r,M?FifRFFFRFMREAC.FM7f-7473mt. /2f/A..14&T USE Design valid for use only with MTek connectors. This design is based only upon parometers shown, and a for an individual building component. � Applicabirity of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown ;� is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 6 the responsibillity of the MI F erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding r=^ -- �---fatxicatiorr, quollfyeontrotaforoge�delivery�erec7ion•ondbroaing,csorseotp�AP15f7:PH-poolHyCrBeriahe6B-89 artdBGS18u0dingGCamponen4.-�.-�-...-.—..T+•,.-�- �7�-re�iiba'c;R'L'an�, 5uiie'Tt79'"'""'-�' Safety InlormaBon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95810 lf'Soltffi�apbse[} - ue,sosnt3rrwfifEj2ffiSbyJi# Job Truss Truss Type Qty Ply 3117 A R41608404 3117_B_ T4_D GABLE 1 1 Job Reference (optional) rnmo, s.a - azzus r.nau s dim za zurs mi i ex mausmes, mc. i ue mar 1 o ia:zu:uo zu14 rage 1 I D:_IUKOyQYzmzBOzGgsMjQH7zNRLd-AkKQ2kdFKkLD11761OGDTcRsavrY?VyLTngdRkzZfiB 17.74 �1 6-8-0 F 12-" 16+1-12 1 1 12 22-10-12 1 27-14 34-0-0 �152-0 1-2-0 6-8-0 58-0 4.0.12 7 11-8 44-0 atfl-6 6-2-12 1-211' 0-74 Scale = 1:61.0 4,6 = 16 17 19 8 in 0 3x4 = 4x12 = °u 31 .1 30 az 29 o° 4x4 = 44 37 45 36 46 35 47 34 48 33 49 32 5x6 = 3x10 = 23-2-0 6-&0 124-0 18-F7 22-10-12 2 7-9-0 34-0-0 6-8-0 5-8-0 6-2-12 4-0-0 0. 4-7d 6-2-12 n 14 LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.53 Vert(LL) -0.12 27-29 >999 240 MT20 2201195 TCDL 14.0 Lumber Increase 1.25 BC 0.65 Vert(TL) -0.28 27-29 >920 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.37 Horz(TL) 0.05 27 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Weight: 215lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G 'Except' TOP CHORD Structural wood sheathing directly applied or 3-8-14 oc puffins. 17-25,3-17: 2x6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr G JOINTS 1 Brace at Jt(s): 24, 20. 15, 39 WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 DF Stud G be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 12-9-8 except (jt=length) 27=0-5-8. (lb) - Max Horz 2=62(LC 13) Max Uplift All uplift 100 lb or less at joints) 32, 37, 34, 33 except 2=-152(LC 9), 35=-556(LC 20), 36=-238(LC 23), 27=234(1-C 12) Max Grav All reactions 250 lb or less at joint(s) 36 except 2=332(LC 33), 35=316(LC 21), 32=2116(LC 7), 37=520(LC 23), 34=288(LC 37), 33=252(LC 38), 27=1121(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-423/674, 4-5=-216/484, 5-6=-152/462, 6-7=-468/1512, 7-8=-392/1470, B-9=-321/1435, 9-10=-247/1354, 10-12=-237/498, 12-13=157/448, 13-16=-82/408, 17-19=0/339, 19-21=-28/298, 21-23=-123/264, 23-25=-233/427, 25-26=-1594/427, 26-27=-2612/644, 11-32=1928/0, 11-14=1911/0, 14-15=-1914/0, 15-18=-1122/0, 18-20=-1046/0, 20-22=-1101/13, 22-24=1291/0, 24-25=-1212/0 BOT CHORD 2-37=-650/442, 36-37=-491/265, 35-36=-427/201, 34-35=-409/164, 33-34=-350/105, 32-33=-371/126, 31-32=-106/1133, 30-31=-143/1130, 29-30=325/2159, 27-29=-586/2404 WEBS 26-30=-760/0, 23-24=293/0, 21-22=0/265, 26-29=0/363, 20-31=0/342, 6-35=286/587, 15-16=-701/0,10-32=828/17,6-38=-1153/392,38-39=1164/397,39-41=-1168/398, 32-41 =-1 228/413, 4-37=297/42, 10-42=0/843, 42-43=0/867, 15-43=0/867, 25-30=0/414 NOTES �OQROFESS/pN9` 1) Unbalanced roof live loads have been considered for this design. SOO 2) Wind: ASCE 7-05; 85mph; TCDU=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and rightF�� exposed ;end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 co V� %� 2 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 C� m Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. UJ C 074486 M 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 14-0 oc. * E 12-31-15 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. sT \P 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 32, 37, 34, 33 except at --lb) 2=152, 35=556, 36=238, 27=234. March 19,2014 A WAHN7M-Verlffdes4n parameters and FIE C MTES ON 7K9 AM fM2tZFD MnFXAFFc'RFW PAGE flit-74i3 rer .T129(2A.t® &TWM F, Design valid for use onty 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 ;�ek• is for lateral support of individual web members only. Additional temporary bracing to insure stabilty during construction is the responsibillity of the MI { erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding - +,fabrication--cludity, eoRtrW�storage,,defrveryreecfro and�brocing�cerwk--.ANSf/TRI}9ueWCrfferlQ,-aSB=89-and B@5I-Bullding Component- -:7gm�ree'bn a'c a ,S3ite11)9'"- Safely Information avalable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 IfSa¢,eml (r3s awIiis-ac 'tgyP'P'_`_" 115tns�nNa'r4..� BSFilflt2A1 twA r9 Job Truss Truss Type Qty Ply 3117 A R41808404 311713L T4 D GABLE 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 13:20:05 2014 Page 2 ID_IUKOyQYzmzBOzGgsMjQH7zNRLd-fwuoF4et52T4wShJJknSOgz1 JJBnkyCUiRZBzBzzf 7 NOTES 10) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Conned truss to resist drag loads along bottom chord from 0-0-0 to 34-0-0 for 44.1 plf. 12) Graphical purlin representation does not depict the size or the orientation of the purin along the top and/or bottom chord. LOAD CASE(S) Standard AWAMAG-Verffrdesipsaranw.terxand REM AD?FSONWUAMMUMEDNI7FK*WRFN .AA E14IT-i473rec112*2014AffWL5£ Design valid for use only with Mgek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown h for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy of the s;� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding IYII eV _-•-•^'-7abricafiorxqualiyeonfrs3V,�stowge; delivery, -ereefion=and txacing;=comUlt+SANS%TVn�QuafilyCrge B•a9 artd BCSFBWIdinB Component �+••-_�_�+� ?�`ne, Suftg fag'°""`�'T Surety Information avalable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 BEEs1Y>hegira:FFn�.(Si+J:Hae3rcr"srdfi�9.the »ti�nt.9tos&06fGIf3It13. try.A1'SG Job Truss Truss Type Qty Ply 7AR4160ti405 �31' 3117 B TS_A Common Truss 2 1JobReference o tional 0.6' malo, GA - vzzuz /.430 s JN 26 ZU73 MI I ek mausmes, mc. 1 ue Mar 16 1320:06 Z014 Pagel ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-fwuoF4et52T4wShJJknSOgz4cJgIk_eUiRZBzBzZf17 -1-2-0 , 59-5 10-10-0 15-10-11 21-8.0 2z-10-o 1-2-0 59-5 5-0-11 50.11 S9.5 12-0 Scale = 1:39.7 4x6 = 3x6 = 3x4 = 5x8 = 3x6 = 7-2-10 14-5-6 21-8-0 7-2-10 7-2-13 7• -10 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.32 TCDL 14.0 Lumber Increase 1.25 BC 0.82 BCLL 0.0 Rep Stress Incr NO WB 0.22 BCDL 10.0 Code IBC2009lrP12007 (Matrix) LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G REACTIONS (lb/size) 2=1031/0-5-8 (min. 0-1-8), 6=1031/D-5-8 (min. 0-1-8) Max Horz 2=-46(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2178/0, 3-4=1939/0, 4-5=-1939/0, 5-6=-2178/0 BOT CHORD 2-9=0/2001, 8-9=0/1369, 6-8=0/2001 WEBS 4-8=0/703, 5-8=361/64, 4-9=0/703, 3-9=361/64 DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.22 8-9 >999 240 MT20 220/195 Vert(TL) -0.45 8-9 >570 180 Horz(fL) 0.07 6 n/a n/a Weight: 85 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 4-2-15 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard n d 4?,OF ESSI SOON 0� � ti UJ C 074486 c rn *`� 2-31-15 �* March 19,2014 A►IGARMAG-VedffdesigaparametersandREADMIESON7MS>1MflV..(XF&M[TFKREFc'RFMT,WL9ENrf-7473rec.Tf29J20fAB ID§EttSE Design valid for use only with Mrrek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicabilly, of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members any. Additional temporary bracing to insure stability durng constructionis the responsibillity of the Mi t;�Wit erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. Fa general guidance regarding +efabricatiorrgeality�ntcol, stomge;,eleWeryrwectiorrand=bmcingro lt--•—IkNStRPM-Qvault,Grlte*a DSB-89.an"CSMurmOng�Componentm Safety Inform=n available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 !f"5olttllePatPW.[Si&Ne$iti" ffi�tl4,.s: aaeaehen>{IIifAiY13 hvh" Job Truss Truss Type pry Ply 3117 A R41608406 3117_B_ TS_B GABLE 1 1 Job Reference (optional) BMC, Indio, CA • 92203 7.430 s Jul 25 2013 Mrrek Industries, Inc. Tue Mar 18 13:20:07 2014 Page 1 ID: IUKOyQYzmzBOzGgsMjQH7zNRLd-77RATQfVsLcxYcGVsRlhY1 WG1jasTSWex5JkWdzzfi6 � -1-2-0 5-11-0 10.10.0 15-9-0 21-B-0 '11 1I 1-2-0 5-11-0 4-11-0 4-11-0 5-11-0 .2-00-0 5x6 = 19 24 4x4 = 20 12 21 11 22 10 23 2x4 II 5x8 = 2x4 II Scale = 1:39.7 4x4 = Plate Offsets (X,Y): 13:0-3-0 Edge) (7:0-3-0 Edge) 111:0-4-0 0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) -0.06 10-18 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.40 Vert(TL) -0.09 10-18 >779 180 BCLL 0.0 ' Rep Stress Ins NO WB 0.18 Horz(TL) 0.00 10 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix-M) Weight: 103 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. t&Btr G *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 35,5-7: 2x6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 DF No. 1&Btr G MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 DF Stud G be installed during truss erection, in accordance with Stabilizer Installation side. REACTIONS All bearings 16-4-0 except at=length) 2=0-3-8, 8=0-3-8. (lb) - Max Horz 2=-43(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 2=155(1-C 9), 10=166(LC 12), 12=167(LC 13), 8=157(LC 12) Max Grav All reactions 250 lb or less at joint(s) except 2=486(LC 8). 11=459(LC 32), 10=701(LC 20), 12=673(LC 21), 8=471(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-639/409, 4-5=-439/371, 5-6=-444/372, 6-8=-631/430 $OT CHORD 2-12=-399/670, 11-12=-266/374, 10-11=-246/322, 8-10=-401/664 WEBS 5-11=265/18, 6-11=-318/309, 6-10=-584/231, 4-11=-363/305, 4-12=-558/233 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 155 lb uplift at joint 2, 166 lb uplift at joint 10 167 lb uplift at joint 12 and 157 lb uplift at joint 8. 7) This truss has been designed for a moving concentrated load of 250.011b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 21-8-0 for 69.2 plf. 9) No notches allowed in overhang and 20200 from left end and 20200 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 24)-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. LOAD CASE(S) Standard OQROF ESS/pN9 SOON l�ti h � � LU C 074486�G) m" * E 12-31 15 STgTFOF March 19,2014 AWARNM-Yerifflesignparam.maand RWMimi ON7tfrSAMM..(ZEDMI7FKRFFFRE EA4GEfdff-7473reeVZ4f2014ArORUZ Design valid for use only with Mifek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown ;�ek• is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respomibillity of the Ml l erector. Additional permanent bracing of the overall structure is the responsibility of the buildng designer. For general guidance regarding --fabrieotionrquafity*contro4,-Oomge:•delivery; emcfiomand-bracing,,crons#--AN6yiRNQuWBy.GriteAa;358.89^arcbBCSI-BWIdIng=Component*-�..,•.s�,— 7/ La- ite`fb9 "�"�"""'�' Sorely InformoNon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 2242314. Citrus Heights, CA, 95810 N�SntstAmeFBfe[SCj'hmnbarAt ta7Ym8, desigm afre:06/0112014 Job Truss Truss Type Qty Ply 3117 A R41608407 3117_8_ T5_C GABLE 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.430 s Jul 25 2013 MTek Industries, Inc. Tue Mar 18 13:20:10 2014 Page 1 ID: — IUKOyQYzmzBOzGgsMjQ H7zN RLd-Xi7J5Sh08G_W P4?4YZsOAgBjkwZCgoK4d3XO6yzZfi3 11-7-1 1 2 1 I e-6-0 70-1-0 1d-1 a-0 1-z-o 6-s-o 3-so o-s-o 0-9-1 3-so s-s-o 1-2-0 Scale = 1:39.7 4x6 = 34 4x6 = 3x10 II 3x10 II 9 10 11 in �a �.. �.. .� �.. 44 ax6 = 5x8 = 3x4 = 6-8-0 911-3 ( 11-8-13 1 15-0-0 21-8-0 1 Lm Plate Offsets (X,Y): f3:0-3-0,Edgej, 117:0-3-0 Edge], I25:0-2-8 03-01 LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) -0.12 21 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.62 Vert(TL) -0.38 20-21 >686 180 BCLL 0.0 Rep Stress Ina NO WB 0.17 Horz(TL) 0.10 18 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 122 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G `Except` TOP CHORD Structural wood sheathing directly applied or 3-5-1 oc purlins. 3-10,10-17: 2x6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: BOT CHORD 2x4 DF No. 1&Btr G 8-11-2 oc bracing: 2-29 WEBS 2x4 DF Stud G 9-0-6 oc bracing: 18-20. OTHERS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1036/2-8-0 (min.0-1-8), 18=1036/2-8-0 (min. 0-1-8) Max Horz 2=43(LC 13) Max Uplift2=195(LC 9), 18=-195(LC 12) Max Grav 2=1252(LC 8), 18=1252(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=3349/577, 4-5=-2990/338, 5-6=2878/248, 6-7=2056/177, 7-8=-1945/99, 8-9=1811/7, 9-10=-1161810, 10-11 =1 624/0,11-12=1863/9, 12-13=1975/105, 13-14=-2087/183, 14-15=2914/270, 15-16=-3029/360, 16-18=3385/625 BOT CHORD 2-29=564/3171, 28-29=315/2894, 27-28=-223/2802, 26-27=131/2702, 25-26=39/2594, 24-25=0/1682, 23-24=29/2647, 22-23=-121/2739, 21-22=-213/2839, 20-21=305/2932, 18-20=-555/3181 WEBS 24-31=-978/17, 30-31=-938/13, 14-30=-919/13, 14-22=0/331, 6-32=-909/0, 32-33=-928/0, 25-33=-930/0, 6-27=0/331, 9-25=01516, 11-24=0/558 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and fight exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as perANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcufrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 195 lb uplift at joint 2 and 195 lb uplift at joint 18. 10) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 21-8-0 for 69.2 plf. 0?,OFESS/pN SOON i L C 074486 * 12-31-15 Ls� c1V �P gTF�F CA March 19,2014 dq'ARMW-Venfrdes4aparanewnand REM AVTRE ONIWSAMtM WEDMMKRERRENaPAGE 14ft-7473MLIt29j?O.tdBEFOREUSE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. �� Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding _fabrication qua*trol.-storagei-deFvery:=erection and7/r-Gm9ff6adk't5?' ,5SitMD -- Safety Informa8on available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. qw,..a.�...,D&tii+�7'h.ess4snr.3e �ar;1Y9e8.eameaat .wau�,.�..vt,..,rn. rscmx ram 2 r.... arcn CfWS Heights, CA, 95610 Job Truss Truss Type Qty Ply 3117A R41608407 3117 6 T5_C GABLE 1 1 Job Reference (optional) eMC, Indio, CA - 92203 7,430 s Jul 25 2013 Miiek Industries, Inc. Tue Mar 18 13:20:10 2014 Page 2 ID_IUKOyQYzmzBOzGgsMjQH7zNRLd-Xi7J5ShOSG_WP4?4YZsOAgBjkwZCgoK4d3XO6yzZfi3 NOTES 12) No notches allowed in overhang and 20200 from left end and 20200 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. LOAD CASE(S) Standard dWARKNIS-Yeriffdesigdpararae.ten and REM rs07FSONlUrSANrMfXV,NnFKRFFFREM7AAMtfft-T473m_e.v29129.t4ATM..Lw. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. � Applicability of design parameters and proper incorporation of component is responsibiity of building designer - not truss designer. Bracing shown a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction a the responsibillity of the WOW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabricatKw-gLicfy-controhstoragerderrvery,erection`andbracing,,coawh,---ANSb%PIVAmrrCrgerlerDSB-e*and+CSHWMng-Component-77774.re'alFI&11!M�SRe'1U9"' Safely Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 USau=="`W— L'6�'✓7'hB�0-1113i AYhn:,iadbasvftamr: �:raAtnm. �s.ea3�m mirm rMl A I — Al �9 Job Truss Truss Type Qty Ply 3117A Ralso6ace 3117BL T6 B GABLE 1 1 Job Reference (optional) BMC, Indio, CA-92203 6-3-0 5x6 = 7.430 s Jul 25 2013 MiiTek Industries, Inc. Tue Mar 18 13:20:11 2014 Page 1 ID_IUKOyQYzmzBOzGgsMjQH7zNRLd-?uhhloi0va6NODaG5HNdjthxSKwvPG7DsjHyfOzZfi2 6-3-0 4x4 = r n 4x4 = 2x4 II 1-2-0 Scale = 1:22.6 P LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC - 0.32 Vert(LL) -0.10 5-7 >719 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.52 Vert(TL) -0.14 1-7 >501 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.07 Horz(TL) 0.00 7 n/a n/a BCDL 10.0 Cade IBC2009/TPI2007 (Matrix) Weight: 48 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G 'Except` TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. 2-3,3-4: 2x6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr G MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 DF Stud G be installed during truss erection, in accordance with Stabilizer [Installation guide. REACTIONS (lb/size) 1=251/0-5-8 (min. 0-1-8), 5=360/0-5-8 (min. 0-1-8), 7=547/6-0-0 (min. 0-1-8) Max Horz 1=-32(LC 16) Max Uplift 1=217(LC 9), 5=-261(LC 12) Max Grav 1=481(LC 21), 5=584(LC 7), 7=554(LC 26) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-862/648, 3-5=-1015/785 BOT CHORD 1-7=-685/784, 5-7=-752/923 WEBS 3-7=-403/31 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIfrPI 1. 4) Gable studs spaced at 14-0 oc. 5) This truss has been designed for a 10.0 psf bottom Chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 217 lb uplift at joint 1 and 261 lb uplift at joint 5. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonooncurrent with any other live loads. 10) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-D-0 to 12-6-0 for 120.0 plf. 11) No notches allowed in overhang and 20000 from left end and 20000 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. LOAD CASE(S) Standard O oFESS/pNq sooty o� c 2G) LUOf_ C 074486 rn *� E ^ 1 15 �* \0 F March 19,2014 A WARN= -Verff f ddesiga liamateivrs and REM AO TFS ONTHrS AM [,V2.WFG KfRWPwilt dXF AA4^:E Kfr-74n ren .1/2, j2A.1b 88rOMUM. Design valid for use only with Wek connectors. This design is based only upon parameters shown, and is for an individual building component. IMF_ Applicability of design parameters and proper incorporation of component is responsibility of building designer- 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 MIT F erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding +'----fabrication, quality�trolrstorage-delveryremciion-and-bracingacc-Fwt*Ccmpcnorrl� �-----. m779'7'Gr�c�'n3aGF'Lsail'9`, Ofte"t'09 ^" Sj- I�nform�allov,ailble hom Truss Plate Irutiiute, 781 N. Lee S�eetSuit�e 312Ae.�an�drfa, V ie2N14. Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply 3117 A R41606409 3117 B T6A Common 4 1 Job Reference (optional) BMC, Indio, CA-92203 6-3-0 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 13:20:11 2014 Page 1 I D:_IU KOyQYzmzBOzGgsMj Q H7zN RLd-?uhh Ioi0va6N ODaGSH NdjthwzKufPG LDsj HyfOzZfi2 6-3-0 4x6 = 2x4 11 3x6 = 1-2-0 Scale = 1:22.6 f" d r 6-3-0 12-6-0 F 6-3-0 6-3-0 Plate Offsets (X,`1): (1:0-1-5,Edge), 13:0.1-5 Edge) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) -0.13 1-5 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.67 Vert(TL) -0.23 1-5 >642 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.12 Horz(TL) 0.02 3 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.02 1-5 >999 240 Weight: 40lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be In.,,during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 1 =531 /Mechanical, 3=641/0-5-8 (min. 0-1-8) Max Horz 1=36(LC 6) Max Uplift3=7(LC 4) Max Grav 1=541(LC 11), 3=641(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1040/0, 2-3=-1044/0 BOT CHORD 1-5=0/929, 3-5=0/929 WEBS 2-5=0/399 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7 lb uplift at joint 3. �OFESSJO 8) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the �QQ N9� soon Bottom Chord, nonconcurrent with any other live loads. �� O O2C LOAD CASE(S) Standard ` Gy V�O C 074486 E 12 31 15 * FOFC O March 19,2014 AHARMAIIS-Yerffjdesigngaraw eErsandRi4- AWES ONWfSAMGAULTi,AR7FXftFFfRFiUAA:ii=MR-7413tec1,129f2A1daMffbM. Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the buildng designer. For general guidance regarding eK• Mi iy +^ fabricationrquality:contmil storage:>delivery,-erectiomand-bracingrc wIt—ANSyif +mQueBly�CAMIa, 45B•8943nd'SCSI-BuBding Component -> r°•=-K�-='_*+--+• •ry777 G2enback'L'aNe; S"uAe-4M- InlormoHonov�alla-ble from Truss Institute, 781 N. Lee �Sfreet,�uifrL312Ameeandria.iV 6�2*314. Carus Heights, CA, 95610 Job Truss Truss Type Qty Ply 3117 A R41608410 3117_8_ T6C GABLE 1 1 Job Reference (optional) BMC, Indio, CA-92203 1-2-0 6.3.0 7.430 s Jul 25 2013 Mrrek Industries, Inc. Tue Mar 18 13:20:12 2014 Page 1 ID:_IUKOyQYzmzBOzGgsMjQH7zNRLd-T4F3W7jeguEEeN9Tf usF5D7OkKo8kmN4NOVBgzZfil 4x6 = 6-3-0 3x4 = 16 15 17 14 18 13 19 12 20 3x4 = 1-2-0 Scale = 1:24.7 ri Plate Offsets (X,Y): 13:0-3-0,Edgej,19:0-3-0 Edgej LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.20 Vert(LL) 0.00 10 n/r 120 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.29 Vert(TL) 0.01 11 n/r 90 BCLL 0.0 ' Rep Stress Incr NO WB 0.05 Horz(rL) 0.00 13 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix) Weight: 54 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G 'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 3-6,6-9: 2x6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 DF No. 1&Btr G MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 DF Stud G be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 12-6-0. (lb) - Max Horz 2=-28(LC 16) Max Uplift All uplift 100 lb or less at joint(s) 15 except 2=242(LC 9), 10=236(LC 12), 14=-149(LC 23), 13=-145(LC 27) Max Grav All reactions 250 lb or less at joint(s) except 2=464(LC 8), 10=454(LC 7), 14=267(LC 30), 13=266(LC 31), 12=488(LC 27), 15=486(LC 23) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=843/769, 4-5=-337/284, 7-8=380/315, 8-10=869/793 BOT CHORD 2-15=-675/774, 14-15=-243/294, 12-13=-277/329, 10-12=757/809 WEBS 8-12=274/38, 4-15=293/57 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/rPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-" wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15 except (jt=lb) 2=242,10=236,14=149,13=145. 11) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 12) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 12-6-0 for 120.0 plf. 13) No notches allowed in overhang and 20200 from left end and 20200 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. QgOFESS/pN SOO�y c C 074486 c rn *� E�� 31-15 �* �F March 19,2014 A IYAwfir'- Verify des4a paraaEterl and 9W h07FS ON7NtSAM 1A0.Il CEri MI7FKAFFFREM7. AV& fit-74T3 rec 1129120.1481TMU5f. Design valid for use only with Wek connectors. This design is based only upon parameters shown, and is for an indvidual building component. Applicability, of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown ;�ek• is for lateral support of individual web members any. Additional temporary bracing to insure stability during construction is the responsibillity of the Mi l erector. Addild tional permanent bracing of the overall structure is the responsibility of the bung designer. For general guidance regarding -�-6�+--fabrication,qualitycontrolrstorageydetivery:erection-and,bmcing:-eexvsuM *='A/Kf/rPli-Qvufft C*erfa!OSS=894 rd SC-S Bulldng Component--. a.•.w• .»reen86'rXlerie`gguiteftj9"'^-'"°'^` Solely Inlorrna6on available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 if'Sou'��eea3+ksejj&ee&reY39 s'ear�� t , vtLsrs— OGfW=Aby.AhSC 01 Job Truss Truss Type Qty Ply 3117 A R41608411 3117_13_ T9_A COMMON TRUSS 2 1 Job Reference (optional) o uru n-a«uo r.asus Jet<o<u1Jmiiexlnausmes,ine. iuemaria1J:ZU:1JzU14 rage1 ID_IUKOyQYzmzBOzGgsMjOH7zNRLd-xHpR1TkGRBM5GXkfDiP5olmKQ7hptBIWJ1m3jHzZf0 •1-2-0 1-0-8 2-1-0 3-3-0 1-2-0 1-0-8 1-0-8 1-2-0 3x4 = 2x4 = Scale = 1:9.1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.09 Vert(LL) -0.01 24 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.17 Vert(TL) -0.01 2-4 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 15.0 Code IBC2009/rP12007 (Matrix) Weight: 10lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-1-0 oc puffins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=180/0-3-8 (min. 0-1-8), 4=180/0-3-8 (min. 0-1-8) Max Horz 2=15(LC 5) Max Uplift2=-44(LC 5), 4=-44(LC 6) Max Grav 2=340(LC 10), 4=340(LC 11) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 7) This truss has been designed for a moving concentrated load of 250.O1b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Q?,pFESS/pN SOO�r 0 G y C 074486 r- *� EX 3115 /* �F March 19,2014 ,&WARNIAG-Verffldesip paramemrs and REACAD7FSON WSAMIM2.h ED147FKRFFERMT..FAA,ltfff-7473res.If2VIO14wON m — Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component B responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Ml lek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding --fabrication: Quality -control; stowge,-derwery;emctiorrond,brocing; cen9e4--�s4P15!)�Nli$saBly�ErBedrrDd6.84 arM BC51�u8ding Component-+ •-•-�-+v. . - -�y� "entiadr•L'atP�,-501te 408"`_"""'". safely Informaeon available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 13: - r3mh,wrwar3e o�asrgrr,�teve......,a..�.._ -escem aan�as..,.xr Citrus Heights, CA, 95610 Job Truss Truss Type Oty Ply 3117 A R41808412 3117 B T9 B - COMMON TRUSS 4 1 Job Reference (optional) 1.43U s Jul 2tr 2U13 MI I ex Inaustnes, Inc. Tue Mar 18 13:20:13 2014 Page 1 ID:_IUKOyDYzmz8 0 zGgsMj0H7zNRLd-xHpR)TkGR BM5GXkfDiP5olmK,07hptBl WJ1 m3jHzZFiO -12 1-0.8 2-1-0 330 1-2-0 1-. 1-0-8 + 1-2-0 ' 3x4 = 2x4 = Scale = 1:9.1 Plate Offsets (X,Y): (3:0-2-0,Edge) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.09 Vert(LL) -0.01 2-4 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.17 Vert(TL) -0.01 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 15.0 Code IBC2009frPI2007 (Matrix) Weight: 10 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-1-0 oc purlins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=180/0-3-8 (min. 0-1-8), 4=180/0-3-8 (min. 0-1-8) Max Horz 2=15(LC 5) Max Uplift2=-44(LC 5), 4=-44(LC 6) Max Grav 2=340(LC 10), 4=340(LC 11) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOADCASE(S) Standard OQ(tpFESSlpN� `��oo soaN oyF� co UU C 074486 n, * EX 12-31-15 rSJ�T�OFCA March 19,2014 ALWMMAG - Vedfr des4a pamme. em and REM to TES Off TWSAfR VV2.10FOHnFKRFFF8fdKFAA EMIT-7473ML.1129j20.td8li{t ISF.. Design valid for use only with M7ek connectors. This design Is based only upon parameters shown, and is for an individual building component. ��• Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the ; erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MIT OW •r-+fabrication.-qudity¢ ntrotstwage;delivery-erecfion,cnd,bracing-censulW+ -AKVMI-@uvMVC-Meric-BS"9�d-BCsSI$ulldina•Comoonent N. Lee Street, Suite 312, Alexandria, VA 22314. ! 9 I CiWs Heights, CA, atL, tNusra.,.su..em� r�=1 f•?7}7.'A w At SL' Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION � 3/" Center plate on joint unless x, y 4 offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property' k Damage or Personal Injury Dimensions are in ft-in-sixteenths. f Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system, e.g. TOP CHORDS diagonal or X-bracing, is always required. See BCSI. a 01 �� ' /16 ci-2 c2-3 2. Truss bracing must be designed by an engineer. For 4 0 WEBS cue O-P y 0 U 3 ; 0 O= wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. T 3. Never exceed the design loading shown and never vb19 o- 6 U stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building f c2 a cb 2 cs 3 For 4 x 2 orientation, locate designer, erection supervisor, property owner and BOTTOM CHORDS plates 0-1na' from outside all otherinterested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. f 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint F required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. ; connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. 'Plate location details available in MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. r PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate width measured perpendicular 4 x 4 ESR-131 1, ESR-1352, ESR1988 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. I LATERAL BRACING LOCATION Southern Pine lumber designations are as follows: 12. Lumber used shall be of the species and size, and I` in all respects, equal to or better than that Indicated by symbol shown and/or SYP represents values as published specified. b text in the bracing section of the Y 9 by AWC in the approve NDS SP represents ALSC approved/new values 13. Top chords must be sheathed or puriins provided at output. Use T or I bracing with effective date of June 1, 2013 spacing indicated on design. if indicated. 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. � p p 18. Use of green or treated lumber may pose unacceptableItN i environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures( before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, MiTek 20. Design assumes manufacture in accordance withGuide to Good Practice for Handlin ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 01 /29/2013 Budding Materials and Construction Services D.B.A.- BOULDERS WEST COMPONENTS 45-491 GOLF CENTER PARKWAY, INDIO, CA. 92203 0.760347-3332 F.760-347-0202 CONTENTS .........................PAGE TIMBER PRODUTS INSPECTION (LETTER)..................................I TPI (Gin STAMP - SEE PAGE 1..................................2 EXPLANATION OF ENGINEERED DRAWING..................................3 DETAIL FOR COMMON AND END )ACAS - 16 PSF..................................4 DETAIL FOR COMMON AND END LACKS - 20 PSF...........................I......5 SUPPORT OF B.C. (PRESSURE BLOCH) STANDARD OPEN END JACK... ............................... 6 INTERIOR BEARING OFFSET DETAIL..................................7 BEARING BLOCK DETAIL 3 'A" BEARING..................................8 LATERAL TOE -NAM DETAIL ................................. I t WEB BRACING RECOMMENDATIONS .................................12 T-BRACE AND L-BRACE .................................13 VALLEY TRESS DETAIL ..................................14 VALLEY TRUSS DETAIL (CONVD.) ................................. is PURLIN GABLE DETAIL .................................16 PURLIN GABLE DETAIL (CONT'D.) .................................17 PVRLIN GABLE DETAIL (CONT'D.) ......18 PURLIN GABLE DETAIL (CONT'D.) .....................0...........19 STANDARD GABLE END DETAIL ..................6...............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 2%6 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 ....................... I .......... 28 OVERHANG REMOVAL DETAIL .................................29 SCAB APPLIED OVERHANGS .................................30 PLEASE CONTACT 3MG FOR MORE INFORIIIATION OR QUESTIONS REGARDING THESE SWIFTS PACE: 0 OF 3� TIMBER - -ODUCTS March 21, 2006 To Wham It May Concern: This is to verify that Boulder West Components of Indio, CA is a subscriber in the Timber -Products Inspection (TP) and General Testing and Inspection (GTI) Truss Quality Auditing Program. The TP and GTI Truss Quality Auditing Programs are recognized by the International Accreditation Service (IAS) with the assigned number of AA-664. TP and the GTI quality assurance marks have been recognized in the west by the truss industry and code jurisdictions since 1969. TP currently audits truss manufacturing facilities nationwide. TP is conducting unannounced, third party audits at the Boulder West Components of Indio, CA. This facility is currently in good standing in the TP Truss Quality Auditing Program. Boulder West Components personnel°are authorized to apply the GTI quality mark to trusses that are manufactured in accordance with the latest revision of the ANSMI 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 Pepper Browne at (360) 449-3840 ext. 11. Sincerely, l Brian Hensley Truss Manager — Western.Division Page # i 105 SE 124th Avenue • Vancouver, Washington 98684 • 360/449-3840 • FAX: 3601449-3953 Box 919 • 1641 Sigman'Hoad Conyers �eor••gia3 1 '=7.701922-8000 - FAX:'770t922;1290-"' MANUFACTURED FOR SELECTBUILD DISTRIBUTION BOULDER WEST COMPONENTS INDIO. CA UUALIi v. AUDITED. BY TIMBER FROWTS INSPECTION, INC. DESIGN CRITERIA TC LL psf TC DL psf BC. DL psf TOTALLO D pst DUB. FACTOR SPACING ob ruse cuss Vpe Y Y DISPLAY ROOF1 COMMON 1 1 e Feb 9 200i e ustriee, nc. on Mar 1 age A 2-0 9 5.45 10.2-3 16.0-D 19.9.13 24-7.11 30-0.0 32-0-0 B2-" 5-" 4-9.13 49-13 49-13 4-9-13 5-4-5 2-0.0 G2 4x4 = 6 C6.00 r 1x4 11 tx4 11 UJI 4 6 7 3x4 � 4 6 D 1x4 Q 1x4 i 3 9 10 � 2 <) 14)0 �t 14 13 ZZ 3t6 = 3x6 3x6 = 3x6 = 3x6 = (('' G A 10.2-3 19-S-13 30-0.0 g 10.24 9.7-11 10-2.3 Plate Offsets MY): (2:0-3-0,0-1-4), (10:0-3-0,D-1-4) H LOADING € SPACING 2.O-0 J M cm I V Dal. In (too) Udef) Vert(LL) -0.09 14 >999 P PIATES GRIP M1120 249/190 ' 20.0 t TCDL 10.0 Plates Increase 1.16 Lumber Increase 1.15 K TC 0.29 BC 0.83 Vert(TILl -O.39 12-14 >907 BCLL O.0 Rep Stress tnor YES W8 0.86 Horz(TL) 0.07 10 n/a Q 1 LC LL Min I/deft = 240 Weight: 158 lb BCDL 10.0 Code BOCA/ANSI95 L st LUMBER RACING TOP CHORD 2 X 4 SYP No.2 U TOP CHORD Sheathed or 4-2-1 oc pudins. BOT CHORD 2 X 4 SYP No'2 Q BOT CHORD Rigid ceiling directly applied or B-6-11 oc bracing. WEBS 2 X 4 SYP No-3 R REACTIONS pb/size) 2-1,317/0-3-8, 10=1317/0-3-8 T Max Horz 2=-175(bed case 5) Max Uplift2m-041(load 4), 10=-341(load case 5) �caw First Load Case Only Y / FORCES (lb) - TOP CHORD 1-2=26, 2.3e-2024, 3.4--1722, 4-5=-1722, 5.6=-1722, 6-7--1722, 7-8=-1722, 8-9m-1722, 9-10=-2024, 10-1 1 —26 BOT CHORD 2-14-1794, 13-14-1140, 12-13-1140, 1D-12-1794 WEBS 5-14=-294, 7-12=-294, 3-14=-288, 6-14=742, 6-12=742, 9-12=-288 NOTES Q Y 1) Unbalanced roof rive loads have been considered for this design. 2) Wind: ASCE 7-96 per BOCA/ANSi95; 90mph; h=26ft; TCDL-5.Opsf; BCOL=S,Opsf; occupancy category 11, exposure C; enciosed;MWFRS gable end zone; cantilever left and right exposed ; and vertical left and right exposed;Lumber DDL-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 Cumulaifva Dimensions M TC, BC, and Web Maximum Crnnbined Stress Indices 8 Panel Length (feet - (nchas - sixteenths) N Deflections (inches) and Span to Deflection Ratio LOAD CASE(S) Standsrd A C Slope O Input Span to Deflection Ratio D Plate Sire and Orientation P Mt7et Plate Allowables (PSI) E Overall Height O Lumber Requirements F Bearing Location R Reaction (pounds) G Truss Span (feet- inches - sixteenths) S Minimum Bearing Required (inches) H Plate Offsets T Maximum Uplift andlor Horizontal Reaction if Applicable I Design Loading (PSF) V Required Member Bracing J Spacing D.C. (feat - inches - sixteenths) V Member Axial Forces for Load Case I K Duration of Load for Plate and Lumber Design W Notes L Code X Additional Loads/Load Cases --...,.�..�.�_.__,. .._..- ....,_,..ems,•.. _ .., _. DETAIL FOR COMMON AND EN® JACKS Dili/SAC - 8 ASPS.F 3/30/26D4 PAGE 1 MA7C LOAIMNCi I"I a. �+�:nvv �+"� DRACIIJG IWOIe8 rnausvies, i TOLL 46.0 P ateS 1nt re8ss . 425 Westem Division TCDL is 0 nmtier inotease Ris TOI? CHORD Sheathed. B.CLL D.o Rep Stress Incr YES BOT CHORD Rigid ceiling direct}y applied. $COL• MINIMUM LUMBER SIZE AND GRADE TOP. CHORD' 2 X 0PF, HP, DF-L N0 .2 jl LENGTH Or- EXTENSION DOT CHORD 2 X 4 SPF, HF, DF-L No.2 AS DESIGN REQ'D 20'-0" MAX SPLICE CAN. EITHER BE 3X6 MT20 PLATES OR 2Z .. LONG 2X4 SCAB CENTERED AT SPLICE WMAME LUMBER AS TOP CHORD ATTACH TO ONE FACE W1 (.131"X3.0" MIN) NAILS q S" O.C. 2 ROWS NOTE: TOP CHORD PITCH: 4/12-'-8/12 BOTTOM CHORD PITCH: 0112-4112 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. ' SUPPORT AND CONNECT /BYOTHERS OR 2-16d COMMON WIRE (0.162"DW X 3.5' LGT TOE NAILS SUPPORTS SHALL BE PROVIDED G 4'-0" O.C. ALONG THE EXTENSION OF TOP CHORD. CONN. Wt3 16d COMMON WIRE (0.16MR. X 3.6" LGT) TOE NAILS CONK Wt2Isd COMMON WIRE (e.'lSMIA. X 3.6" LGM TOE NAILS a-" 6-0.0 i 2.O-0 4-0.0 2-40 : •' i EXT. EXT. 2.0.0 EXT. CONN. W131ed COMMON WIRE (10SMtA X3.6" LGT) TOENAILS / si OR A BE CHORD LENGTHMAY BE T-0° OR 3X4 CONN. W72 96d COMMON WIRE(0, SMIA. X 3.6") LGT = A BEARING BLOCK TOE NAILS OR SEE DETAIL MNSAG7 FOR 2.0.0 8 0 0 PRESSLIRESLOCI0NG INFO. �O NOTE. NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. Page # bn vcW lommm only with fMc* = meclm&ft dml9n 1: bused ally Hlv of design paamanlea Wid pia�ef k=mpwcmm d 00=0 m ,JUG. 2 8 2011 DETAIL FOR COII MON AND END JACKS MII/SAC - 8 -20PSF 13W/2005 PAGE 1 Yt9 .{[ ry avv B��. WIFk G'KrROkkSF(ECSIRC. t(caeafae t.ts VI►esfelsl LiNrlslcR 1s,o lL cease t.ts TOP CH ?RD Sheaftd. o.o 0m. ess"Incr YES BOT CHORD Rigid Ceiling directly applied. 10.8. 4.UMBER tZt: AWb GRADE D 2 X 4 SHF, DF-L NDA LENGTH OF -EXTENSION RD 2 X 4 SPF, IiF, OF-L No.2 AS DESIGN REO'D 2W-0" MAX SPLICE CAN EITHER BE 34 MM PLATES OR 22" LONG 2X4 SCAB CENTERED AT SPLICE WISAME LUMBER AS TOP CHORD ATTACH TO ONE FACE YJ! (.t3t'7C3.O" MIN) NAILS Q, 3" O.C. 2 ROWS NOTE: TOP CHORD PITCH: 3/12-�,8/12 BOTTOM CHORb PITCH: 0112--4/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING-- 24" O.C. /1' PPORT AND CONNE ON BY OTHERS OR Z-16d COMMON WIRE 62"DW X 3.51 LGTTOE NAILS SUPPORTS SHAD. BE PROVIDED '-0' O.C. ALONG THE EXTENSION OF TOP CHORD. CONN. W13 16d COMMON WIRE (0.162-DIA. X 3.6' LGT) TOE NAILS 3x4= COW y12 tsd COMMON 8-0-0 S-0-0 8-0-0 4-" X 30 LGT) TOE NAKS EXT. 2.0.0 CONN. Wr316d COMMON WIRE (0ASZVIA. X &T LOT) TOE NAILS 3X4 = OR A SEARLNG BtAGL • ••� V� COW. W216d COMM WIRE(0.1S2`DIA. X 3.5"i LGT To NAILS OR SEE DETAIL 6AprSAC 7 FOR 2-" 8 0.0 PRES6lllil`BL OCKLNG CrFO. NOTE: NAyUNG SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. Pa e # 3.7m3(g,drilgn pm mrlefara -aim, HtitiSH OtJ 9'�SrLiND>?fiLIIDEAI@'LS�C PA�E7S•74t!31 MR=►= wcc+wwv..� for use a' with taedt eornlWom ft ded an Is based only upon p6roariefea shgwr� and is tkr an irnflvidvat btddErB ovmp�enl. CW- Hfthtk CA. d de*m aorasnuMms; and pf W11=rperaQon d:conr>fmreNl rekpn ly d eu>alne dasigrrer- nb6 kuFs designer. Uy. 3 ahwvn %3 ? - BX OF ST-ANDARD OPEN Eta® MISAC > 7 3/30/2004 PAGE 1 �l .:.PRESSURE BLOCK Mfrik lndustries, lnc. Western 13ivLglon Loading (PSF): •BCDL 10.0 PSF MAX CAI St am CAI. GIRT 0 2A boL chordof Jack % 2-(131W.0" MIN) lilts (h'a) 2x4 block 1 between jacks, • �� truss nalled to carrier . (typ) w/6 W/(.l3.1-A3.Cr MIN) nails spaced at 3" o.c. s-o-o T WTYP PARTIAL FRAMING PLAN OF CAIJFOkNIA.HIP SET WITH SUB GIRDER BC of carrier buss I"X3.0" MIN) NAILS (tyP) CHORD OF OPEN END JACK BC wl ".13l"X3.0" MIN) NAILS @ 3° o-Q Page # 6 ON X= AND TN =6D kA=X&Mb&M 6 PAGE =747S =MPS M& used cn¢ span pofirneles shown and Is loi 6ri lndhlduai t0d4ig rossVonenl, Ccgse nL4mdsponklpVdY_�.. da'sTeneE'na[buss.6eslgna.BtncinPshown.. sd 1e�por+o�gg:.lolnsur�B�an�efloulc_}Ie1€sF°ncthf�lY cCFhe.. . JUL 9 8 �6H u IN-TER-fOR- BEARING OFFSET DETAIL MIIISAC - 6 313012004 PAGE I Mliik• ln44st es, lnr- Wistarn Division Td NOTE., INTERIOR BEARINGS MAY SHIFT TO THE LEFT' OR RIGHT A DISTANCE, E'QUAL TO THE DEPTH OF THE BOTTOM (d). (7 1/2" MAX) BOTTOM CHARD PITCH MAY VARY NOTE- THIS DETAIL MAY BE USED FOR ROOF OR FLOOR TRUSS DESIGNS DOUBLE WEB JOINT SINGLE WEB JOINT Uj d TT 0i TRIPLE WEB JOINT r AR9NG DLO .& ` � 'fPdiL 3 112" BEFkl� MIUSAC - 3A 3125J2004 PAGE 1 iREFER TO INDIVIDUAL TRUSS DESIGN FOk PLATE SIZES AND LUMBER GkADES IMPORTANT This detpl! to be used only with 6ne ply trusses (EXCEPT AS NOTED BELOW) D with a .O.L. lumber increase of 1.15 or higher. Trusses not fitting these criteria should be examined individually. 0-3-8 ACTUAL BEARING SIZE, ._.._ .... I ALLOWABLE BOTTOM CHORD SIZE LUMBER I REACTION ; BEARING BLACK 1-24D • GRADE a fib) I ALLOWABLE LOADS NAILf.NG PATTERN ! NO 1 1 _ (NOTE 4,� NOTE 4 i 2966 929 -- -- _- — gyp 3281 855 2x4 BOTTOM CHORD i DF I. ROWS @ 3" O.C. 18 TOTAL NAILS) I HE 2126 736 2231 726 SPF 1 sYP 2966 1393 1282 DF 3281 2;:£ BOTTOM CHORD 3 ROWS r 3" O.C. _ HE 2-126 11D4 (12 TOTAL NAILSI SPF 12231 1089 1858 sYP 2966 17I0 X_^x2 WITCH CHORD I OF 3281 1472 4 ROWS E 3" O.C. HE I 2126 0 6 TOTAL NAILS) i- X- FOR 2X10 BOTTOM CHORD USE 2X8 BOTTOM CHORD VALUES. 4" MINL340i'1 HEEL HEIGHT I BRG BLOCK w isG WA"t, 22 1/2• B SIZE, GRADE, S SPECIES AS EXISTING BOTTOM CHORD. APPLY TO ONE FACE OF TRUSS Western Division BEARING BLACK 6 WOOD BMING ALLOWABLE LOADS DOWABLE LOAD (lb) �TUTALJEQUIVALENT BEARING LENGTH _(NOTE 4) 3895 0-4-9 4136 -- -- - D-4-6 --- ._ ..... . 0-4-11 0- 4-10 D-5-2 1 055 2862 2957 4359 --- 4563 3&) 3320 -- 0-5-3 4824 0-5-11 ,�_ 4991 I 0-5-5 3598 t D-5-14 _ 3683 t 12" BLOCK NOTES: IUL 2 b 2011 1, USE LOWER OF TOP PLATE OF BEARING WALL OR BOTTOM CHORD OF TRUSS WOOD SPECIES. 23HE END DISTANCE. EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID• UNUSUAL SPLITTING OF THE WOOD_ 3. NAILS DESIGNATED ARE (.131" DIAM. x 3") MINIMUM 4. rOR BEARINGS NOT NEARER THAN r 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 16 T-V LONG MIN. AND BLOCKS ARE ATTACHE TO EACH SIDE OF 2-PLY TRUSS WITH NAILING PATTERN AS SPECIFIED AND 2- V2 A307 BOLTS TO CONNECT ALL 4 PLIES TOGETHEP, LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES: SYP = 565 psi DF = 625 psi HF = 405 psi SPF = 425 psi NOTE: VALUES DO NOT INCLUDE MSR LUMBER WITH "E" VALUES GREATER THAN 1,900,000 PSI OR NON -DENSE GRADE LUMBER. Page # S rVARMING • V-yjr d" "p—v.0 ta- and READ.k01&S'ON 9:fi78 RND IfJCLIIDED f�i6'S ltEFF�IClNCE PAGE l67I•7478 BEFORE VR& i 7177 ie bads LongSuits 109 - •"jp Design vaild for use only wBh Wei: connedom This design Is based only upon paramdlea shown and Is Im on Indwidurd buAdmg eomponenl. Citrus Heights CA, 9561 —�a".�..� gppBeabWly d design poromenlen ontl props? tion of domponent h responsibwy of buBdng designer - not buss designer. Bracing shown ..,.r, _...''_�"_�•'''�.'•','••_�•,''s'siia klelo sup?o.�oi naFf�'+sohly`Addl6drrsYhxnpaa�bracisglainsars:lrldwi!+g'v�`7�orr%-tseress»ts>a'L�Y<¢E,sae;•+,.,�,...-...,,.w .., .._. ' - erecta. Add4ianol perrt>anen�. ssg of Bee overoB iFrrielvrefsIhe res�oniQz'Bfy 8t`fHPbll7fAfigVPs�FsF1�N'gesrerdl'guidgncB ragording .. —x _. - �_- -_,_ Idbnco6on. qua61Y eonhod. dosoge, deBvery, erasion and broclnp. eorssuH AF1fVfFl1 QudNy CrifaA0. DSB•89 erd 8CS11 Butldlrsg Cosisponent ��"�j ®`` Safely Infonmllor5 ovoPhble boars irvss Plate hsBlule, 563 D'Onbfrio Drive. Modaon, YYI 53714. RA Ea8-ARWG P,LOCK ®ETAII, 51/2" SEARING M111SAC - 4A 3/25/2004 RR:S,.1. PAGE 1 IwA....Frtn" lnn . � " >®, � •. Western Division -. REFER"TO INDIVIDUAL TRUSS DESIGN I 17017� PLATE SIZES AND LUMBER GRADES J IMPORTANT This detail to be used only with one ply trusses (EXCEPT AS NOTED BELOW) " With a O.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 ' BU> AND s CHORD SIZE + LUMBER Afros ALLOWABLE REACTION BEARING BLOCK BEARING BLOCK 6 WOOD BEARING ALLOWABLE LOADS --- -- --' - - ' I GRADE (ib) ALLOWABLE LOADS ALLOWABLE (Ib) TOTAL EQUZVALENT B=ARIIdG LENT LING PATTERN (NOTE 1) ^�— NOTE4,5) (NOTE 4) (NOTLOADE4) ' SYP 1 4661 923 —� 5590 +��------! ^ I 0-6-9 --'- • -- BOTTOM CHORD �—DF 5156 _ 955 6011 0-6-6 @ 3" O.C. TOTAL NAILS1 HF 3341 73$ 4077 _--_'— 0-6-11_.,_.___ . sPF 3506 726 4232 I —� ---- 0-6-10 -- _�_ I SYP I 4661 1393 15054 0-7-2 _- - - - I DF 5156 1262 6438• 0-6-13 i BOTTOM CHORD CHS p 3" O.C. HF , 3341 1104 4445 j--__^_— 0-7-5 T CrrAL NAILS) ^-SPF i 3506 1089 — 4595 _ --- 0-7-3 SYP 4661 1858 6519 _— 0-7-11 _ — 6 BOTTOM CHORD nF 6156 I 1710 6866 6 TOTAL3NAILS1 HF 1 3341 1472 4813 0-7-14~—_ sPF 5566 1452 4958 f -- — 0-7-12 _ :v FOR 2X10 BOTTOM CHORD USE 2X8 BOTTOM CHORD VALUES, 9" MINIMUM ! REEL HEIGHT BRG BLOCK TO BE SAME: :22 3/2" BLOC K SIZE, GRADE, S SPECIES AS EXISTING BOTTOM CHORD. APPLY TO ONE FACE OF TRUSS I I CASE 2 @�v i �6433 EXI'. 3-310 m¢,ro C10. I 12" BLOCK I fit` NOTES: q 1. USE LOWER OF TOP PLATE OF BEARING WALL OR BOTTOM CHORD OF TRUSS WOOD SPECIES. JUL 2011 2.THE END DISTANCE, EDGE DISTANCE; AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. NAILS DESIGNATED ARE (.131" DIAM. x 31 MINIMUM 4. FOR BEARINGS NOT NEARER THAN 3" TO THE END OF A MEMBER (CASE 2), THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.03 5. THE TABLE VALUE CAN BE DOUBLED FOR A 2-PLY TRUSS PROVIDED THAT THE LENGTH OF THE BLOCK IS T-O' 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 GREATER THAN 1,900,000 PSI OR NON -DENSE GRADE LUMBER. Page # i!'rIRNlNG • Verijy des(gnparamatars aiMltRab A'OY'l•S OX nkmw um T777 Greenback Lane suite 109 cam Heights. CA, 951 WON UPLIFT TOE -NAIL DETAK► ~ ? NOTES MIIISAC - 24. 1. TOE -NAILS SHALL. BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH AND STARTED 113 THE LENGTH OF THE -NAIL FROM THE MEMBER - 2. THE END. DISTANCE, EDGE D{STANCE; AN SPACLNG OF NAILS SHAL AS TO pV.01D UNUSUAL SPLITTING OF'Tfie WOPD. 0 3. Au6%4XBLE VALUE SHALL BE THE LE$SER VALUE OF THE BOTT OR TOP PLATE SPECIES FOR MEMBERS OF DIFFERENT SPECIES. SIDE VIEW / NEAR SIDE . FAR SIDE TOE -NAIL WITHDRAWAL VALUES PER NDS 2001 (Ib/nall) DIAM, m? DF HF SPF SPF-S 131 66.6 46.1 • 31.6 29.8 260 Z „�3$ 00.3 .47.5 32 8 30.7 20.9 S162. 72:3 57.0 39.1 38.8 2;1.1 of C9. .i26 531 41.8 �.7. 27.0 18.4 Z .131 54.3 448 29.3 2T.7 18.8 iq .148 61.4 4B.3 33.2 31.3 21.3 M E9 .120 45.9 35.2 24 23.4 15.9 O128 49.0 3B.6 26.5 4.0 17.b o .131 611 39.5 77.1 25.6 17.4 M A46• 55.8 .. 44.6 30.8 28.9 19.6 11/18/2004 }PAGE 1 MlTek industries, Inc. Western Division H THE MEMBER END AS SHOWN. L BE SUCH OM CHORD SPECIES - END VIEW VALUES SHOWN AR€ CAPACITY PER TOENAIL APPLICABLE DURATION OF LOAD INCREASES MAYBE APPLIED. EXAMP(3) -1fi �"I S (.16Z diam. X 3.5") WITH SPF SPECIES TOP PLATE For Wind DOL of 1.33: 3 (na ils) X 36.6.(lb/ fall) X 1.33 (DOL for wind)=146.81b Ivlaximum Allowable Uplift Reacton Due To Wind For Wind. DOL of 1.M 3 (nails) X 36.8 (lb/nafi) X 1.60 (DOL for wind)=176.61b Ma)3mum Aticwable Uplift Reaction Due To Wind if the uplift reaction specified on lice Truss Design m�anlcal uplift connection is mor6 tog 10.g lbmust be used.76.6 another USE (3) TOE -NABS ON 2x4 BEARING WALL USE (4) TOE -NAILS ON 26 BEARING WALL Pa e # 0 JUL 2 8 2011 tea, ,� .0 »ate �i� ��4� JWFOA9 - ,,,, on Acis. Thb design: s bosad only upon Owameieis shmm and k [bran bdhiduM buflding conipenani, (coroos jpiehts. m oiler 6Korpo attms dt coo npoPenl k rrspoy d hlnp detiQner-,wT irvu ded6ner. Bracing shown d the TOE -NAIL SINGLE SHEAR VALUES PER NDS 2001 (Ib/naiE) D1AM. SYP DF HF SPF SPFS .131 88.1 80.6 89.9 68.4 59.7 O 135 93.5 86.6 74.2 72.6 63.4 ' J 11 ;� .162 118,3 108,3 93.9 91.9 80,2 ai 0 z 128 84.1 76,9 66.7 65.3 57.D � .131 NA so.& 69.9 68.4 59.7 N .146 1D6.6 97.6 84.7 82-8 72.3 Cl) (9 .120 73.9 67,6 68.7 57.4 50.1 O .128 84.1 76.9 66.7 65.3 57.0 J c 131 88,1 80,6 1 69.9 68.4 59.7 148 106.6 97.6 84.7 82.8 72.3 LATERALTOE-NAIL DETAIL M11/S4C - 25 oo4 PAGE MITek Industries, Inc. Q NOTES: western Division 1. TOE -NAILS SHALL BE DRIVEN.AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2- THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS To, AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES FOR MEMBERS OF DIFFERENT SPECIES. SQUARE CUT SIDE VIEW SIDE VIEW (2X4, 2x6) 3 NAILS 21 ILS NEAR SIDE FTNEAR SIDE - -i FAR SIDE NEAR SIDE -1 FAR SIDE 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/nall) X 1.15 (DOL) = 317.0 lb Maximum Capacity JUL 2 8 2011 VIFWS qI-nWNARF FOR 45 DEGREE ANGLE BEVEL CUT SIDE VIEW (2x8, 2X4) 2 NAILS NEAR SIDE A4 NEAR SIDE 45.00' 3� SIDE VIEW 3 NAILS NEAR SIDE NEARSIDE NEAR SIDE Page # 11 WdItHIARi • 9a jfg �+'79n Adz artd RERD lJaY'E.S OJi 7YiQS AAID rA1GLDDRD JrQTffiC R£fSRENCE Pd6S AtQ?+78 BSFOItt f!S& M7 GIBmma LanE f)eaban valid for usa any with Mifek connectors. ihk des�rL k based ordy upon poramelers shown, and h (aon Individual bufktng component. SuRe }pg Hof ded�n paramenlera and mtorpwalron o! component h respoLidbiRly of buNdbg desfarret-not Was designer. SrachLg drown CWus He]gtds i;A, 9501, -- _'�i<+=to;.su ,.�pp_a�7��olb�e�AniL �Adc6Gono7'le�ir c&t3P6'U'tu'dR�te� t� y�ean(RuclioF1'is^lhreeLponsibBOiyof the •^,.v. ^TM•_m.•. •-..•• - -�.. ereda. Addi it orWi pennaent brodn8 0! Rre ovvaTfiifiuctuie 61he respornf661y 01 the'b�a Lg designer• For geneLdBLAdance regordng ..- _- lobdcatian, 4ualfly wntroL sioroge, dehrery, erecrsar, and bracing, corault AICSVIPIT Oua6y Glterla. DSB-tag and BCNI BuNdlnp Component Safety IMormapon available ham Truss Pbte indifute. 5133 D'Onotrio Dd+e. tJadlsor� Y71537i9. MARCH 12, 2009 WEB BRACING RECOMMENDATIONS ST-WEBBRACE Wrak Industries, Chesterfield, MO Page 1 Of 1 Li 0 00 0 00 D=a MiTek Industries, Inc, IWAXIdMUM TRUSS WEB FORCE (ibs.}(See note 7) BRACE BAYSRE 24"O.C. 418'o.C. 72" O,C. BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE A B a D A i B C D C D 10'-0" 1610 1886 IBM2828 •.,,;:hyy,>Z t':n, .. ,{�„AJC1 '' •,'.�,�� w:=1.;.:5"n�,a"%1`-�• -• kaD:; 1, :,++ �. �X�+' ,Y' S .4:A.;� �:++�r 12'-0' 1342 1572 1572 2358 ! `ym•; ti 3143 3143 4715 4715 7074 14 11150 1347 1347 2021 1� i•'Vy3 h�;Si,c1 :y- r '..,'.`,{�a:.!ryaxii.H4:s •�i.�4�:.-%,'`:'"Ni��.i:�'a'`•4 +i�4. !ZY y1.T:+,Y` '�h°'.=`.S''hT.Yy` _f..Y"'-x^'ii:ilt."/i-.. :KL :.?a`h.�::'i'•`��` _ 72 '"• Rk. ti:.itR:ri.:: I ..e.-4�>i �''v.•-?-i•cu:ka.'` -r. ;'.i a•3.Cy`^,�%`J�f';+F�:C'•,'. -'- inY3.`5C•>(�'•.^h,.:�-�':.tiew �.[:slc� 16-0' 1006 1179 1178 176E 2358 2358 3536 ;}�?•L;�,i:;f( :a- ,2=~ 18'-0' 894 1048 1048 1572 L Ott' :` w <.t .< 5 '>r; 3143 4715 K�v-.y�; INS W-0' 805 943 943 1414 1880 2829 A.•�v, rL�y^i?�'��•.'`—� r'``,r�,.'.?. 'Bay size shag be measured in between the centers of pairs of diagonals. GENERALNOTES TYPE BRACING MATERIALS 1. DIAGOHILLBRACM SRBOUWSONTRANSFERYHECUA ATWEIATERPLBRACEFORMNTOTHE ROOFANDTOR CELNG DWPHRAW. THE DIAPHRAGM ISTO BE DESIGNED RYA OUALFMD PROFESSIONAL 1 X 4 1ND. 45 SYP 2. THESECALCU AT10NS ARE BASED ON LATEIM BRACE CARRYNG MOFTHEMS FORCE. A •Op 3. DIAGC"WiACMGAMTERNlU=BEBAHESMr ANDGRADEORBSTER,ASTHEIATERALBRACE 1 X 4 A2 SR5 (OF, HF, SPF) MATERIAL, AND SNAIL BE INSTALLED IN SUCH AMANNER THAT IT NTSR&SOTS WEB MBIABERS ATAPPROX 45 DBGREESAND SHALL BE NAILED ATEACH END AND EACH NTERMEDIATETRUSS WITH 24d (0.131'7¢.6'1 FOR U4 BRACES, 2-10d (0.131'x 3'1 FOR 26 ard2t4 BRACES, AND 310d (0,1M-93-) FOR 2;S BRACES. 4. CC034EOTLATE RAL BRAE TO £ACHTTRss WITH z4AR(O.isrxe sy NAILS FOR III LATERAL BRACES, 2-10d (0,131'Yi'1 NAILS FOR 2d and 2N LATERAL BRACES, AND 3-I001(0.131'41 FOR 2 C LATERALBnACES. B 2X3#3,ST0,0ONS'T(SPF,1)F,HF,ORSYP) 5. LATERAL BRACESHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEASTONETRUSS SPACE FOR COMN4l2TY. a. FOR ADD1T10NALC4lRDANCE REGARDBiG DESION AND 145TALLATIONOFBRACNG, CONSULT C 2 X 4 A3, STD, CONST (SPF, DF, HF, Oft SYP) PCR�aNNanl BUTOGOOO PRACTICE FOR FOmLNGPP AT5001AND BOSI 44CE WOOD TRUSSES,JOARLY PRODUCED BY WOOD TRUSS COUNCIL Or AMERICA and TRUSS PATE NSTT AITE wUvr,�dUCytOiq aMmnvtpOrsLag D 2 X B 83 OR BETTER (SPF, OF, HF, OR SYP) T. R£FERTO SPELYF (MUSS DESKIN DRAW MG FOR WEBMENSER FORCE S. TABULATED VALUESARE RASED ON A DOL.. 1.16 FOR STABIILIZERS_ FOR ASPACMe OF 24' Of., ONLY MITEKSTASLMA'FPUSSBRACING SYSTER.S CANOE SUSIVTnUTED FOR TYPE& 8, CAS D BRACING MATERIAL. DIAGONAL BRACMG FOR STAfIUIZERS ARE W eE PROVIDEDAT SAYSIZE MDICATEDA SOVE WHErff DWPHRAI3A MLAONG S REOIISRED AT PITCH RFM4 ,STAIR.f2ERSMAYSEREPLFCEOWTHVIDODBLOCK0. S MEE'STABIL�R' TPdSS SR4CO4e 04$TAt1AnCN GUIDE AND PRWUCTSPECFKd.TON. CONTINUOUS LATERAL RESTT.ALNT 2-rod NAILS (SEE NOTE 4) 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. Page # 12] T-BRACE AND L-BRACE � (hill/SAC - 23 � 8rz71�004 Nalling pattem L-Brace . Nall 517_6. mail Spacing 1x4 or B 10d (0.148X31 81 o.c. 2A 0, or 8 16d(a.162X31/21 w ox. Note: Nall along entire length of L-Brace OTT -Brace (On Two -Plies Nall to. Both Piles) Wee Nails k • t � SPAciNG k t A . ,JUL 2 8 2011 Mrrek Indust im., Inc. Western Dlvielon L-Braae or T-Brace Size for One_0� Truss Specified Contlnwa s go". Of Lateral Brabing Web Slze 1 2 2x3 "or 2x4 1 X4 2A 2X6 1x8 2X6 2x8 2x8 *"* DIRECT 8UB8TI"ON NOT APUCABLE. SeaBon Detsh Nails Naga Web Yr� Web L-Brace T-Brace L-BRACE orT-BRACE T-Brpos or 1-13race Size for Two -Ply Truss Specified Continuous Rows of Lateral Bricing Web Size 1 2 -Braes '24 or 2x4 2x4 2X4 2xs 2x6 2xa 2x8 2xB 2x8 NaEEs.` 1E3d (0.148X3') d(,,19" a.c. Web I -Brace NallsSam DBW - Note: t . L-Bracing or T-Bracing to be used when continuous lateral bracing Is impracfical. 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. jPage # '! 3 VALLEY TRUS& �-ETAIL N�t�/S;4C - 19 4r2s2ooa PAGE 10 2 LIVE.LOAD = 60 PSF{MAX) MrTek Indimtr}e% Inc. R DEAD LOAD ="36 P5F (MfkX) Wdstern Dkftion i ; • 95 MO WIN S.' NOTE: VALLEY STUD SPACING NOT •CiABLE•END COMNiONTRUS5 g� MPH WIND S�PCEL), 3 SECOND GUST :OR 61RO.EkTRi\I,tS\s TO EXCEED 48- O.C. SPACING .-.—u -- x---11 -- u---'x -- 11_--1 --'ll--- Ii 1 u ii a tt u x ° n ii it p . II U q• ti � � 11 4 n x 1 d it � Il iI� 1. t� a BASE TRUSSES VALLEY TRUSS TYPICAL TYPICAL (24° O.C. ) ( 24" O,C. ) L_U LL: VALLEY TRUSS TYPICAL GABLE END, COMMON TRUSS • r idea n r i OR GIRDER YRl I.RR BEVEL VALLEY TOE -{MAIL VALLEY TO TRUSS BASE TRLt$S W/ TOE NAILS. � TOE - NAIL VALLEY TO BA$E TRUSS W1 (2) MIN) TOE (MAILS ATTACH 2x6 0"Nomc% No 2•SPF TO TFiE FACE OF TF (.131 "X3,0° MIN). NAI TRUSS BELOW VALLEY Tf M RESTS ON Zit& DETAIL A DETAIL 8 (BASE TRUSSES SHEATHED) (Ciktki R THAN 3/12 PITCH) ATTACH BE P-LED V4-CONTINOUS NO:P' OF T6 tH� DACE OF THE ROOF W! 910.{,13`',0' M!N} NAILS INTO EACH TRUSS SI.OI�! aTTACW'VX.LEY Ta. 13 EVEIERc4: W! TOE NAL(:s T3ETAIL C TOE - NAIL VALLEY TO (GE FFWTME R THAN 3r12 PITCH BASE TRUSS W1 LESS THAN 6112 PITCH) (2,) (A31'X-3:(rMIN) TOE NAILS o NOTES: i JUL 2 8 1. SPAN OF VALLEY TRUSS SHALL BE LIMITED TO 30 M X AND PITCH BETWEEN 2- 602, 2. PROVIDE LATERAL SUPAORT FOR TOP CHORD OF BASE TRUSS WITH SHEATHWG ( BY OTHERS) 3. MAX WEB LENGTN WITHOUT MACE (6'41 WITH BRACE (12'-6"} 4, IF TOP CHORD LATERAL BRACING REQUIRED IS LESS THAN SPAC4t4Q OF VALLEY.TRUSSES (24" O.C.f THAN ADDITIONAL_ 2X4 BRACING IS Rmumb. 5. LATERAL BRACING SHALL BE NAILED W/MIN 2 1 Od NAILS. e Sune 76B CH— Heights. CA, rat wplcy 4711e1W, we-ny onp scsn BxtWutO CtivlPoliellt W153719. tRAWfi VALLEY TRUSS DETAIL Mill'SAC - 19 4/26/2004 PAGE 2 OF 2 BEVEL VALLEY TRUSS BEVEL VALLEY TRUSS• TOE - NAIL VALLEY TO SECURE VALLEY TRUSS BASE TRUSS W/ W/ USP RT7 OR (2) 16d TOENAILS EQUIVALENT DETAIL D (NO SHEATHING) DETAIL E (NO SHEATHING) twit t etc tnaaszries, inc. Westem Division NOTES: FOR CONNECTION OF VALLEY TRUSSES TO BASE TRUSS USING DETAIL D OR DETAIL E. 1. SPACING OF LATERAL BRACING REQUIRED ON TOP CHORD OF BASE TRUSS SHALL BE LARGER THANTHE-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. G Page # 1 w JUL 2 8 2an T7TT C�reenhacic l..siro Stile 7 DA _ - _. CANS FIe�h1s. C0., 956tMASS the PURLIN GABLE' DETAIL MII1SAC " 12 719512005 PAGE 4 OF 4 iffek Industries, Inc. THE PURUN GABI E TO �� BE LAID ON TOP O THE HIP TRUSSES AND G� ATTACHED WHERE IT HAS J�N1, CONTACT WITH THE Q TRUSSES BELOW. SEE DETAIL 0 2 SEE DETAIL # JACKS SEE SHEET 2 OF 2 FOR ALL DETAILS e votjy deslgnparmnab?rc use o*wgh 1.4fek cmUW Weplzm DMsion STUD SPACING ON PURUN GABLE TO BE LESS TpHA}N� OR EQUAL TO'THE ON THE GIRDER OR HIP YRJSS CING z- 5VA 3x5 3X5 ALL PLATES TO BE 2x4 UNLESS OTHERWISE NOTED TYPICAL TURLIN GABLE" DRAWING OR EACH INDIVIDUAL TRUSS SEE DETAIL #3 rn t•- Z O O 0 a = IL Page # 161 a„ d 1; for on h&AWol Wkrm Beni. dg!ner- no! kua dedan� &ddng mown eckucllan[cs_AQt�sSb�Qh.ot ihe� - JUL 2 8 2011 DI q.ohk. ck 95B1 FURL6N GABLE DETAIL 16d NAILS 6" O.C. ATTACH 2x LEDGER TO FLAT TOP CHORD WITH 2 ROWS OF 10d NAILS (.131" DIAM. x 3") SPACED 9" O.C. GIRDER CIP QJ� DETAIL #2 "PURLIN GABLE aF THE LONER TRUS ON TRUSS TOP CHORD DETAIL #4 IIfSAG > 12 7I15I2005 PAGE 2 OF 4 MITek 16dustiles, Inc. Western Division 16d SINKER OR 16d BOX 0.C. SPACING BY OTHERS TRUSSATOF-THE SE F HEE PURLIN ' Qq gg.LE IS DROPPED LESS THEN ALL THE OTHER TRUSSES. THE'DO TOM EDGE ALMS WWITH THE LEFT J �� TRUSS e� FACE OF THIS TRUSS AND BEARS ON TOP. ' dL AIL #1 APEX — — O x a v u- LL DETAIL #3 IMPORTANT NOTE: ALL CONNECTION NAILING SHALL NOT SPLIT ANY LUMSER QN Tftg Am AQX W= 81 Page # 17 elghls, CA, 856tt� PURLIN. GABLE DETAIL M111S C m 12 7/95/20D5 PAGE 3 OF 4 JA B) PURLIN wABN�ili • iar{hr dealgn peexgne4ets m`dRS6n ��u��m�y�ponb�Hutnk eclos. d� - ... - era suamd:-a w an I'll industries, Inc. WIA"m Ohriston PURLIN GABLE =R OR 4 6d BOX ::ING BY OTHERS Ut••t . l-L 41 .. Zj•'u F--FL "MIN 16d SINKER OR 96d BOX O.C. SPACING BY OTHERS HIP SET TRUSS JUL 2 8 2011 She f0 Lane ' ` � �us'yetd,ts, CA, apt PURLIN GABLE DETAIL ��BfS�Id - 12 7/15/2005 PAGE 4 OF 4 16d SINKER OR 16d BOX. TYPICAL PURLFN GABLE LAST Mtn DIVIW6 hips Inc. RIDGE BLOCKING FIRST COMMON 2% BLOCKIN W/,CONNECTIONS W/FRAMING CONNECTORS BY OTHERS 2-0-0 MAX I� DETAIL#3 SCJPP�L. ET 12 TIGHTLY SET JOINT F�g 0 I PURLIN GABLE I^ D ETA IL 4+ASUPPL. O ROOF SHEATHING AND DIAPHRAGM ��2 / NAILING BY OTHER.% I HIP SET ROOF SHEATHING BY OTHERS HIP SET TRUSS PULIN GABLE HIP ®E°TA1 L ##4A ' S Page # 19 :'JUL 2 8 2011 codxniwo • der-Qea}gii pmmnetits uaQ&E6D noses oNYJnS/llal 7lCGSCQfEIY d7R&ICSEPSNE E PlioS do-a•9493 9I9Pv]iS US& 7iL/ s;reeeLa'�k l.ano i �veBd u w)1(i,A9fekepmeelas des�g k .. onlyupor�pcgoine k.l lndlvid�ml d t..B �StmeBS Ct- w:a .. B 1m5 atici' . � � done po � bu �-not ku� n6G B� r we�;sss onty: A i t eomhuetlmenq he, 6roitish1ia10is�+^— • oT_ ewlcgY - c lho W bf8 ha-t... .. eeiseitlE nG mem[dine _...-- �•:...z:' =r - - -••-;- STANDARD GABLE END DETAIL M111SAC w 20 4/27/2004 PAGE 1 OF 2 -*DIAGONAL OR L -BRACING REFER TO TABLE BELOW SEE PAGE 2!2 FOR —ALTERNATE BRACING DETAIL — 1X40R2X8UV) VARIES TO COM. 22 TRUSS CONT i rKr— ERTICAL STUD TYPICAL 2x4 L -BRACE NAILED C M TO 2x4 VERTICALS W18d NAILS SPACED AT 8" O.C. LOADINt(p o SOKd*G 2-0-0 TCLL 50.0 Plates Increase 1.15 TCDL 10.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress In YES BCDL 10.0 Code IBC/IRC TOP CHORD 2 X 4 DFL/SPFIHF - ND.2 BOT CHORD 2 X 4 DFL/SPF/HF - STUD/STD OTHERS 2 X 4 DFUSPF/HF - STUD/STD Ml I OK Inaustnes, Inc. Western Division SHEATHING (BY OTHERS 3 112" 11 1/2" �- 2X4 LATERAL.BRACING NOTCH AT AS REQUIRED PER TABLE BELOW 24" O.C. (MIN.) TOP CHORD NOTCH DETAIL 3x5 = END WALL %GID CEILING MATERIAL DETAIL A LATERAL BRACING NAILING SCHEDULE VERT. HEIGHT # OF NAIL&ATEND UP TO 7'-0" 2 OVER 8'-6" 4 -- 16d MAXIMUM VERTICAL STUD HEIGHT SPACING OF VERTICALS WITHQUT BRACE WITH LATERAL BRACE WITI-IL-PRACKJ 12 INCH O.C. 6=7-0- 3- -0 1 -0-0 16 CO.C. - 24 INCH O.C. - - C04M33 E*. 341-13 CIVIC. � 'OFCA 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 INDMDUALTRUSS 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 TOP CHORD NOTCHING NOTES 1)114E GABLE MUST BE FULLY SHEATHED WIRIGID 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 IUD NAILS SPACED AT 6" O.C. IF STUDS ARE SPACED AT 24" O.C. AND FACE OFTRUSS IS NOT FULLY SHEATHED, 2) NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. 3) LUMBER MUST MEET OR EXCEED VISUAL GRADE#2 LUh r=R AFTER NOTCHING Pa e # 20 4) NO NOTCHING IS PERMITTED WITHIN 2XTHE OVERHANG LENGTH. Continued an page 2 0 WRRAmV6. 4et j(g n Parameters msd D&AD NUS ON ZRW AND D=MED CEEY�E &NM PAGE IM 7473 BEFORE, UBE. 77i7 Gnseabai Deegn void far use orb wllh WJek connectors, ft design h based a* upon paramelan shown, and h lot an IndwHual bddng COrnOwleM, t toe 30cob* Of design pmari�enlen and pn>p bcarporaIIDn Of epn�oonani h retpondbfAiy of building deslgn¢r-not buss designer. flrvaing shown ohm Heights, h nr (tli of dsdlNdual web rrembess ordy. hddllf?nal lan,poibry bractsg to kssue dabl6ly du,ing Oonsisuclhm h the resyornlf>764y of the '$41' ` '•...'".6'eicClfiP`A�d9F"p�sr�e�kaehsDot fhe-ovesaSglase4ale§•! . dedsn�rieeSss�rcalgW�Ocam+g�.digq -:_ _ .M. _. -.=inn �..u,.�Fvo-�rt-�,sn.�ttw•uR--�--.1.1....-{..w'- `�a'llafta,•�.f.t=.Al4r^r-•IAA.-wce�ao-..ci�cl�•pR'-C.A:11..-!`.:w....:w-..I •' ..•sa�+�tr u.. JUL 2 E 2011 STANDARD GABLE END DETAIL bill/SAC - 20 4/27/2004 PAGE 2 OF 2 2-10d (n'P) SIMPSON A34 OR EQUIVALENT LEDGER-----' 2X4 No. 2 OR BTR GABLE ENDS 6`-3" MAX TO BEARING WALL 4— 1Ua NAILS M1114. ,rLTVVVVU Z>MtAI VI1Nlj TO 2X4 STD. DF-L BLOCK 2X4 BLOCK S r JDQR BTR SPACED @ 5'-0" O.C. 112X4 SHAL E PROVIDED AT EACH END OF BRAG EXCEPT FOR BRACE EXTENDED STRONGBACK INTO E CHORDS & CONNECTED TO 2X4 No. 2 OR BTR CHOF DS W/ 4-10d NAILS. MAX NGTH = T-0" STANDARD TRUSSES SPACED @ 24" O.C. AL%EI.NA'i4C1NC DETAIL NOTES 1)2X4 NO.2 OR BTR. FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH 101) NAILS @ 6" O.C. 2)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-W. UNLESS OTHERWISE SPECIFIED BY PROJECT ENG. OR QUALIFIED BUILDING DESIGNER. 2. MAXIMUM PANEL LENGTH ON TOP AND BOT, CHORDS = 7'4' 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. L4dR11�. 4sr(j§.doi�npoveimeEers nndltFdO N078l1 ONTlaS NJD ARY.IIASD d4�S 9 ,a �r ",s„e,Ansan ended arooer ineoioo�allon o1 cdomoonup-enl b TPes�p 'onsibM d! Page # 29 A opts Vr.L 17777 Gmanbat* Lana �� nl m s 109 Ckit7 a Helphls. CA, 45 of the Plate irotgule, 23 D OMWO brave. Modbok 'ki- .PLAG .... A MiSS-ING STUP.0-N A,GAB-LE TRUSS M111SAC-27 il4/1812Uo4 P?NGEI ' Mrrqk fn4swes, Wr- IsW ONLY FOR- ORIGINAL 1, THIS I$ A SFECIFIC RF-f-A3R. PEtAIL TO'BE U rm. . , . .. . . .... . 'tt*.F 14 OR kr -NRT ig ilik 'm fka*Ni* p. P. MON OF El .3 -T R-DOES R4,... TO y L'bt INSP -'M T -02 & -W'.A)k Arm QED U-REY. WHEN 7f," RW!J-. A F. WPOL-FIAT ERATHt-*WWELL 0tb'ApABL-� PPORTI 09. sU NG D _11 * �MIMM T( 2 AlL- kF'- A -� '. ' 0. 1 rwii A-M ),w . om.Gljo.L.p6srnoNs@F,.FpRE 'bW OV*k AJ -DOMNpA —EP R. ;jpI A E PPLIC 3. -9E 9 4. ENDED • TO9 5. THIS ONLY. REPLACE MISSING WEB WITH A NEW MEMBER OF THE SAME ATTACH B"?( 1 2X 7116" O.S.B.OR PLYWOOD -(APA RATED SHEATHING 24116 EKPOSVRE 1) (MIN) TO THE INSIDE FACE OP TRUSS VV n-.':;FIVE 6d f4AlLS-(,113" X 2.n INTO EACH MEMBER (TOTAL 10 NAILS PER GUSSET) THE• OUTSIDE. FACE OF lliE GABLE MUST BE SHEATHED wrm (MIN) 71w b.s.s OR-PLmoOD. SEE MITEK STANDARD GABLE END DETAILS 'FOR WIND BRACING REQUIREMENTS. TRUSS OlklTERIA LOADING ; 40-40-7040 (MAX) LOAD. DURAtION FACTOR: 1.15 $F.AQ!N9: 24 O.D. (MAX) TOP OHORa: 4 4 OR 2X 6 (NO 2 MIN) BEARING : CD SlUD'SPACING 24"O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN I FOR PLATE S.&S AND LUMBER OWES IPage # 22 the COMMON JUL 2 8 2011 R.EPAIR A BROKEN STUD ON A GABLE TRUSS M11/SAC - 28 11/18i20D4 PAGE 1 • �p�g ® 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 WSP.ECTED TO VERIFYTHAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ME PROPERLY APPLIED, THE TRUSS WILLL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEt4ER6 MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE ENE) DISTANCE; EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPL1TnNG OF THE WOOD. 4. WHEN NAIUNG SCABS OR GUSSETS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO -AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES, 5, THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY, SCAB LUMBER SHOULD BE OF THE SAME SIZE, GRADE, AND SPECIES AS THE ORIGINAL ATTACH 2X 4X FULL HEIGHT SCAB TO THE INSIDE FACE OFTRUSS WITH TWO ROWS OF 10d NAILS (.121Y'MIN X T) SPACED 6" O.C. AND A CLUSTER OF THREE NAILS INTO THE TOP AND BOTTOM CHORDS THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/ (MIN) 7/16 O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. TRUSS CRITERIA LOADING : 4000-0-10 (MAX) DURATION FACTOR :1.15 SPACING: 24" TOP CHORD: 2X 4 OR 2X 6 (NO 2 MIN) PITCH :.3112 -12/12 BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) REFER TO INDNIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Pa e # 23 s waxMmt • vr•Ug clesryn yn.+mnelnrk m,3xsen AD2L8 ox uas.t�x u�ansa a�sssxcs raG� rmd �a�a. ar,.eoax ae$, nsign vdd far me c* %ft j&ek connedom Thi dedgh k based only upon plan shown and k ba on bidhAdtxd buffing component. PFZ=bMy of dedgn pmor�tdrss and proper kroaporaBon d cosnpanent k iesporrslbt0ly d bW ing dss nw- nd bua dadgnar. Bmdng drown hr lo4erd suooaal d web members orb. AdrNlpnd temporary bracing to insure aldb�ly • . oanctnrdlDrr h 1he rnsponsmglly d the 24" MAX COMMON JUL 2.8 2011 CA. j�EpAIR i0 REMOVE GENTER MIUSAC .29 11/18/2004 PAGE 1 $TU:4.O A GABLE TRUSS Westem Division 1. THIS IS A SPECIFIGREPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION'. THIS REPAIR DOES NOT IMPi YTHAT THE REMAINING PoFmON _ OF THE TR•i1SS IS UNDAMAGED, THE ENTIRE TRUSS SHALL BE INSPECTED.TQ VERIFY -THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIR$ ARE pRoPERLYAPPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBER$ 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 SUGH AS Ib AVOID SPITTING OF THE WOOD. 4. LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. S. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES 1N THE ZX ORIENTATION ONLY. 6. CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. *MAXIMUM STUD SPACING = 2r O.C. L.WBER TO BE CUT CLEANLY AND ACCURATELY, No PLATES ARE TO -BE DISTURBED. NO REPAIR NEEDED. THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/SEE MITEK STANDARD GABLE END DETAILS OR WIND BRAG NG REQUIREMENTS, PLYWOOD. IMPORTANT This repair to be used only with trusses (spans less than 50) spaced 24" o.c. maximum; having pitches between 3112 and 12J12, total top chord loads less than 50 psf and maximum wind speeds of 100 mph. Trusses not fitting these criteria should be examined Ind'nridually. TRUSS CRITERIA LOADING: 40-10-0-10 (MAX) DURATION FACTOR :1.15 SPACING : 24e MAXIMUM TOP CHORD: 2X 4 OR 2X 6 (NO 2 MIN) P#CH : 3/12 -12/12 BEARING: CONTINUOUS STUD SPACING :24e O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES e W88I .= • pertV jajZBn paMnetms and MV Ma= oN Appf�lY9rdso '�Mek:eonneclbmftdesign Isl� leis and proper McorP=H= ar S _ ._ " .tskcicl®af�`pp�si:�P�s__�Y�er_sns-onifc�'.�.ddil�sna6l� erecfoi. AddUialwi p��l adrsg oi'ifie'ovemU dri�dwe BI taSton, gva6ly esNmL domge, deUrmy. ereelbn and htodn seleb Inlermatbn avoUoble hom inns Ma}e kslULle, 593 D'Onal�{ and gas fm component. 24" MAX COMMON & Lane CA, 951 REPAA f`O NOTCH 2X6 TO•P �ilf1SAC - 30 11118/2004 PAGE 1 CHORD ON A GABLE-'TRU.SS - rvn ran nwuauaoq nn:. Western Division 1. THIS i5 A SPECIFIC -REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTIQN. THIS REPAIR DOES• NOT IMPLY "THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED, THE ENTIRI: 7RU$5 SHALL BE INSPECTED TO VERIFY THAT N&FURTHER REPAIRSAARE REQUIRtl). WHEN THE REQUIRED RLIPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL: BE CAPABLE OF SUPPORTING THE.LOAD5 INDICATEb.. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND. HELD IN PLACE DURING APPUCATION OF REPAIR. 3. Tk END DISTANCE, EDGE DISTANCE, AND SPACING.OF NAILS SHALL BE 5t1CH 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 1 112" NOTCH IN TOP CHORD 24" O.C. AS SHOWN *MAXIMUM STUD SPACING = 24" O.C. LUMBER TO BE CUT CLEANLY AND ACCURATELY, NO PLATES ARE TO BE DISTURBED, NO REPAIR NEEDED. in rn - 0 12" 24' MAX DAL i �= ykaOG THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED WI (MIN) 7116" O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. IMPORTANT This repair to be used only with trusses (spans less than 50') spaced 24' o.c. maximum, having phches between 3/12 and 12.1i2, total top chord loads less than 50 psf and maximum vrind speeds of 100 mph. Trusses not fitting'these ci sla should be examined indlvldually, TRUSS CRITERIA �ER3.� LOADING: 40-10-0-10 q#X) DURATION FACTOR :1.15 +�{t SPACING: 24" MAMMUM TOP CHORD: 2X 6 (NO 2 MIN) C0464M PITCH: 3/12 -12112 IMP. $-31_13 BEARING: CONTINUOUS STUD SPACING 24° O.C. (MAX) CMSs� REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Pa e # 25 e JUL 2 8 2011 0 masNDda. Par'l1y deitgrcparmnctarianGREsb JJ07SS ON?lII9 A)1ID IIJC7:Ol�H'D imgx RSFEItPNCE PA081�949'3 AEpb19S DSE. Sul � 7� �. . o'eOan volld for use only with Wak contractors. Thk deslsn k hosed a+� upon potarneten drown aril b for an lndMdud bulldh�g compurienL Appll=bOfyof design , ers and Proper 4rcwpffiarbn d k responslb>flly d twjkhng d rser -not truss . 9!aetit9 drown is for bieralawari of �web.nemberc only. Addlrcttrd lemparory brochfg to 4aure slabiBy dr+dng eonsitrrctlon$ the fespearslblgiY oI'the [�tsrs Helphts. CA 1356t :,.ar�eiar✓_AadMonar ara►rmoa snrerwa -Ihe:btu_ny�a,_a,�g�r,WgenwofauTdonaerBg +g ,a....,�,.... . - .. _.IdWlc6ilon:9u?ay'eonhoi slot?B�s deEWery.'ereellah'tmd'bia&tg:�7uVr1"ANL9PfPn'au�IryCritetinrASB-BF`aail-BGirB--Bultdlri9 �omponrnt.-..• w••.•""'-:� j. �"""'^' i.a.h, rBson VA 53719, 1 Ir t REPA-1R- T0. N aTGH..2X4 TOP M11/SAG - 31 11118/2D04 PAGE 1 CHP D ON A GABLE TRUSS Wok Industries, Inc. Q 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 SPLrMNG OF THE WOOD. 4. LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED, S. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE ZX ORIENTATION ONLY. S. CONNECTOR PLATES MUST. BE FULLY IMBEDDED AND UNDISTURBED. LUMBER TO BE CUT CLEANLY AND ACCURATELY, NO PLATES ARE TO BE DISTURBED. APPLY 2X4 NO.2 SCAB TO ONE FACE OF TOP CHORD OF TRUSS WITH CONSTRUCTION QUALITY ADHESIVE AND 1 ROW OF 10d j3- X 0.131-) NAILS SPACED 6" O.C. * MAXIMUM STUD SPACING = 24" O.C. THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W1(MIN) 7116" O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. IMPORTANT This repair to be used only with trusses (spans less than 501) spaced 24" mc, maximum, having pitches between 3112 and 12112, total top chord loads less than 50 psf and maximum wind speeds of 100 mph. Trusses not fitting these criteria should be examined individually. TRUSS CRITERIA LOADING: 40-1 "-10 (MAX) DURATION FACTOR :1.15 SPACING: 24" MAXIMUM TOP CHORD: 2X 4 (NO 2 MIN) PITCH: 21112 -12112 BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) REFER TO INDMDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES ' � S9/llpIDJQ • ysi jrp �f9+� Fa+'a Design valid for oce C-* MO M ak App4cab�ly of dwr or Zramn wadar, Ad Ibnol permRant hra fahtkalbn gwfiY eonlrcL clorag¢ Se9ely I"}ormoAen ava9obte from U Page # 2S C m,41MO NO7B5 DNT�6XAD WCLimSD hLlEi[S6F6RFdJL'EIHC6 7478 R66D8S O8$. and STANDARD REPAIR DETAIL 25% Mll/SAC — 21A 5/3/2004 PAGE 1 S. w64M EXP. 3-31-13 MiTek Industries, Inc. Western Division OTAL NUMBER Of MAXIMUM FORCE (lbs) 25% LOAD DURATION NAIL8- EACH SIDE I SIYP DF SPF HJJF OF BREAK e INCHES . 2x4 2x6 2x4 ! 2x6 2x4 2x6 I 2x4 i ?x6 1 14 ! 21 ! 24" 224D 3360 2065 3097 1750 2625 1785 2677 # 18 27 30" 2880 4320 i 2655 3982 2250 3375 2295 i 3442 ! 22 33 36" 352D 5280 3245 4867 2750 4125 2806 1 4207 I 26 39 42' 4160 6240 3835 5752 3250 4875 1 3315 i 4972 1 30 1 45 48 4800 7200 4425 6637 3750 6625 3825 5737 • UIV lut tUUALLY VHUNT AND BACK ATTACH 2x_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS (CENTER ON BREAK OR SPLICE) W/CONSTRUCTION QUALITY ADHESIVE AND 1 Od NAILS (TWO ROWS FOR 2.4, THREE ROWS FOR 24) SPACED 6"oe STAGGERED AS SHOWN.(.148"dia. x T5 g THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12". (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L=(2)X+C JUL 282011 x BREAK IOd NAILS NEAR SIDE ' Page # 27 +10d NAILS FAR SIDE MAN .••'•. 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 NAIUNG 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. S. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE QROK6N MEMBERS, JL WAX-- • Pcf•tfy ddAgn. paramesers oad RERC N09'ES OX 7iIS dFm INCLrlD'ED �IIi'F8 REFSBENCS PnCR Lln•74f8 BEFORE rma (777i Greenback La n,ld for kris ways vAlh bMei eonnecton. This design Is baked oMy upon Perameters shown• and 1; [or On lndiWduol buAdine �Ornyvnenl. 11 Suite 109 a Forlalerdivpp i iduotParomen weDnmemti s NonN�. Add�6onal n of I 'li,..,. • Po�s !Y bk ng designer--Uruss designer. &--g shown ! CROWHeights. CA, corsull AItSI/rpn QboBly Cr1IcAa, DSB-89 kas! BCSIt Buildlnp toonm} I*tea Ddve, Mksdison. W7 5371 P. FALB:U3TT®M CH6RcD FILL.PER DETAIL Ml11SAC - 1 3/10/20D4 PAGE 1 TRUSS BOTTOM CHORD BRACED PER MAIN TRUSS ENGINEERING BRACING SPECIFICAI ` ALT. BEARWG FILLER BOTTOM CHORD 2X4 NO2 OR BETTER LU E� FILLER BC MAY BE SPLICED WITH 3x4 1Z M20 PLATES OR WITH 2X4 NO2 Z4r LONG 4V TYP SCAB, CENTERED A90UT THE SPLICE, NAILED TO ONE FACE Wl(.131-XB.fr MIN) NAILS @ 4" O.C., 2 ROWS. MITek Indpstries, Inc. Western Division MAX 3-" EXTENSION 4X4 M20 PLATES (TYP) OR ALTERNATE CONNECT Wl 2-10d COMMONS (TYP) FILLER VERTICALST.UP. ... 2X4 STD OR BETTER LUMBER NOTES: 1) FOR LUMBER SIZE AND GRADE, AND FOR PLATES TYPE AND SIZE AT EACH JOINT REFER TO MAIN TRUSS ENGINEERING DESIGN. 2) LOADING: FOR TOP CHORD SEE MAIN TRUSS ENGINEERING DESIGN. BOTTOM CHORD LOADS: LIVE = 0 PSF; DEAD: =10 PSF 3) TRUSS SPACING = 24° Q.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. g ,Erg S. r� C046433 Page # 28 EXP. 3'3I— JUL -2 89 2011 , civ r W6dAdtl(f • 9ertjy desfyprtparantafera add 7i&AD fA98S ost 7ffi8 dRD LVCL7!➢RlA MI7SSR7CFTfCBNOB Pd� IdlF7493 SEAORE II8E TT77 Caseadback Lsne Dodo va for use poly w3h NOtek =nnedars.'Tbls dm4p k breed o* upon pofotr�lam sfioWm and k for qn Wdvk saf bulmng eomponenf. tOB x ^'I..wI J..eL.w w.....w...wlw.: n...f .......a•6......w..-.11......f swi Awel....w._ w I..w. An.iw..wr Y...:A..:..{..a.... . �..Ys Heighle,%q filet OVERHANG REMOVAL DETAIL MIIISAC - 5G 1216/2OD5 PAGE I TRUSS CRITERIA: WADING: 25-1.8-0-10 PAX) DUR-KnO FACTdR:1.15/1.26 rill SPACING: 140 0.0. SOA TbO'bk6RD: ' 2A OR W - HEEL HO 0-jiT:' STANDARD HEEL UP TO 12' ENERGY HEEL Eib'15EARING CONN11ON Truises 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 West6m Diiifsbn JUL 2 8 2011 m SCAS APPLIED OVERHANGS MIIISAG - 5 3/25/2004 PAGE 1 IfY r cn-rtrY11pti11GS1 1FFG. Ion TRUSS CRITERIA: LOADING: 40-14-0-10 DURATION FACTOR:1.15 SPACING: 24n Q.C. TOP CHORD: 2x4 OR W HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL ENO BEARING CONDITION Trusses riot ftfting these criteria should be examined ind'nMually. NOTES: 1. THIS DETAIL IS FOR TRUSSES BUILT WITHOUT AN OVERHANG. THIS DETAIL IS -NOT TO BE USED WHEN OVERHANG HAS SEEN BROKEN OFF. 2. ATTACH 2x SCAB SAME LU, MBEt SIZE AND GRADE AS TOP CHORD TO ONE FACE OF TRUSS WITH TWO ROWS OF (0.131"X3") NAILS SPACED @.611 O.G. 3. THE END DISTANCE, EDGE. DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLrT NNG OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OFA BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 12 2-12 [�� e .d=" Mf= ON TItJS 6ND DPCCGGTsD ertT81CICIeFStrP.NCSPdttn iffiiT4Y$ )2k1RiR8 V= 1an:.I* design h bsaed q* upon pataenet�y'.¢roHnt, and It lar an 61.fivlavdl buDd3ng Fs eft0 epmtM6b..cA hcrnp=mn','�irtesporaTaft ¢� ner.-:ao6 dcat!gssar..5mcfig Shawn.. bAis ally: Add9lpnd lemporgry'6svc�InH%e 1obINY dB ri1Fllip.rpsAdiss7Fi�py of Ihe'- Ihe avera9 sinlature k the reapony or file butldUsg'desienar. For genera) gFBdaasca hrperdhsg y, en5dtols end badrs0 eoFnuB ANS{/iMt Que.My W6da, M49 and =21 Wadding Component • • I • , / • I , I • • I I , : I I • • 73 I. I I • I I I I • I I • I • GENERAL NOTES NOTES GENERALES HOISTING AND PLACEMENT OF TRUSS BUNDLES STEPS TO SETTING TRUSSES RESTRAINT & BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES Trusses are not marked in any way to identify the Los trusses no estan marcados de ningdn modo que RECOMENDACIONES PARA LEVANTAR PA UETES DE TRUSSES Q LAS MEDIDAS DE LA INSTALACION DE LOS TRUSSES RESTRICCION Y ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 frequency or location of temporary lateral restraint identifique/afrecuenciao/ocalizadinderestaccidnlateral DON'T overload the crane. Q 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 10' 3 m) or Diagonal bracing Repeat diagonal bracing Refer to 15' �4.6 m)* every 15 truss spaces 30' and diagonal bracing. Follow the recommendations yarriostre diagonal temporales. Use las recomendaciones for handling, installing and temporary restraining de manejo, instalacidn, restriccidn yarriostre temporal de NO sobrecargue la grua. trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal BCSI-B7*** for more (9.1 m) max. and bracing of trusses. Refer to SCSI - Guide to los trusses. Vea el folleto BCSI-Guia de Buena PraCtlCa bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five information. Good Practice for Handling, InstallinD Restraining para el Manejo. Instalad6n. Restriccidn I,Atnostre de los (D NEVER use banding to lift a bundle. trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see Vea el resumen BCSI-B7*** & Bracingof Metal Plate Connected Wood Trusses de Madera Conectados con Placas de Metal*** for detailed information. informacidn mas detallada. NUNCA use las ataduras para levantar un paquete. below). 7) Repeat process with groups of four trusses until all trusses are set. para mas informacidn. - - Trusses*** more para Q A single lift point may be used for bundles of 1) Instale IDS arriostres de tierra. 2) Instale el primero truss y ate seguramente al arriostre de ° Truss Design Drawings may specify locations of Los dibu'os de diseno de los trusses pueden es ificar g g y P fY I lateral restraint or reinforcement for las /ocalizaciones de restriccidn lateral permanente o top chord pitch trusses up to 45' (13.7 m) and tierra. 3 Instale IDS rdximos 4 trusses con restriccidn lateral temporal de miembro corto v ) P p (ea aba o 4 I j ). ) Instale el arriostre diagonal de /a cuerda superior (vea abajo). S) Instale arriostre a Apply diagonal brace to vertical - permanent ndividuaI truss members. Refer to the BCSI- refuerzo en los miembros individua/es del truss. Vea /a *** *** mas informacidn. El information. All hoja BCSI-B3 parallel chord trusses up to 30' (9.1 m). Use at least two lift points for bundles of top ® WARNING Do over load supporting diagonal para los /anos de los miembros secundarios para, establlice IDS 9 P P p primeros cinco trusses vea aba o B Instale la restriccidn lateral tem oral arriostre dia ( 1 )• ) P Y diagonal para la cuerda inferior webs at end of cantilever and at bearing locations. All lateral restraints - - B3 for more other permanent resumen para bracing design desi n is the responsibility of the building resto de los disefios de arriostres permanentes son /a g g chord pitch trusses up to 60' (18.3 m) and paral-not structure with truss bundle. vea aba o 7 R p grupos q ( j )• ) epita este rocedimiento en ru os de cuatro trusses hasta que todos IDS lapped at least two trusses. o designer. responsabilidad del disefiador del edific/o, lel chord trusses up to 45' (13.7 m). Use at least trusses estdn instalados. 'Top chord temporary lateral restraint spacing shall be 10' (3 m) o.c. max. for 3x2 chords three lift points for bundles of top chord pitch iADVERTENCIA! No sobrecargue la Refer to SCSI-B2*** for more information. and 15' (4.6 m) o.c. for 4x2 chords. trusses >60' (18.3m) and parallel chord trusses estructura apoyada con el paquete de pp I N STALLING I111STi4LAC101V ® WARNING The consequences of improper >45' (13.7 m). trusses. Vea el resumen BCSI-B2*** para mas informacidn. - OritoftPlane handling, erecting, installing, restraining "' '' Puede usar un solo lugar de levantar para pa- Q Place truss bundles in stable position. RESTRAINT/BRACING FOR ALL PLANES OF TRUSSES Q can result in a collapse of the quetes de trusses de /a cuerda superior hasta 45' Tolerances for Out -of -Plane. and bracing P Puse paquetes de trusses en Una posicidn RESTRICCIUN/ARRIOSTRE PARR TODOS PLANOS DE TRUSSES To/erancias para Fuera-de-Plano. structure, or worse, serious personal injury y trusses de cuerdas para/e/as de 30' o menos. Q or death. r;,�•• Use por to menos dos puntos estable. This restraint and bracing de levantar con g method is for all trusses except 3x2 and 4x2 parallel chord trusses Length -► Max. Bow fir,,. crr'1I grupos de trusses de cuerda superior inclinada (PCTs). See top of next column for temporary restraint and bracng of PCTs. I - __ 0l �] iADVERTENCIA! El resultado de un manejo, E`x t hasta 60' y trusses de cuerdas parale/as hasta � levantamiento, instalacidn, restriccidn y arriostre 45: Use por /o menos dos puntos de levantar con grupos de trusses de cuerda superior inclinada Este metodo de restriccidn y arriostre es para todo trusses excepto trusses de cuerdas para/elas Max. Bow Len 9th -� incorrecto puede ser la caida de /a estructura o mas de 60' y trusses de cuerdas parale/as mas de 45: (PCTs) 3x2 y 4x2. Vea /a parte superior de la column para /a restriccidn y arriostre temporal de Pm. Max Bow o aun peor, heridos o muertos. 1) TOP CHORD - CUERDA SUPERIOR -- ' Length plumb AL � Exercise care when removing MECHANICAL HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES banding and handling trusses to avoid RECOMENDACIONES PARA LEVANTAR TRUSSES INDIVIDUALES damaging trusses and prevent injury. Wear personal protective equipment for the eyes, (`y feet, hands and head when working with Using a single pick -point at the peak can damage the truss. trusses. m El use de un solo lugar en el pico para levantar puede so' or less WAUFZM Utilice cautela al quitar las ataduras - hacer dano a/ truss. o los pedazos de metal de sujetar para evitar dano a los trusses y prevenir /a herida personal. Lleve Approx. 1/2 y el equipo protectivo personal para ojos, pies, truss length manos y cabeza cuando trabaj®CAUF100 Use a con trusses. Utilice Tagline� TRUSSES UP TO 30' (g.l m) special care in cuidado especial en TRUSSES HASTA 3 -PIES ' ee line f Q Tolerances for Out -of -Plumb. Tolerancias para D/50 max Fuera-de-Plomada. CONSTRUCTION LOADING CARGA DE CONSTRUCCION T Out -of -Plumb Max. Bow Truss Length 314" 12.5' D150 D (ft.) 19 mm 3.8 m 1/4" 1' 7/8" 14.6' 6mm 0.3m 22 mm 4.5IT 1/2" 2' 1" 167 13 ram 0.6m 25 mm 5.1m 3/4" 3' 1-1/8" 18.8' 19 mm 0.9m 29 ram 5.7m 1" 4' 1-1/4" 20.8' 25 mm 1.2m 32 mm 6.3m 1-1/4" 5' 1-3/8" 22.9' 32 mm 1.5m 35 mm 7.0m 1-1/2" 6' 1-1/2" 25.0' 38 mm 1.8m 38 mm 7.6m 1-3/4" 7' 1-3/4" 29.2' 45 mm 2.1 in 45 mm 8.9 m 2" >:8' 2" 133.3' 51 ram z2.4 m 51 mm 10 1 m restraint and bracing is securely and properly in place. windy weather or dias ventosos o cerca NO proceda con la construccidn hasta que tocias las restric- *Consult a Registered Design Professional for trusses longer than 60' (18.3 m). near power lines de cables electricos o Attach clones /aterales y los arriostres esten co/ocados en forma Locate Spreader bar 0' (3 m) 'Consulte a un Professional Registrado de Disen"o para trusses mas and airports. de aeropuertos. apropiada y Segura. reader bar above or stiffback o.c. max. de 60 pies. Toe -in Toe -in mid -height � *** � DO NOT exceed maximum stack heights. Refer to BCSI-B4*** -. �_ Q See SCSI-B2 for TCTLR options. for more information. ,V Vea el BCSI-B2*** para las opciones de TCrLR. Spreader bar 1/2 toNV/ NO exceda las alturas maximas de montdn. Vea e/ resumen Spreader bar _ for truss 2 3 truss length - *** BCSI-84*** para mas informacidn. Tagline Spreader bar 2/3 to Refer to BCSI-B3 for TRUSSES UP TO 60' (18.3 m) -► TRUSSES HASTA 60 PIES 3/4 truss length Gable End Frame restraint/bracing/ A HANDLING - Tagline reinforcement information. TRUSSES UP TO AND OVER 60' (18.3 m) Truss S pan To Chord Tem- ora lateral Restraint TCT R S acin L Longitud'derTramo E_spacfar»iento def Arr ostre ETemporat de Ma Cuerda Superior„ hiji. Up to 30' 10 (3 m) o.c. max. (9.1 m) 30' (9.1 m) - 8' (2.4 m) o.c. max. 45' (13.7 m) 45' (13.7 IT) - 6' (1.8 m) o.c. max. 60' (18.3 m) 60' (18.3 m) - 4' (1.2 m) o.c. max. 80' (24.4 m)* " Maximum sQWHeight for -Material on Trusses Material Height Gypsum Board 12" (305 mm) Plywood orOSB 16" (406 mm) Asphalt Shingles 2 bundles Concrete Block 8" (203 mm) Clay Tile 3-4 tiles high /�/ /� w� �a��Q �- TRUSSES HASTA Y SOBRE 60 PIES -� Para information sobre restriction/ TCTLR NMNEJOQ Hold each truss in position with the erection equipment until top chord temporary lateral restraint arriostre/refuerzo para Armazones * " m O O Hastiales vea el resumen BCSI-8 is installed and the truss is fastened to the bearing points. 10" or - (S) NEVER stack materials near a peak or at mid -span. Note: Ground bracing not shown for clarity. fkl Avoid lateral bending. Sosten a cada truss en osicicin con equi o de grua hasta que /a restriccidn lateral temporal de la NUNCA amontone los materia/es cerca de un pico. Evite la Flexidn lateral, Q Use proper rig- Use equipo apropiado g P P q p Truss attachment ging and hoisting para levantar a cuerda superior este instalado y e/ truss esta asegurado en IDS soportes. Q Repeat diagonal braces for each set of 4 trusses. required at support s) (S) DO NOT overload small groups or single trusses. The contractor is responsible for equipment. improvisar. INSTALLATION OF SINGLE TRUSSES BY HAND Repita los arrisotres diagonales para cada grupo de 4 trusses. Section A -A NO sobrecargue pequen"os grupos o trusses individuales. properly receiving, unloading and storing 2) WEB MEMBER PLANE - PLANO DE LOS MIEMBROS SECUNDARIOS the trusses at the jobsite. Unload trusses to RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES Q Place loads over as many trusses as possible. smooth surface to prevent damage. POR LA MANO 1= LATERAL RESTRAINT & DIAGONAL BRACING ARE Coloque las cargas sobre tantos trusses como sea E/ contratista tiene la responsabilidad de �.� -, - : , _ _ , ;s� ` , VERY IMPORTANT posib/e. recibir, descargar y almacenar adecuadamente n Q Trusses 20' - Q Trusses 30' - t . _ Q Position loads over load bearing walls. los trusses en la obra. Descargue IDS trusses en (6.1 m) or ' (9.1 m) or f iLA RESTRICCION LATERAL Y EL ARRIOSTRE DIAGONAL Coloque las cargas sobre las paredes soportantes. la Berra hso para prevenir a/dano. less, support less, support at SON MUY IMPORTj1,=1!WDal CLH splice reinforcement ALTERATIONS - ALTERACIONES I A. T . near peak. quarter points. Truss ®f r t - * Truss bracing t shown for cl ry Soporte Soporte de _ e e o .** cerca al pico IDS cuartos - ea a resumen S BS *** I� T s Member • an ,,. ..a. . los trusses de tramp los Trusses u to 30' Web members - 2x GLR R BCSI cln no - - E- Trusses up to 20' > f p V / BC I de 20 pies o trusses de 30 � DO NOT cut, alter, or drill any structural member of a truss unless -N .r (6.1 m) (9 1 m) ecificall s DO NOT store NO a/macene menos. Trusses hasta 20 pies pies o menos. Trusses hasta 30 pies p y permitted by the truss design drawing. unbraced bundles verticalmente los NO torte, a/tere o perfore ningun miembro estrudural de un truss, - upright. trusses sueltos. \ A a menos ue este especificamente ermitido en e/ dibu o del disen"o . TEMPORARY RESTRAINT & BRACING q P j Q Trusses may be unloaded directly on the ground a_. I Bottom del truss. at the time of delivery or stored temporarily in RESTRICCION Y ARRIOSTRE TEMPORAL chords Minimum 2' 2x- Scab block contact with the ground after delivery. If trusses centered over splice. Attach EM Trusses that have been overloaded during construction or altered without the Truss Man - are to be stored for more than one week, lace Diagonal braces to CLR with minimum 8-16d ufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. " place Diagonal Refer to SCSI-B2*** for more To P PP Y ty blocking of sufficient height beneath the stack p Chord Temporary every 10 truss spaces of splice or nails each side - of trusses at 8' (2.4 m) to 30' (3 m) on -center information. Lateral Restraint 20' (6.1 m) max. of splice or as specified by the Trusses que se han sobrecargado durante la construccidn o han sido alterados sin la autor- of trusses **: (TCTLR) 10' (3 m) - 15' (4.6 m) max. Building Designer. izacidn previa del Fabricante de Trusses, pueden hacer nu/o y sin efecto la garantia limitada del Vea e/ resumen BCSI-B2 para mas infor- Same spacing as bottom Note: Some chord and web members Fabricante de Trusses. Los trusses pueden ser descargados direciamente { h macidn. 2x4 min. chord lateral restraint SECTION A -A en el sue/o en aque/ momento de entrega o not shown for clarity. almacenados tem ora/mente en contacto con truss directly el' Q Locate ground braces for first co ntact for more informatili on or consult a Registered Design Professional for assistance. P3) BOTTOM CHORD -CUERDA INFERIOR tt the component Manufacturer ° sue/o despues de entrega. Si los trusses estaran _' " " - in line with all rows of top chord temporary Truss To view a non -printing PDF of this document, visit sbcindus[ry.com/bl. - r .� g _ guardados para mas de una semana, ponga "' " lateral restraint (see table in the next column). Lateral Restraints - 2x4x12' or Member NOTE: The truss manufacturer and truss designer rely on the presumption that the contractor and crane operator (if applicable) are bloqueando de altura suficiente detras de /a pila DO NOT store on NO a/macene en tierra greater lapped over two trusses professionals with the capability to undertake the work they have agreed to do on any given project. If the contractor believes it needs de /os trusses a 8 hasta 10 pies en Centro (o.c). Coloque los arriostres de tierra para el primer =90°% or.CLR splice reinforce- assistance in some aspect of the construction project, it should seek assistance from a competent party. The methods and procedures uneven ground. desigual. trussdirectamenteenlineaconcadaunade P Note: Some chord outlined in this document are intended to ensure that the overall construction techniques employed will put the trusses into place SAFELY. Q For trusses stored for more than one week, cover ment and web members These recommendations for handling, installing, restraining and bracing trusses are based upon the collective experience of leading • . Ids filas de restricciOnlateral temporal de la personnel involved with truss design, manufacture and installation, but must, due to the nature of responsibilities involved, be presented bundles to protect from the environment. Brace first truss Bottom not shown for only as a GUIDE for use by a qualified building designer or contractor. It is not intended that these recommendations be interpreted as cuerda superior (vea /a tab/a en la prdxima superior [o the building designer's g specification for handling, installing, restraining and bracing trusses and it does not preclude he securely before chords clarity. g gner's design Para trusses guardados por mas de una semana, column). erection of additional use of o her equivalent methods for res raining/bracing and providing stability for the walls, columns, Floors, roofs and all the interrelated CUbrd /OS pdQUeteS para prOteger/Os del dmb/ente. ,. structural building components as determined by the contractor. Thus, SBCA and TPI expressly disclaim any responsibility for damages ° (S) DO NOT walk on trusses. arising from the use, application, or reliance on the recommendations and information contained herein. Refer to BCSI*** for more detailed information to unbraced trusses. I & pertaining to handling and jobsite storage of NO Gamine en trusses Diagonal braces every 30 S�`A trusses. Q truss spaces 20' 6.1 m max. waoornusscouant TRUSS PLATE INSTITUTE sueltos. p ( ) Vea el folleto BCSI*** para informacidn mas decal- 6300 Enterprise Lane •Madison, WI 53719 218 N. Lee St., Ste. 312 •Alexandria, VA 22314 en atr sobre manejo y almacenado de los trusses 10' (3 m) - 15' (4.6 m) max. 608/274-4849 • sbcindustry.com 703/683-1010 • tpinst.org en rea de trabajo. 1 R 1 7 B . . , • I I , I I , I I I I I / I 1WM-JAffZfI / I I . • • , I • • I • . I 1I I I 1 1 I I X Building Materials and Construction Services 46491 Golf Center Parkway, Indio, CA 92203 Telephone: (760) 347-3332 Fax: (760) 347-0202 Legacy Homes / 2471- A vie f R F A �� JINTA APP,10 V E FOR CCjdST UC"TiC��J DATE SY 4 42-00-00 18-00-00 19-04-00 Q- Ho.26-2 (x01) Q- Hhw26.2 (x06) ©- R.26 (06) 0-L-26 W5) Qtt - TVa26 (x13) Q- Md-2 (x00) 320- 2.4 Std Bile 800/809 @4/12 (x14) 610/702 @V12 (x10) - _ xs M�.3 V) ryas PIP "' C Eke � 1n 17-10-00 12-02-00 8-00-00 300-00 21-00-00 Garage L. Lj �O. Roof Layout /i1 n Q) N 3 Z IT e-- O N CO M O n T 0 N N N U M ti O M Z m 31 g 'his is a truss placement diagram only. 'hese trusses are designed as individual building components to be incorporated into the building design at the specification of the building designer. See individual design sheets for each truss design identified on the placement drawing. be building designer is responsible for temporary and permanent bracing of the roof and floor system and for the overall structure. The design of the truss support structure including headers, beams, walls, and columns is the responsibility f the building designer. For general guidance regarding bracing, consult "Bracing of Wood Trusses" available from the Truss Plate Institute: 83 D'Onif io Drive ladison, WI 53179 mm bul, MiTek' Re: 2471 A MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by BMC-Indio, CA. Pages or sheets covered by this seal: R41608132 thru R41608182 My license renewal date for the state of California is December 31, 2015. Lumber design values are in accordance with ANSVTPI 1 section 6.3 These truss designs rely on lumber values established by others. QgOF ESS/pN SOO �N o�F�c L C 074486 c l * EXP. 12-31-15 ISX �F March 18,2014 Ong, Choo Soon The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. Job Truss Truss Type ty 1p" R41608132erence 2471_A CIA Diagonal Hip Glider 1 1 Job Ref(optional) amc„ inaiv, 7.430 s Jul 25 2013 M7ek Industries, Inc. Tue Mar 18 13:11:53 2014 Page 1 ID:OLD2Ugh6zrYYVZrO50vlsXzPQke-a4bQnVgeBZM1HhVZwhRgXs2p9aupWLEeb9FzZfpq 1 8 1-50 2-9-10 2-4-1 2-6-9 3 3-6-8 Scale = 121.8 3x10 = 2x4 11 31 = yr'-" Us = "P.— 7 Special Special Special 4x4 = Special 9A10 2-4-1 9 0.19 'LA» Plate Offsets (X,Y): 19:0-39 0-3-0j LOADING (psf) TCLL 20.0 TCDL 14.0 SPACING Plates Increase Lumber Increase 2-M 1.25 1.25 CSI TC 0.38 BC 0.82 DEFL Vert(LL) Vert(TL) in (loci) -0.14 10-11 -0.21 10-11 Vdefl >948 >613 Ud 480 240 PLATES GRIP MT20 2201195 BCLL 0.0 Rep Stress Ina NO WB 0.82 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.02 10 >999 240 Weight: 49 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G BRACING TOP CHORD BOT CHORD REACTIONS (lb/size) 6=128/Mechanical, 2=689/0-7-6 (min. 0-1-8), 8=574/Medtanical Max Horz 2=82(LC 3) Max Uplift6=19(1-C 3), 2=12(LC 3) Max Grav 6=128(LC 1), 2=1387(LC 12), 8=1332(LC 11) FORCES (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23=3985/0, 3.4=3476/0, 4-5=2314/0 BOT CHORD 2-11=0/3813, 10-11=0/3813, 9-10=0/3389, 8-9=W2245 WEBS 3-11=20/602, 4-9=1401/0, 5-8=2513/0, 5-9=0/1456, 4-10=0/810, 3-10=688/26 Structural wood sheathing directly applied or 3-1-1 oc puffins Rigid ceiling directly applied or 104)-0 oc bracing. M7ek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 19 lb uplift at joint 6 and 12 lb uplift at joint 2. 7) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconourrent with any other live loads. 8) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTeks ST-TOENAIL Detail. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 249 lb down and 2 lb up at 2-9-8, 249 lb down and 2 lb up at 2-9-8, 267 lb down at 5-7-7, 267 lb down at 5-7-7, and 280 lb down at 8-5-0, and 280 lb down at B-5-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert 1-6=-08, 2-7=20 QRpFESS/p�,� SOON UJI C 074486 c rn *` /^ 1-15 /* �p March 18,2014 ALWARfM-tlerfffds9pParawfr-rsend RMMIFSWNOAM15AMISR1`ffTW9EF"RFlKEA*EMi-74711reaIIZW2914a LM Design valid for use only with Mgek connectors. This design is based ant/ upon parameters shown, and is for an individual buldng component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Brocing shown is for lateral support of Individual web members only. Adddiond temporary bracing to insure stability during construction is the responubllrily of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding y' �st IeK" :5-fabrication;-quartty eanlroL-sicroge..delnLery:.erection and•.Ma[ocinp,cnzsultc;:;.-.A6W rl d !�Qfy:G�mlav:Q,$BcR9 and BCS1.BuBdi Compon."t;.a:. a0 .�-. - Safety Inlarme8on available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. (A hnnLera specifse4the desi�arahmssae D&JOV201A lurAUX Citrus Heights, CA, 95810 Job Truss Truss Type Q ty [ly R41BD8132 2471 A C1A Diagonal Hip Girder 1 7 Job Reference (. 'anal BMC, Indio, CA-92203 7.430 s Jul 252013 MiTek Industries, Inc. Tue Mar 18 13:11:54 2014 Page 2 ID:OLD2Ugh6zrYYVZrOSOvlsXZPQke-2H9o?rhGytUuur41UOy344b v_F2SKU4Zu09i¢Zfpp LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 3=48(F=24, B=24) 11=2(F=1, B=1) 12=84(F=-42, B=-42) 13=166(F=-83, B=-63) 16=34(F=17, B=17) 18=77(F=39, B=-39) AL WANIM -trerflydesigapamnefersand REM ADIFS JNMWAteINILMAIRB WRIKFdREPAW IW-M13rec1129IMS86Wtl5E Design valid for use only with M7ek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown B for lateral support of individual web members only. Adddfonal temporary bracing to Insure stability during construction is the resporsibiQdy of the ner. For general guidanceMI iek7 erector. Adddional permanent bracing of the overall structure k the respons�DHy of the bufldmg desigregarding 4••c - Y-.+•.+•••.rfat.ricotiomgr`uc;a�evdefwcnyr.wtios�arsdibraaingltr.-a:�5t ^,...'e`^r,�+•sa:,D•a6.84iLrbnBdlog:CarlpoAenf..�,:.firae�.:..-. ._- aBaiiFsL'e 3ofety In7ormaHon available from Truss Plate Institute, 781 N. Lee Street, Suite 31 Z Alexandria, VA 22314. 9 Citrus Heights, CA,li3o>nP>.E'�B•tsashessseur•ifiM.211Lff:WfdaPs ssfkaw� aSRe.�s5ve 0Ef�it2al�MrAlSC Job Truss Truss Type Qty Ply R41608133 2471 A cis Diagonal Hip Girder 1 1 Job Reference (optional) BMC, Indio, CA- 92203 1.43U s Jul Zb LU13 mi I eK mouses, Inc. 1 ue Mar le 1'3:11:bb LU14 rage 1 ID:OLD2Ugh6zrYYVZrO50v1 sXzPQke-XTjACBiujBdW?b¢6UJcHBB9Od3BvHDoY7iEBzZfpo 2-1-9 4-2-12 Scale = 1:18.8 3x4 =12 13 7 14 15 6 d Special 3x4 = Special 8 3x4 = 5 �•1-9 4-1-4 D1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.22 Vert(LL) -0.08 6-7 >954 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.64 Vert(TL) -0.10 6-7 >693 240 BCLL 0.0 ' Rep Stress Inca NO WB 0.27 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix) Wind(LL) 0.00 7 >999 240 Weight: 30 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installationguide. REACTIONS (lb/size) 4=135/Mechanical, 6=205/Mechanicel, 8=386/Mechanical Max Harz 8=38(LC 3) Max Uplift 4=21 (LC 3) Max Grav 4=135(LC 1), 6=540(LC 10), 8=630(LC 7) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-670/0 BOT CHORD 6-7=12/649 WEBS 3-7=136/256, 3-6702/13, 2-8=607/0, 2-7=01781 NOTES 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; Cat II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by I-M wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 21 Ito uplift at joint 4. 8) This truss has been designed for a moving concentrated load of 250.O1b live located at all mid panels and at all panel points along the ROFESS/p Bottom Chord, nonconcunent with any other live loads. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support oonoentrated.load(s) 42 lb down and 17 lb up at 0-8-12, 267 lb down 0-8-12, 280 lb down 3-6-11 bottom chord. The !�� O Sooty F Q and 83 lb down and 23 lb up at 3-6-11 on top chord, and at and at on design/selection of such connection device(s) is the responsibility of others. r,� 2C 2 10) In the LOAD CASE(S) loads to the face of the truss are noted as front or back (8). V� U section, applied (F) rn C 074486 LOAD CASE(S) Standard � E 12-31-15 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 * Uniform Loads (ptf) Vert 1-2=28, 2-4=-68, 5-9=20 Concentrated Loads cab) Vert 11=83(B) 12=17(B) 14=39(B) F fl 10=42(B) �F March 18,2014 A rARl M-Yerffj<diesip paraalemn and RW R9iFS ON MIT AW fAUL F6 NMA*E AIR-7473 rec J/29/2 14AMVV E Design valid for use only with MBek connectors. Tine design Is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsbifdy of building designer- not true designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 6 the responsibilydy of the M iTek' erector. Adddional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regardng .. '.',• fabriCxsSibrw'poE9 carstne6aio ardcrivary, ereciian:andbm ing--4.— A 99M mu.2val tyGMc =4ca a a0QSI 011dil +gicompoaenf S�ely Informallon _ava8able fmm Thus F1ate Inddute 781 N. Lee�5lreet,Su8�312 Alexandria, VA 22314. Citrus Heights, CA, 95610 Job Truss Truss Type Qpy Piy R41608134 2471_A ct C Diagonal Hip Girder 1 1 Job Reference (optional) BMC, Indio, CA- 92203 7.430 s Jul 25 2013 MTek Industries, Inc. Tue Mar 18 13:11:56 2014 Page 1 ID:OLD2Ugh6zrYYVZr050v1 sXzPQke-?fHYPXjWUUkc89E8cp?Y9VgOanOjwNYM1 CtFinazZfpn _g D-1 3.1-1 3-2-9 3x6 If 2.4 II 11 12 1 6 13 14 5 7 Special 3x4 = Special 3x6 = 4 Scale = 120.3 LOADING (pst) SPACING 2-M CSI DEFL in (loc) Udefi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.11 Vert(LL) -0.03 6-7 >999 480 MT20 2201195 TCDL 14.0 Lumber Increase 1.25 BC 0.36 Vert(TL) -0.03 6-7 >999 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.20 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.00 6 >999 240 Weight 33 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.l&BtrG BOT CHORD 2x4 DF No.1&BtrG WEBS 2x4 DF Stud G BRACING TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins Rigid ceiling directly applied or 1040-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings Mechanical. (Ib) - Max Horz 7=36(LC 3) Max Uplift All uplift 100 lb or less at joint(s) 3 Max Grav All reactions 250 lb or less at joint(s) 3 except 5=571(LC 10), 1=445(LC 13), 7=504(LC 7) FORCES (lb) -Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2�633/0 BOT CHORD 5-6=5/607 WEBS 25=726/5, 2-6=-34/396, 1-6=0/658 NOTES 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a rive load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 14)-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide metal plate or equivalent at bearing(s) 3 to support reaction shown. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 10) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 42 lb down and 17 lb up at 0-9-0, and 83 lb down and 23 lb up at 3-7-7 on top chord, and 267 lb down at 0-9-0, and 280 lb down at 3-7-7 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert 13=-68, 4-8=20 Concentrated Loads (lb) Vert 9=-42(F) 10=-83(F) 11=17(F) 13=39(F) QROFESS/p�, Soo c'/'/ 17��/•� V� UJ C 074486 c *` E;V,1231-15 �* March 18,2014 APMR1Vftdi-Keriff&SIRS..leniacidUMAOYES Off MSAIDfAS 0M14MAFF'RR7Q:AA,'¢iW-1473leaI129%2014ASWLSE Design valid for use a* with Mnek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of bufldmg designer - not truss designer. Bracing shown is for lateral support of individual web members any. Additional temporary bracing to Insure stability during construction Is the responsibi0lty of the erector. Adddional permanent bracing of the overall shucture is the responsibility of the building designer. For general guidance regarding M i TeW Safety intornnTruss Plate see^ te, 781 N. Lee Street. 31Z l-�vn`Id°-m9-�omFoarn}++�..rc+w:: - s.� �,+{�c�Re?�att`�i'39'�`a�,•.. 1 ISM aisaeLes isgable m .�Id�esrnseinB� van o-ee u8nci- Alexandria. lsAjCt Citrus Heights, CA, 95810 Job Tcuss Truss Type Qty Ply R41608135 2471_A MA Diagonal Hip Girder 2 1 Job Reference (optional) rsausiu--is—ecmausanes, inc, Iue Mar1813:11:572014 Pagel ID:OLD2UghSnYYVZrO5Ovl sXzPQke-TsrxdtiBFosTIJpK9XWnhiDV9BFpfhOWGscpl lzZfpm I _ -1-5-0 2-310 5-1-t1 7-a11 11-3-0 1-5-0 2-9-10 2-4-1 2-5-0 3-6-5 3x10 = Special Special Special LOADING (pst) SPACING 2-0-0 CSI DEFL in (loc) I/deb L/d TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) -0.14 10 11 >949 480 TCDL 14.0 Lumber Increase 1.25 BC 0.81 Vert(TL) -0.211D-11 >614 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.80 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code IBC20091rP12007 (Matrix) Wind(LL) 0.02 10 >999 240 LUMBER TOP CHORD 2x4 DF No.1&BtrG BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G BRACING TOP CHORD BOT CHORD REACTIONS (lb/size) 6=128/Mechanical, 2=691/D-7-6 (min. 0-1-8), 8=578/Mechanical Max Horz 2=82(LC 3) Max Uplift6=19(LC 3), 2=15(LC 3) Max Grav6=128(LC 1), 2=1386(LC 12), 8=1338(LC 11) FORCES (lb) -Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3978/0, 3-4=-3467/0, 4-5=2305/0 BOT CHORD 2-11=013807, 10-11=013807, 9-10=0/3380, B-9=0/2236 WEBS 3-11=20/602, 4-9=1401/0, 5-9=0/1453, 5-8=2508/0, 4-10=0/810, 3-10=-689/28 Scale = 121.3 Special 34 11-1-8 11 3-6-13 0. PLATES GRIP MT20 220/195 Weight: 49 lb FT = 20% Structural wood sheathing directly applied or 3-1-2 oc purtins Rigid ceiling directly applied or 10-0-0 oc bracing. Mrrek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Refer to girders) for truss to truss connections. 8) Provide mechanical connection truss to bearing �jQFE.S$/O (by others) of plate capable of withstanding 100 lb uplift at joints) 6, 2. 9) This truss �OQ q` has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. � SOO 10) Hangers) or other connection device(s) be to shall provided sufficient support concentrated load(s) 4 lb down and 24 lb up at 2-9-8, 4 lb down and 24 lb up at 2-9-8, 47 lb down and 23 lb up at 5-7-7, 42 lb down and 17 lb up at 5-7-7, and 97 lb down and 24 lb up at U 111 B5-6, and 71 lb down and 24 lb up at 85-6 on top chord, and 249 lb down and 2 lb up at 2-9-8, 249 lb down and 2 lb up at 2-9-B, 264 LU C 074486 � lb down at 5-7-7. 268 todown at 5-7-7, and 288 lb down at 8-5-6, and 271 lb down at B5-6 on bottom chord. The design/selection CC of such connection device(s) is the responsibility of others. 12-31-15 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). * LOAD CASE(S) Standard c% CIIV gT�OFCA 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 March 18,2014 AWA&WX-Yeo7T&OFSaMmttrsgait REALMIESWWISANFRG2MRKMR A4Mtdfi-703rec1/2V"141SBWLM � Design vafid 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 4 responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stabTrty during construction is the msponsibIDOy of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. Fa general guidance regarding zdnbric4tldY.�G20t�."$lr�.I1G2!Y+�BSei;.tiostisltd�' �-�=e� M „�cm.�osenGa.�:..,.�c,.... _,.. Safety Infolmaffon available from Truss Plate Institute, 761 N. Lee Street Suite 312 Alexandria VA 22314. H''Sus3fF6�� ka'k .:1Bhc �:vatues am stsese eih..»1..s. oslm f2014 twdE✓� Citrus He' Heights, CA, 95610 Job Truss Truss Type Qty Ply R41608135 2471 A C3A Diagonal Hip Girder 2 1 Job Refe2nce (optional) Bi Indio, CA. 92203 LOAD CASE(S) Standard Uniform Loads (pit) Vert: 1-6=-6B, 2-7=20 Concentrated Loads (Ib) Vert: 3=48(F=24, B=24) 11 =2(F= 1 7.43D s Jul 252013 Mrek Industries, Inc. Tue Mar 18 13:11:57 2014 Page 2 ID:OLD2Ugh67rW VZrO50vl sX2PQke-Tsncdtj8FosT1JpK9XWnhiDV9BFplhOWGscp112Zfpm B=1) 12=89(F=42, 13=47) 13=168(F=71, B=97) 16=33(F=19, B=14) 18=76(F=22, B=55) A WANOM-Venlydesiga parainewn and RW WTFS ON MN Aid FM2ff. i NI7FKRF4FRFh4E A45E NFF•7473 ren I1291"1489i MME Design valid for use only with Mlrek connectors. This design is based only upon parameters shown, and is for an Individual buiding component. - Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stobfltty during construction Is the responslbiQity of the erector. Additional permanent bracing of the overall structure is the responmbility of the building designer. For general guidance regarding M Tek• .�•--^=P=frshieediaa'pe®fr�3s ., -ia�:a.�eRM ik83�E5fBx�,�a�€amp.-ronf•w;�--.�ec�,r Sdiety Infortnaflon ava➢able from Truss Plate Institute, 781 N. Lee Street, Suite 31 Z Alexandria, VA 22314. tF3 Citrus Heights, CA, 95610 Job Truss Truss Type Qty ly R41608136 2471 A C4A Diagonal Hip Girder 2 1 Job Reference (optional) oe , rn >cc,a 1.4au s du1 zo zuls MI I eK Inclustnes, inc. Tue Mar 18 13:11:5B 2014 Page 1 ID:OLD2Ugh6zrYYVZrO5Ovl sXzPQke-x2OJgDkmOS?KNTOWiEI0Ewmgubb107dfUWMMrTzZfpl 2-9-10 1-5.0 2-B-10 2-4.1 Scale = 121.3 3x10 = Lx4 11 3K8 — ' 6x8 — 7 Special Special Special 3x6 = Special LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) Vdefi Ud TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) -0.14 10-11 >950 480 TCDL 14.0 Lumber Increase 1.25 BC 0.81 Vert(R.) -0.21 10-11 >612 240 BCLL 0.0 Rep Stress Ina NO WB 0.81 Horz(rL) 0.05 8 n/a n/a BCDL 10.0 Code IBC20D9/TPI2007 (Matrix) Wind(LL) 0.02 10 >999 240 LUMBER TOP CHORD 2x4 DF No.1 &BtrG BOT CHORD 2x4 DF No.1&BtrG WEBS 2x4 OF Stud G REACTIONS (lb/size) 6=127/Mechanicel, 2=696/0-7-6 (min. 0-1-8), 8=585/Mechanical Max Horz 2=82(LC 3) Max Uplift6=19(LC 3), 2=15(LC 3) Max Grav 6=127(LC 1), 2=1388(LC 12), 8=1339(LC 11) FORCES (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 2-0�3986/0, 3-4=3477/0, 4-5=2309/0 BOT CHORD 2-11=0/3814, 10-11=0/3814, 9-10=013390, 8-9=0/2239 PLATES GRIP MT20 220/195 Weight: 49 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 3-1-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 1 O-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. WEBS 3-11=20/602, 4-9=140810, 5-9=0/1458, 5-8=2511/0, 4-10=0/810, 3-10=687/33 NOTES 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; CaL II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. .3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to buss connections. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection others) of truss to bearing RQFE$$/O (by plate capable of withstanding 100 Ito uplift at joints) 6, 2. 9) This truss has �OQ been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. �. SOQN �i 10) Hanger(s) or other connection device(s) shall be sufficient to load(s) O`F 0� 2C G'y provided support concentrated 4 to down and 24 lb up at 2-9-8, 4 C**,�� lb down and 24 lb up at 2-9-8, 57 lb doom and 23 lb up at 5-7-7, 42 lb down and 171b up at 5-7-7, and 84 lb down and 24 lb up at 5 86, and 83 Ib down and 23 lb up at 8-5-6 on top chord, and 249 lb down and 2 Ito up at 2-9-8, 249 lb down and 2 lb up at 2-9-8, 267 Lu C 074486 � Ito down at 5-7-7, 267 Ito down at 5-7-7, and 281 to down at 8-5-6, and 280 Ito down at 8-5-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. * P 2-31-15 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 ks j �P gTFOF C March 18,2014 I t4APIM-Vedffilestgn param" and PSM AD7FS OA*naAM tT illE;7l WM(AFFEW10M AGE AU[-703 ML V2VMS 84{1 LIM Design ,arid for use only with MBek connectors. This design is based only upon parameters shown, and is for an indviduol balding component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of incrwidualweb members only. Additional temporary bracing to Insure stability during construction is the responsibilfity of the erector. Additional permanent bracing of the overo0 structure Is the resporulbility of the bufldno desioner. For general ouidance moordna -- ---- ------ 111, ureen68cl-u from Truss Plate Irutitufe, 781 N. Lee Street, cad e, 0 Alexandria, VA 22314. citrus He' �vaa,rs=reemsee�e ostnuznx3 tBrusc Heights, CA, Job Truss Truss Type Qty y R41608136 2471 A C4A Diagonal Hip Girder 2 1 Job Reference o tional 5MC, Indio, CA - 92203 1,48u s Jur zD IV'J MI I eK rnousanes, inc. 1 ue Mar l0 is:l l:� zu14 rage z ID:OLD2Ugh6zrYYVZrO5Dvl sXzPQke-x2OJgDkm06?KNTONE10Ewmgubb107dfUWMMrTzZfpl LOAD CASE(S) Standard Uniform Loads (ptf) Vert: 1-6=-68, 2-7=20 Concentrated Loads (Ib) Vert:3=4B(F=24, B=24) 11=2(F=1, B=1) 12=99(F=57, B=-42) 13=167(F=-B4, B=83) 16=34(F=l7, B=l7) 1B=80(F=-41, B=39) AWAR1 M-YenTjdesipSairaar Mnand XEMNDiFSDAYWIT AteMOM Mf9KREFFSAtffPAMMT-74T3reesf2!(1?018 Design vafid for use only with M1fek connectors. This design is based only upon parameters shown, and is for an individual building component. AppficabRiiy of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stabffrty during construction's the responsiblllity of the erector. Additional pennonent bracing of the overall sfnrctum is the responsblffy of the building designer. For general guidance regarding M;�I Fek• a4!ants;eali4P'eer:9r�`deEae+y%eraskeA'e, - ^roost,=__.—na..�< Safety IMonnoBon avalable from Truss Plate Institute, 781 N. Lee Street, Suite 31Z Alexandria, VA 22314. n A - - Citrus Heights, CA, 95610 N u.Ar ean,�HHm[I I-1. r'i - an —h—-- .nes.eRvue3ue r fill ffMA tw EfC" re Job Truss Truss Type QtY Ply R41608137 2471 A C6A Diagonal Hip Girder 2 1 Job Reference (optional) emu, Indio. CA- e2203 7,430 s Jul 25 2D13 MITek Industries, Inc. Tue Mar 18 13:11:59 2014 Page 1 ID:OLD2Ugh6zrYYVZrO50vl sXzPQke-PEyh27JOnP7B?czjHyYFn7lt6?zi7hvpjA5vNvzZfpk 3-1-10 5-11-11 } 9-5-1 it 1. 2-10-1 2-5.7 Scale = 1:18.7 NAILED Special 6 Special 3x4 = LOADING (psf) SPACING 2-01 CSI DEFL in (loc) I/defl Ud TCLL 20.0 Plates Increase 1.25 TC 0.22 Vert(LL) -0.08 8-9 >999 480 TCDL 14.0 Lumber Increase 1.25 BC 0.66 Vert(TL) -0.12 8-9 >836 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.36 Horz(rL) 0.03 7 n/a n/a BCDL 15.0 Code IBC2009/TPI2007 (Matrix) Wtnd(LL) 0.01 9 >999 240 LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G REACTIONS (lb/size) 5=55/Mechanical, 2=485/0-4-9 (min. 0-1-8), 7=399/Mechanical Max Horz 2=64(LC 3) Max Uplift5=-8(LC 3), 2=32(LC 3) Max Grav 5=55(LC 1), 2=954(LC 11), 7=969(LC 10) PLATES GRIP MT20 2201195 Weight: 35 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 4.0-8 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=2541/0, 34=1477/0 BOT CHORD 2-9=0/2437, 8-9=0/2437, 7-8=0/1438 WEBS 3-9=0/646, 3-8=1161/5, 4-8=0/1067, 4-7=1690/0 NOTES 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS Qow-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other rive loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by I-M wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 2. ESSli 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the RpF QQ Bottom Chord, nonconcurrent with any other live loads. ��G Soot �. 9) "NAILED" indicates 3-1 Od (0.148"x3') or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST-TOENAIL Detail. �� SJ� 0. 2� ) 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 276 Ito down at 5-7-7, and 276 lb cq V� �� down at 5-7-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). UJ C 074486 Mn LOAD CASE(S) Standard * 12-31-15 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert 1-5=68, 2-6=30 Concentrated CN �P T9TF�FC ert 0=71(FI=48, B=23) 11=94(F=-47, B=-47) 13=52(F=51, B=1) 15=53(F=26, B=26) March 18,2014 At4Aft✓tM-Ventreherigaparaweten and MUM TFSONWIT ANt7Sat�Afi7RCNFFcRAKfAA£t7t-7473rerJf29(2078 � Design varid for use only with Mrrek connectors. This design is based only upon parameters shown and is for an individual bulding component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of indnidual web members only. AddBional temporary bracing to insure stability during construction Is the responsibillity of the erector. Additional bracing of the Is the the building designer. M Tek" permanent overall structure responsibility of For general guidance regarding -RNIVI*_ brr Vsrd"IN—W. - 9�C-omp®nsn4,.a:z,,�.�. N=5alety Inlorma8on avaliable from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 22314. hI »...a1..m.[SAliasmEcsis _ --.$set sseatues ase� .--b �r01f2a13 FmrA19t nee - e Citrus Heights, CA, 95610 Job Truss Truss Type ty Ply R41608138 �J.bRfe.nce 2471_A C7A Diagonal Hip Girder 2 1 (optional) BMC, Indio, CA- 92203 7A30 s Jul 25 2013 MTek industries, Inc. Tue Mar 18 13:12'00 2014 Page 1 ID:OLD2Ugh6zrYYVZrO50vl sXzPQke-tQW3Fvml YjF1 anYvrf3UJLrOhPPBsBdyygrTvLzZfpj 5b-7 2-9-3 Sp@da 12 Special 2x4 II 6x8 = 3x4 = Special Special Scale = 1:43.7 Plate Offsets (X,Y): 16:0-0-0 0-"j j7:0-3-9,0-3-01 LOADING (psf) SPACING 2-" CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.36 Vert(LL) -0.02 6-7 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.26 Vert( L) -0.02 6-7 >999 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.33 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.01 7 >999 240 Weight: 47 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 5-6-7 oc puffins, except BOT CHORD 2x4 OF No. 1&Btr G end verticals. WEBS 2x4 OF Stud G BOT CHORD Rigid ceiling directly applied or 1 D-O-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation side. REACTIONS (lb/size) 8=326/0-5-8 (min. 0-1-8), 4=78/Mechanical, 6=1 11 /Mechanical Max Horz 8=143(LC 5) Max Uplift8=242(LC 3), 4=15(LC 3), 6=285(LC 5) Max Grav 8=670(LC 10), 4=78(LC 1), 6=574(LC 9) FORCES (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=519/250 WEBS 2-7=188/429, 3-7=-322/421, 3-6=459/326 NOTES 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed.; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 14)-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (It --lb) 8=242 sis truss 7) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the �OFESS/p Q Bottom Chord, nonooncurrent with any other live loads. �� Soo, F 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 4 Ito down and 33 lb up at 2-9-B1 4 �� 1J0 0, 2C and Ito down and 33 Ito up at 2-9-8 on top chord, and 251 Ito down and 229 lb up at 2-9-8, and 251 Ito down and 229 lb up at 2-9-8 on aj �`Z` 1, 2 bottom chord. The design/selection of such connection device(s) is the responsibility of others. Cry 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Uj C 074486 P LOAD CASE(S) Standard 12-31-15 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 * Uniform Loads (pit) Vert: 1-2=-68, 2-4=68, 5-8=20 Concentrated Loads (lb) Vert 7=2(F=1, B=1) OF L1FO�a 3=66(F=33, B=33) March 18,2014 At6AMM-Verffrdulpparawtersand REM ITIMONWITAil®IF111211CF0WRKREFERFNtE ACE MI-7473 ML VZW2018MMELSE Design valid for use only with M1Tek connectors. This design is based only upon parameters shown, and is for an individual bullring component. Applicability of design parameters and proper incorporation of component is respons olity of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibm'ity of the enector. Additional permanent bracing of the overall structure is the responsibility of The bullring designer. For general guidance regarding MITek' t'censp0r-,* Safely Infamation available from Truss Plate Institute, 781 N. Lee Street, Suite 31Z Alexandria, VA 22314. i .H,ue9er s{sec�iee�.ffied rsWes are those effective 06MLfM13 WAIL Citrus Heights, CA, 9%10 Job Truss Truss Type Qty Ply R41608138 2471_A CJT A Diagonal Hip Girder 2 1 Job Reference (optional) BMC, Indio, CA- 82203 7.430 s JW 25 2013 MTek Industries, Inc. Tue Mar 18 13:12:01 2014 Page1 ID:OLD2Ugh6zrYYVZrO50vl sXzPQke-Ld4RTFmfJ1 NuEw65ONajsY067ogXbfp5AU60RozZfpi 1-5-0 2.83 12 3x4 = US II Scale = 1:36.8 Plate Offsets (X,Y): (2:0-2-13,0-1-3lj5:Edge,0-1-el LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) -0.10 5-0 >619 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.63 Vert(rL) -0.16 5-6 >388 240 BCLL 0.0 Rep Stress Ina NO WB 0.07 Horz(TL) -0.05 5 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.02 5.6 >999 240 Weight: 40lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-&7 oc purtins, except BOT CHORD 2x4 OF No. 1&Btr G *Except* end verticals. Except: 3-6: 2x4 OF Stud G 10-0-0 oc bracing: 6-8 WEBS 2x6 OF No.2 G *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-5: 2x4 OF Stud G ek recommends that Stabilizers and required cross bracing nstalled during truss erection, in accordance with Stabilizer F1in allationn guide. REACTIONS (lb/size) 4=6/Mechanical, 5=177/Mechanical, 8=225/03-8 (min.0-1-8) Max Horz 8=52(LC 5) Max Uplift4=9(LC 7), 5=5(LC 3), 8=39(LC 3) Max Grav 4=1(LC 3), 5=435(LC 9), 8=375(LC 8) FORCES (lb) - Max. Comp -/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 6-8=52/358 NOTES 1) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=I.00.plate grip DOL=1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 8 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide bearing RQFESS/O mechanical connection (by others) of truss to plate capable of withstanding 100 lb uplift at joint(s) 4, 5, 8. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. �� SooN F 9) Graphical 2C purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. rij �`Z 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). A A Q G �F�+vl! 074486 LOADCASE(S) Standard CC X 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 12-31-15 Uniform Loads (plf) * Vert: 1-2=-68 Trapezoidal Loads (plf) Vert:6=-G(F=10, B=10)4o-5=111(F=-46, B=-46) 9TFOFC March 18,2014 AIll -Verr7ldenigaSaramters and REM A07FSONTWSABtaFN.2tlMMMI7E 9ffaMP45EFUt-7473renI/ZWM48'8il LM Design valid far use only with MTek connectors. This design is based only upon parameters shown, and is for an individual bLAding component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibilldy of the M iTW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding •-` ' ` Truss Plate Instt te, 1Z Ale andria, . 72314. 5€a3 -, �, me^•.-� -'es +rs=^tee.-- Safety Informa8on available from CTPlate Institute, 761 N. Lee Sfreet, Suite 312 Alexandria. VA 2SE .Use�vaWesam tlsou-e8ers5ve nb1011f?A33 hsrn..o- - - -}f Citrus Heights, CA, 95510 tB Job Truss Truss Type Qty Ply R41608140 2471_A T1A Hip Girder 1 2 Job Reference (optional) on m accw <a 4uu Mlrex m usmes, Inc. we Mara 13:12:f142014 Pagel ID:OL02Ugh6zrYYVZ1O50vl sXzPQke-mCma5GpXryrr50rg4VBQUBOcGDc4ogWtSpg27zZfpf rr-0� 8-0-0 11-0-2 14-2-0 17-3-14 20-4-0 24-1M 1-0-0 B-0.0 3-0-2 3-1-14 11-14 3-0-2 4-5-8 ' Scale = 1:46.8 Special Sx6 Special Special Special Special = Special Special 3x10 = 3x4 = Special 4x4 = 4x4 = 4.00 12 P P 3 15 4 1A 5 17 6 1A 7 WO 19 14 20 21 13 22 23 12 24 25 11 26 27 10 28 9 6xB = Special 7x10 = 3x4 = Special 4x4 = 6xl2 = 4.6 MT20H I I Special Special Special Special Special Special 8-0.0 11-0.2 14-2-0 17-3-14 20-4-0 24-10.8 f�0-0 'a.n_ 1-14 3A)-? 4.6-8 Plate Offsets (X,Y): f2:0-3-12,0-1-81,f9:Edge 0-3-91,f10:D-2-4,0-3-01,f13:0-5-00-4-8) f14:0.4-0,0-4-4) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 125 TC 0.70 Vert(LL) -0.27 12-13 >999 480 MT20 2201195 TCDL 14.0 Lumber Increase 125 Be 0.90 Vert(TL) -0.55 12-13 >533 240 MT20H 165/146 BCLL 0.0 ' Rep Stress Ina NO WB 0.84 HOrz(TL) 0.12 .9 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Wind(LL) 0.05 13 >999 240 Weight: 264Ito FT=20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-3-2 oc puffins, except BOT CHORD 2x6 DF No.2 G end verticals, and 2-0-0 oc pudins (43-11 max.): 3-7. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=224510-5-8 (min. 0-1-12), 9=2316/Mechanical Max Horz 2=38(LC 5) Max Grav 2=3299(LC 15), 9=3582(LC 21) FORCES (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=9575/0, 3-4=8902/0, 4-5=10128/0, 5-6=8544/0, 6-7=5629/0, 7-8=6045/0, B-g=3362/0 BOT CHORD 2-14=0/9064, 13-14=0/10195, 12-13=0/10192, 11-12=0/10128, 10-11=0/8544, 9-10=0/514 WEBS 3-14=0/2854, 4-14=1777/0, 4-12=265/98, 6-10=3787/0, 7-10=011736, B-10=0/5466, 5-11 =214410, 5-12=0/962, 4-13=0/B42, 6-11=0/1962 NOTES 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-6-0 oc, Except member 14-4 2x4 -1 row at 0-9-0 oc, member 12-4 2x4 - 1 row at 0-9-0 oc, member 10-6 2x4 - 1 row at D-9-0 oc, member 10-7 2x4 - 1 row at 0-9-0 oc, member 10-8 2x4 - 1 row at 0-9-0 oc, member 5-11 2x4 - 1 row at 0-9-0 oc, member 12-5 2x4 - 1 row at D-9-0 oc, member 13-4 2x4 - 1 row at 0-9-0 oc, member 11-6 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. QFE$SJ 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psP BCDL=6.OpsF, h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right QR exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) Provide SOO 9� N Ceti adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. �� Q �2 G1 7) This truss has been designed fora �O V 10.0 psf bottom chord live load nonconcurrent with any other live loads. ` [Z11 8) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 14-0 wide will LU C 074486 rn fit between the bottom chord and any other members. Y X 9) A plate rating reduction of 20% has been applied for the green lumber members. EX,P, 12-31 15 10) Refer to girder(s) for truss to truss connections. 11) This truss has been designed for a moving concentrated load of 250.O1b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. L% �Q 12) Graphical puffin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 9T Fl� FOFe March 18,2014 AB'ARIM-V--lydespparaare lien and RMWIFS Off BRSAMir'AKi(M141 CRETREWPr.4M1.74)3rec3fZ5{M489MLM Design valid for use only with MOek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Addrficnal temporary bracing to Insure stability during construction Is the resporallolllNy of the erector. Additional permanent bracing of the overall structure is the responsibility of the buildingdesigner. For general guidance regar�ng Tek' elute. 71rl N.LeeTg' 3147 =L rrvd' SLR;•'9C9�stg2tsvp^sn.1'tM-_—....... Safely Inlorma8on available from Truss Plate Institute. 781 N. Lee Street, Suite 312 Alexandria, VA 22314. _ _ �pj j-' ,Vie, s n 11 I� hFn3�f@li"a Rs�d4�gt.'Ehevahsasau 9saaealyd•*tw<�Ifael3 kwlt5C Citrus Hei Heights, CA, 95610 Job Truss Truss Type Qty Ply R41606140 2471 A TI A Hip Girder 1 2 Job Reference (optional) BMc, Indio, CA - 92203 7.430 s Jul 25 2013 MTek Industries, Inc. Tue Mar 18 13:12:04 2014 Page 2 ID:OLD2Ugh6zrYYVZrO5DvlsX2PQke-mCmaSGpXcyrr5Org4VBQUBDcGDcAogYYtSpg27zZfpf NOTES 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 110 lb down and 13 lb up at B-0-0, 110 lb down and 13 lb up at 10-0-12, 110 lb down and 13 lb up at 12-0-12, 110 lb down and 13 lb up at 14-0-12, 110 lb down and 13 lb up at 14-3-4, 110 lb down and 13 lb up at 16-3-4, and 110 lb down and 13 lb up at 18-3-4, and 200 lb down and 34 lb up at 204-0 on top chord, and 1618 lb down at 8-0-0, 303 lb down at 10-0-12, 303 lb down at 12-0-12, 303 lb down at 14-0-12, 303 lb down at 14-3.4, 303 lb down at 16-3.4, and 303 lb down at 18-3-4, and 822 lb down at 20-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-0=-68, 3-7=68, 7-0=-68, 2-9=20 Concentrated Loads (lb) Vert 3=93(F) 7=160(F) 14=651(F) 12=191(F) 10=280(F) 5=187(F) 15=93(F) 16=93(F) 17=93(F) 18=93(1`) 21=96(F) 22=96(F) 25=96(F) 26=96(F) AL WARWM -116r sign Sammiers and REAL MISS ON WIT AN Mt6:t•G 0lT9K9RgRFnX AAM WT-703 ree 1129120149FIMUZ �� Design valid for use only with MTis connectors. This design based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stobipity during construction is the respons}bOlity of the Ml t erector. Addiona til permanent bracing of the overall structure ll stture is the responsibility odi f the building designer. For general guidance regarding - .. - .. .. �_ 1i A; 63&bS�SRF%TlQ7sgt-emoe'1. .. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 31 Z Alexandria, VA 22314. - reen 9 �'Ses .D'ssa FSalh ewe..er --�.- ner a sa,...-- Citrus Heights, CA 95610 Job Truss Truss Type Qty, Ply R41606141 2471 A T1B Hip 1 1 Job Reference (optional) BMc, Indio, CA - 92203 7.430 s Jul 25 2013 Mrrek Industries, Inc. Tue Mar 18 13:12:05 2014 Page 1 ID:OLD2Ugh6zrYYVZ1050vl sXzPQke-EOKylcg9MFtfgXQsdCff00Ym4QxKXONh56YEaZzZfpe 1-0.0 i 5-0-0 10-0-0 F 142-0 18-" 24-10.8 4-2-0 6-6-8 US = 4x6 = 11 10 2x4 11 5x8 = 3x4 = 4x6 4x12 = Scale = 1:46.8 8 4x6 MT20H I I 5-0-0 10-0-0 18-" 24-10.8 5-0-0 441-0 B-4-0 6-6-8 Plate Offsets (X,Y): f8:Edpe 03-9L I10:0-40 0-3-4] LOADING (ps1) SPACING 2-" CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.83 Vert(LL) -0.30 9-10 >993 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.66 9-10 >447 240 MT20H 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.42 Horz(TL) 0.08 8 n/a n/a BCDL 10.0 Code IBC2009ITP12007 (Matrix) Wrnd(LL) 0.05 10 >999 240 Weight: 112 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-10-4 oc purtins, except BOT CHORD 2x4 DF No. 1&Btr G end verticals, and 2-0-0 oc puffins (4-8-8 max.): 4-6. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=1167/0-5-8 (min. 0-1-8), 8=1076/Mechanical Max Horz 2=41(LC 5) FORCES (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23=2645/0, 3-4=2131/0, 4-5=1973/0, 5-6=1602/0, 6-7=1760/0, 73=1012/0 BOT CHORD 2-11=0/2441, 10-11=0/2441, 9-10=0/1981, 8-9=17/313 WEBS 3-10=58528, 4-10=01391, 5-9=-570/31, 6-9=0/280, 7-9=0/1366, 3-11 =0131 9 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 14)-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) This buss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Q�QFE$$/O 9 Bottom Chord, nonconcurrent with any other live loads. �O Soo N �2C 10) Graphical puffin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. �� 0 LOAD CASE(S) Standard CO CQ� 2ni 2 LU C 074486 M * P 2-31-15 ST,9r 1 �Q' FOFC March 18,2014 Q tB4 MM-Verifrr 254a pamatemn and REAR ROTES ONTW A781 MWED KYWREEEREhM PAGE Wr-7413 re51f29%m4 iailBEhm Design valid for use only with MBek connectors. This design is based only upon parameters shown, and is for an Individual bullding component. Applicability of design parameters and proper incorporation of component S responsibTrly of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stobirity during construction is the responsbNdy of the erector. Additional permanent bracing of the overall structure a the responsbifity of the bullding designer. for general guidance regarding M Te�C' -. �.-�I�:.��iosc�_,.f4-�g,.`'p�s.:'.-Ak�.}r "ic_-.•w CL76fiR:AGiB�'-S�B� �. - :.��y�alsrL-91if:�-.� i�3�- Sorely IMormWion waliable from Truss Plate Institute, 781 N. Lee Street, Suite 31 Z Alexandria VA 22314. _ - Fnw- is n6fMMla h.Jt4_9C Citrus He' Heights, CA, 95610 Job Truss russ Type ty Ply R41608142 2471 A TIC Hip 1 1 Job Reference (optional) BMC, Indio, CA - 82203 7.430 s Jul 25 2013 MTek Industries, Inc Tue Mar 18 13:12:06 2014 Page 1 ID:OLD2Ugh6zrYYVZrO5OvlsXzPOke4atKWygo7Z?BKh?3BwAuZc5z1pl2GnvrKmin7?zZfpd 010-0 I 79 iz-0-0 16-4-0 20-5-11 -0 F z0 7-A 4-4-0 4-1-11 US = 4x6 = 4x4 = 11 10 g 2x4 II 5x8 = 3x10 = Scale = 1:46.7 8 6x10 MT20H = 7-8-9 12-0-0 16�-f1 24-10-8 41, 4-'i-7 4-4-n B-6.6 Plate Offsets (X,Y): (4:D-2-8,0-0-121, (10:0- ,0-3-0j LOADING (psf) SPACING 2-" CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.69 Vert(LL) -0.20 2-11 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.93 Vert(TL) -0.50 2-11 >593 240 MT20H 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.66 Horz(TL) 0.09 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.06 2-11 >999 240 Weight: 113 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 335 oc purlins, except BOT CHORD 2x4 DF No. 1&Btr G end verticals, and 24)-0 oc purlins (53-13 max.): 4-5. WEBS 2x4 DF Stud G 'Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 73: 2x4 DF No.1&Btr G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation side. REACTIONS (lb/size) 2=1167/0-5-8 (min. 0-1-8), 8=1076/Mechanical Max Horz 2=48(LC 5) FORCES (lb) -Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23=2494/0, 3-4=1822/0, 4-5=1536/0, 5-6=165810, 6-7=432/0 BOT CHORD 2-11=0/2281, 10-11=0/2281, 9-10=0/1667, 8-9=0/1426 WEBS 3-11=0/397, 3-1O=715/2, 4-10=0/497, 4-9=271/50, 5-9=0/251, 6-9=0/251, 6-8=1420/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. �QFESs/0 9) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonnaurrent with any other live loads. ce SOO N 10) Graphical purlin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. OO 0�i� CO LOAD CASE(S) Standard LU C 074486 * 12-31-15 sr�TFOF March 18,2014 A WARKM -tfen7y desip pammien and RW A07FE ON IM Aid MOO t47FX RRTRRU PME p7[-7473 ML 1129IM49 IIBEUZ Design varid for use only with M7ek connectors. This design B based ony upon parometers shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stabTdy, during cornrhuction is the resporsibiQity, of the erector. Additional permanent bracing of the overoll structure is the resporwblfrly of the bu➢ding designer. For general guidance regarding MTek' _.., 10.erV� Q.to. G141D.d'13riCg9ts safely nformaBcn avallable from Truss Plate Institute, 781 N. Lee Street. Suite 31Z Alexandria, VA 22314. �ine(SP unrooeris_— m�e thew-ef)ecth �A'a 061t2a3a bwAf-A r"� cross Heights, CA, 95610 Job Truss Truss Type Qty Ply R41608143 2471_A T1D Hip 1 1 Job Reference (optional) BMC, Indio, CA - 02203 7.430 s Jul 25 2013 MTek Industries, Inc. Tue Mar 18 13:12.08 2014 Page 1 ID:OLD2Ugh6zrYYVZr050vlsXzPQke-ez?5xes2fAFva?gRJLCMe1AICdzskeZ7n4nuBuzZipb -t-0-0 7-5-1 14-0-0 1 19-5-0 24-10-8 0116.6.15 - 51-7 5-5-0 Scale = 1:45.1 5x8 = 4x4 = = 8 6x12 2x4 II 4x6 = 54 II U-4-0 7-51 14-0-0 1 1&S8 24-108 7.5.1 6�15 0. St-7 0.7-0 SS0 Plate Offsets (X Y): f2:0-3-3 Edgel f4:04-0 0-1-121, f8:Edge 0-391 LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.71 Vert(LL) -0.20 2-11 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.91 Vert(TL) -0.46 2-11 >639 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.84 Horz(TL) 0.08 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.06 2-11 >999 240 Weight: 116 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&BtrG TOP CHORD Structural wood sheathing directly applied or 3-7-7 oc purtins, except BOT CHORD 2x4 DF No.1 &Btr G end verticals, and 2-0-0 oc purlins (5-2-10 max.): 4-5. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation side. REACTIONS (lb/size) 2=1167/0.5-8 (min. 0-1-8), 8=1076/Mechanical Max Horz 2=54(LC 5) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2533/0, 34=158610, 45=1444/0, 5-6=1554/0, 6-7=167810, 7-8=1008/0 BOT CHORD 2-11=012323, 10-11=0/2323, 9-10=011536, 8-9=2/257 WEBS 3-11=0/403, 3-10=962/0, 6-10=270/52, 7-9=0/1366, 5-10=28/508, 4-10=71/314 NOTES 1) Unbalanced roof five loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; M WFRS (low-rise); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live toad of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. O4ROFESS/p�9 SOON 9) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. �� O O2� LOAD CASE(S) Standard ` V�O Ci _ LU C 074486 P 2-31-15 * sT I �P 9TFOF C March 18,2014 Ab'ARtM-Kerffydesigapammavrand REM fAFFSONNITAlmfAC WED MfHX9VTRF1KF A4M W-MY3 ML VZVM4SMffVZ Design valid for use any with MTek connectors Th's design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is respombIliity of buikfing designer- not tens designer. Bracing shown 'a for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction B the responsibilydy, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. Far general guidance regarding MTek' g bsforuge:alatrs�prec§oa,vn '. _ _._ _ £mrnponent.�s='--. Safety Infmmallon available from Truss Nate institute. 781 N. Lee Street. Suite 312, Alexandria. VA 22314. N—Y61 nmRBwnf�t/iawAaelc nrax4[i'm1_� aw..�Hu�ava �t.Kne4V.�'r1..n [1C1f11 lT1@1 �'i,..Lfar' _,.. a7�y„aaBB%%8`21:6'i8'3��••<. Citrus Heights, CA, 95610 u Job Truss Truss Type Qty Ply R41608144 2471 A TIE Commit 1 1 - Job Reference (optional) BMC, Indio, CA - 92203 f-4SU S JUI Z5 ZU13 Mr I as MOUSMS, Inc. Tue Mar 16 13:12:09 2014 Page 1 ID:OLD2Ugh6zrYYVLrO50v1 sXzPQke-09ZT8_tgOUNmB9kes2kbBEjSg1 JST7THOkWRjKz7Spa taz-0 I z1-o-a z410-B � 1-OA 3-0-0 4313 610-4 8-10-4 3-10� Scale=1:44.3 7x10 II 3xio = 1z 11 1u e a 2x4 I I 3x6 = 6x8 = 3x10 = 4x4 II 3-0-0 S9� 7-3-13 14-2-0 21-0-4 2410.8 Plate Offsets (X,Y): 18:Edge 0-3-9l, (9:0-3-9 0-1-8l, f 10:0-4-0,0-3-81 LOADING (psf) SPACING 33-8 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.72 Vert(LL) -0.18 10-11 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.95 Vert(TL) -0.57 10-11 >518 240 BCLL 0.0 Rep Stress Incr NO WB 0.73 Horz(TL) 0.14 8 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Wind(LL) 0.08 11 >999 240 Weight: 116lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.t&Btr G TOP CHORD BOTCHORD 2x4DFNo.t&BtrG WEBS 2x4 DF Stud G BOT CHORD WEBS REACTIONS (lb/size) 2=1921/0-5-8 (min. 0-2-1), 8=1770/Mechanical Max Horz 2=91(LC 5) FORCES (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-4373/0, 34=3992/0, 4-5=2615/0, 5-6=2614/0, 6-7=2572/0, 7-8=1702/0 BOT CHORD 2-12=0/4039, 11-12=0/4039, 10-11=0/3753, 9-10=02394 WEBS 4-11=0/481, 4-10=1530/14, 5-10=0/879, 6-10=278247, 6-9=599/68, 7-9=02383, 3-12=12/299, 3-11=528/0 Structural wood sheathing directly applied or 3-0-6 oc purtins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 4-10 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 14)-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonooncurrent with any other live loads. LOAD CASES) Standard 4R0FESS/ON SOON 0 CO ` lLU v C 074486 m * 12-31-15 rs1T IV L �P �TFOF CA March 18,2014 A YFAKt9diU-tFen7�desiga paraer�trts and RFAC ADTFS ONTNLS A7� fAt20r.As f/I7RCfi�Fh'� i4�iE /4tt-7413 rec i f29fI8Id&B�REfff� Design valid for me only with MRek connectors. This design is based only upon parameters shown, and is for an individual building component. ��• _ Applicability of design parameters and proper Incorporation of component 6 responsibility, of building designer - not truss designer. Bracing shown e for lateral support of individual web members only. Additional temporary bracing to irssure stability during construction Is the responsibility of the MTek' erector. Additional permanent bracing of the overall structure is the responslblity of the building designer. For general guidance regarding Ftyvailalefrrn Truselvrary+e�+t. Lecwr Sotefy tniorma8on available from Truss Plate Institute, 781 N. Lee Street. Suite 312 Alexandria, VA 22314. IF3assrbaeni�.mtafrL�..sf�7�#.aw��...a�s..��.w...n.�--._r�rmrsm:r...,ar,as Citrus Heights, CA, 95610 Job Truss Truss Type 0ty Ply R41608145 2471_A T1F Common Girder 1 1 Job Reference (optional) a moro, tM • nccu3 1A us Jul zb zul"3 Mr I ex Inclustnes, Inc. Tue Mar 15 13:1210 2014 Pagel ID:OLD2Ugh6zrYYVZrO5Ov1 sXzPQke-aM7rMJtlBoVdpJJgQmFgISGdURfbCYwQFOG?GmzZfpZ S - 1-0-0 3-0-0 43-13 6-10.3 6-10-3 41.8 0. 25 4x8 = 12 11 2x4 I I 3x6 = 7x10 II 5 10 Us = 9 4x12 = Scale = 1:46.8 8 4x6 MT20H I I LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 10.0 SPACING 343-8 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Ina NO Code IBC20091TPI2007 CSI TIC 0.72 BC 0.96 WB 0.85 (Matrix) DEFL in (loc) Vdefi Ud Vert(LL) -0.18 10-11 >999 480 Vert(TL) -0.59 10-11 >509 240 Horc(rQ 0.16 8 n/a n/a Wind(ILL) 0.12 11 >999 240 PLATES MT20 MT20H Weight: 118lb GRIP 220/195 165/146 FT=20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-8-9 oc purlins, except BOT CHORD 2x4 DF No. 1&Btr G end verticals. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-10 REACTIONS (lb/size) 8=1804/0-5-8 (min. 0-2-3), 2=1954/0-5-8 (min. 0-2-7) Max Horz 2=111(LC 13) Max Uplifts=142(LC 12), 2=272(LC 9) Max Grev 8=2052(LC 7), 2=2266(LC 8) FORCES (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-0=5325/578, 3-4=-4823/505, 4-5=-3225/344, 5-6=3063/195, 6-7=3314/261, 7-8=1964/169 . BOT CHORD 2-12=589/4949, 11-12=439/4757, 10-11=264/4326, 9-10=9/2912, 8-9=224/449 WEBS 4-10=1544/31, 5-10=0/928, 7-9=246/2931, 6-10=-6082B7, 6-9=590/1B1, 4-11=0/480, 3-12=12/299, 3-11= 523/77 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; CaL 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 pelf bottom chord live load nonconcurrent with any other five loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=1b) 8=142, 2=272. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 25-0-0 for 60.0 plf. LOAD CASE(S) Standard & WARAM-"design Sarawtm and REM N07F9 Of DO AN f=MO M77WREFERFME pKif Mtf-7413 rec 1 f2V2914 BBi LIK Design vo5d for use only with M9ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component B responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsiblrrty of the building designer. For general guidance regarding Information avalable from Truss Plate institute, 781 N. Lee Street, Suite 312 Alexandria VA 22314. Q?,OFESS/pN SOO�r �� c ti i LU C 074486 c rn i *\�2-31-15 /* �r MiTeic inPFr'-'S✓fleA AW121"J"S" Cihus Heights, CA, 95810 March 18,2014 Job Truss Truss Type ty Ply R41606146 2471 A T1G Cormm� 3 1 Job Reference (optional) omc, mmo, cA- u"ua 1.4su s uul 20 2u16 MI I ex m0ustneS, Inc. Tue Mar le 13:12:11 2014 Page i ID:OLD2Ugh6zrYYVZrO5DvlsXzPQke-3YhDZfuwy5dURStO_Tm3GfosWq?kx_3aU2?YoD2ZfpY eL-6-0 7-313 14-2-0 21-0-4 251-11Po-d-O 1-0.0 7-3-13 6-10-4 6.10-3 4-1-8 3-2-5 1-0-0 Scale = 1:50.1 5x6 = 4 Iv 0 4x4 = 12 11 to 9 --- 2x4 II 5x8 = 3x10 = 2.4 II 7-3-13 6.10.4 6.10-3 5 O.0 4-1-8 n- -�- Plate Offsets�X,Y): (2:0-3-4,Edgel, f1D:0-3-9,0-1-81, t11:D-4-0,0-3-0j LOADING (psf) SPACING 240-0 CSI DEFL in (hoc) I/defi L/d PLATES GRIP TCLL 20.0 Plates Increase 125 TC 0.51 Vert(LL) -0.19 11-12 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -0.45 2-12 >665 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.92 Horz(rL) 0.08 9 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Wind(LL) 0.05 2-12 >999 240 Weight:121 lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or3-7-14 oc pudins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 64-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation guide. REACTIONS (lb/size) 2=115310-5-8 (min. 0-1-8), 9=1526/0-5-8 (min. 0-1-10) Max Horz 2=55(LC 6) Max Uplift 9=21 (LC 4) FORCES (lb) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2498/0, 3-4=1545/0, 4-5=1540/0, 5-6=1451/0, 6-7=170/1025 BOT CHORD 2-12=0/2290, 11-12=0/2290, 10-11 =0/1 339, 9-10=949/179, 7-9=949/179 WEBS 3-12=01398, 3-11=988/6, 4-11=0/527, 5-10=-414/67, 6-10=0/1953, 6-9=1388124 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 14)-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. s�QFESS/p 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard SOOgr Fy 1) Regular. �� OQ O 2 G1 Lumber Increase=1.25, Plate Increase=1.25 V �+ Uniform Loads (plf) Vert 1-4=-68, 4-8=68, 2-9=20, 7-9=35(F=15) & m LU C 074486 EX 12-31-15 * ��\P 1S��TFOF C March 18,2014 A amm -Verif/desiga paraslemrs and REM MIESOff IMAM fAS WED WHVISFEP01 FAAGE loft-T973lee i/T9 M4 89WME D Design valid for use only with M7ek connectors This design is based only upon parameters Shown, and is an individual building component. F �� Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 'a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsblrrty of the erector. Additional permanent bracing of the overall structure Is the responsbirdy of the bullring designer. For general guidance regarding NNW . _._., o r .. a£rR¢g£�rrponenfsr-•A-^�cm.ras�c Safety Inbrmo8on available from Truss Plate Irutttute, 781 N. Lee Sheet, Suite 312 Alexandria, VA 22314. r - _ Citrus Heights, CA, B5610 _ tYsSav�SHsse�l7umber§ r,.9se desigrsuatoes are taoseeIIerHve 66/t1!1j2�]3 �R19G Job Truss russ Type Qty Ply R41 B08747 2471_A T1H Common 5 1 Job Reference (optional) BMC, Indio, CA - 92203 7.430 a Jut 25 2013 MiTek Industries, Inc. Tue Mar 18 13:12:13 2014 Page 1 ID:OLD2Ugh6zrYYVZrO5OvlsXzPQke-?xc_LwBUjtBgm1P5uoXL4t8?ekcPzktKLUR5zZfpW r1-0-0 3-1-13 1� 17�0 21-7-026.4-00 3-1-13 3-7-3 3-9.0 1-0-0 2-8-0 2.8.0 1-0-0 3-9.0 3g-0 3-0-0 1 . Scale = 1:51.0 7x10 II US = cc n zu 1b _ 15 -- 14 -- 2x4 II US = 4x12 MT20H — 5x8 — W0 = 2x4 11 Plate Offsets (X,Y): I15:0-3-9,0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) -0.19 20-21 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.74 Vert(TL) -0.62 20-21 >485 240 MT20H 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.59 Horc(TL) 0.08 14 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) W7ind(LL) 0.11 20-21 >999 240 Weight: 151 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-9-15 oc pudins. BOT CHORD 2x4 OF No.1&Btr G *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 17-19: 2x6 OF No.2 G 6-0-0 oc bracing: 14-15,12-14. WEBS 2x4 OF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1236/0-5-8 (min. 0-1-8), 14=1623/0-5-8 (min. 0-1-12) Max Horz 2=55(1_C 6) FORCES (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2842/0, 3-4=2666/0, 4-5=2175/0, 5-6=2261/0, 8-9=1778/0, 9-10=1879/0, 10-11=1422/0, 11-12=177/997 BOT CHORD 2-22=0/2628, 21-22=0/2628, 20-21=0/2508, 16-20=0/1735, 15-16=0/1309, 14-15=-924/186,12-14=924/186 WEBS 3-22=24/260, 10-16=0/504, 11-14=-144510, 6-20=0/1064, 8-16=161/386, 6-23=1546/0, 8-23=1546/0, 3-21=384/45, 9-16=165/285, 5-20=628128, 10-15=640/0, 11-15=0/1912, 4-21=01382, 4-20=617/26 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) 180.0lb AC unit load placed on the bottom chord, 14-2-0 from left end, supported at two points, 5-M apart 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 3x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord rive load nonconcurrent with any other live loads. • RQFESS/O 9 7) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. O SOO/`( CV 8) A plate rating reduction of 20% has been applied for the lumber O?iC G) green members. vj �Z`O 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the C� Bottom Chord, nonconcurrent with any other live loads. LU C 07448$ rn 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 12-31-15 * 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-7=-68, 7-13=-68, 2-14=20, 12-14=35(F=15) OF l 1F0� March 18,2014 AWfAMM-11erHrdesipparamtersandRfJtCRt7iF50N fASM4ifAK2t&EGNI7FlCAFFc�tIF14�r>AiEMft-74T3rec;fZ�1NlIllf�lf�rE� Design valid for use only with MOek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not tens designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stabilty during construction is the resporolblPdy of the EF erector.. Additional permanent bracing. of the overall structure Is the responsbSity of the building designer. For general guidance regarding MiTek* n sfil8eg�aig•�omponem-� — Intamw on le from Truss Plate Institute, 781 N. Lee Sheet. 312 Alexandria, VA 22314. - rpl�..,'a�!'L51h",,Si9fi's Citrus Heights, CA, 95510 R- tuando kPSr -....� -- �-.f�j.Lussbeais sites smffios�epBeLane OSlQif2R13 tsMJtit±� a Job Truss Truss Type Qty ly R41606147 2471 A T1H Common 5 1 Job Reference (optional) area, roam, c • azzus LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 27=90 29=90 7.430 s Jul 25 2013 MTek Industries. Inc. Tue Mar 18 13:12:13 2014 Page 2 ID:OL02Ugh6zrYYVZrO50vlsX2PQke•?xo_LWBUjtBgm1P5uoXL4t87ekcPzktKLUft5zZfpW AH'ARMW-Verafrdesip Sarametetsand REM AOTES ONTWSAMTA42LMNUEKREF&U74MAWMR. 7473mrl.1f2WM4a9 EEt6E Design varld for we 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 responsilotlty of building designer- not truss designer. Bracing shown is for lateral support of individual we nb members only. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Addtional permanent bracing of the overall structure Is the responsibility of the buldng designer. For general nuidance, reaardina information available from Truss Plate Institute, 781 N. Lee Street. Suite ad!M1TGk7 M-MeenTaMMM,�ru citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply R41606148 2471 A T11 Common 1 1 Job Reference (optional) o , Inaio, l.M- ec<ua —u s iu— Gala mnea mausanes, inc. we Mar la is:1z14 Ze14 Page l I D:OLD2Ugh6zrYYVZrO50vl sXzPQke-T7MMBhxpF0021wcbfbJmulQMy2358SKOA?ECPXzZfpV 1-0-0 11 142-0 17-1-14 25-1-11 264-0 1-0-0 65.4 4-9-0 2-11-12 2-11-14 7-11-13 32-5 �1 0 4x4 = 12 11 2x4 II 5x8 = 4x4 = lu 6x8 = Scale = 1:49.5 i LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.56 Vert(LL) -0.21 9-10 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.79 Vert(TQ -0.41 9-10 >734 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.50 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.05 12 >999 240 Weight: 127lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&BtrG TOP CHORD Structural wood sheathing directly applied or 3-8-6 oc purlins. BOT CHORD 2x4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 64-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation guide. REACTIONS (lb/size) 2=1164/0-5-8 (min. 0-1-8), 9=1444/0-5-8 (min. 0-1-9) Max Harz 2=5B(LC 5) FORCES (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=25811/0, 34=1903/0, 4-5=1884/0, 5-6=1717/0, 6-7=1747/0, 7-8=1761770 BOT CHORD 2-12=012374,11-12=012374,10-11=011343,9-10=-697/161,8-9=-697/161 WEBS 3-12=01365, 3-11=697/1, 4-11=263/49, 5-11=0l766, 5-10=13/496, 6-10=459/86, 7-9=1270/48, 7-10=0/1627 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord five load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) 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 OQ?,QFESS/�� i Soot, 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 �� p� 0 ti Gi Uniform Loads (A Z` 2 V C Vert: 1-5=-08, 5-8=68, 2-9=20, 8-9=-05(17=15) m w C 074486 rn 12-31-15 * sTgTFOF UFQE��\P March 18,2014 AtYAfR W-Venf7Ge>;igaparametersandWAOMTESONWITANM(IMM77ACNFF@1tVKFAGEM7[-7473mr.3/29fIQi88&�IASE Design valid far use only with M7ek connectors. This design is boxed only upon parameters shown. and Is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibillty of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbl0ty of theM erector. Additional permanent bracing of the overall structure is the responsb0ity of the building designer. For general guidance regarding ITek• ltSOdl 5r_omporAm! _arcec�: Safety Infonnmion available from Truss Plate Institute, 781 N. Lee Street, Suite 31Z Alexandria, VA 22314. ti3is'ssef5p}iures�3dsedesies ryluezamtaso�egesdve p6lpif2fl13 hv1tLg Gnus Heights, ghts, CA, 95610 Job Truss Truss Type Qty Ply R41608149 2471 A T1J cornawn 1 1 Job Reference (optional) bmu. Inwo, uA - uzzuJ - - - 9 GUl9 rage l ID:OLD2Ugh6zrYYVZrO5OvlsXzPQke-xJwkP1xROK8vv4BnDJRQVzYhOJbd9Ofmix_z4U 6- -0 8 1-0-0 6.5-4 49-D 2-11-12 2-11-14 7-5-1 D-3- Scale = 1:44.5 d1' 0 44 = H 4x4 = n iu 0 6 2x4 II 5x8 = 4x12 = 6XIDMT20H II 6-5-4 i 11-2.4 �_ — 17-1-14 24-10-8 4-9-0 5.11-10 7-8-10 — Plate Offsets fX.Y): f2:0-3-8.Edael. f7:Edae.0-1-81. f8:0-3-9.Edgel. f10:0-4-0.0.3-01 LOADING (psf) SPACING 211 CSI DEFL in (loc) I/defl Ud TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.17 8-9 >999 480 TCDL 14.0 Lumber Increase 1.25 BC 0.79 Vert(TL) 0.33 9 10 >882 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.37 HOrz(fL) 0.07 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.05 11 >999 240 LUMBER BRACING TOP CHORD 2x4 OF No.t&Btr G TOP CHORD BOT CHORD 2x4 DF No. t&Btr G WEBS 2x4 OF Stud G *Except* BOT CHORD 7-8: 2x4 OF No. t &Btr G REACTIONS (lb/size) 2=1167/0-5-8 (min. D-1-8), 8=10761Mechanical Max Horz 2=55(LC 5) FORCES (lb) -Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2589/0, 3-4=1912/0, 4-5=-1892/0, 5-6=1710/0, 6-7=1743/0, 7-8=989/0 BOT CHORD 2-11=0/2381, 1D-11=0/2381, 9-10=0/1353, 8-9=4/428 WEBS 3-11=0/364, 3-10=-697/2, 4-10=-258/48, 5-10=0/764, 5-9=26/483, 6-9=-422/82, 7-9=0/1187 PLATES GRIP MT20 2201195 MT20H 165/146 Weight: 117 lb FT = 20% Structural wood sheathing directly applied or 3-8-5 oc purtins, except end ver8cals. Rigid ceiling directly applied or 10-0-0 oc bracing. M7ek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by I -M wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonoonanent with any other live loads. LOAD CASE(S) Standard ji3ARNM-VemydesipSaraweir-rsand9Wp07FSORWITAli91111012 01f 9KRVERMi?k-ZMR-7473rec1/Z91MdWW15E Design volid for use only with Mgek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Addfional Permanent brocina of the overall structure is the responsibility of the bWdna designer. For oeneral guidance reaordna N. Lee Street, Suite 31Z Alexandria, VA 22314. k QRpFESS(0� S00/�/ 0G1 CO i L C 074486 M *\ �2-31-15 J* MTek` C hm Heights, CA, 95610 March 18,2014 Job Trus Truss Type Qty Ply 114116011150 2471 A T1K common 1 1 - Job Reference (optional) BMC, Indio, CA- 92203 /.aSu s Jul zb 2ui3 MI I eK Indm1nes, Inc. Tue Mar 18 13:12:17 2014 Pagel ID:OLD2Ugh6zrYYVZrO5Ovl sXzPQke-b2Vgi7hYxOd9NLAKktTVw2uAF4fLgBSszSsOsZfpS 14-2-0 17-1-14 + 24-10-8 6-54 49.0 2-11-12 2-li-14 7-8.10 4x4 = 4 Scale = 1:42.6 H 4x4 = iu a o - 7 2x4 I I 5x8 = 4x12 = 6x10 NTT20H I I LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Ina NO Code IBC2009ITP12007 CSI TC 0.50 BC 0.80 WB 0.37 (Matrix) DEFL in Vert(LL) -0.17 Vertol) -0.34 Horz(TL) 0.07 Wind(LL) 0.05 (loc) I/deft L/d 7-8 >999 480 1-10 >872 240 7 n/a n/a 10 >999 240 PLATES GRIP MT20 220/195 MT20H 165/146 Weight: 116lb FT=20% LUMBER BRACING TOP CHORD 2x4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-7-10 oc puffins, except BOT CHORD 2x4 DF No. 1&Btr G end verficals. WEBS 2x4 DF Stud G "Except* BOT CHORD Rigid ceiling directly applied or 10-D-0 oc bracing. 6-7: 2x4 DF No.1 &Btr G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation side. REACTIONS (lb/size) 1=1078/0-5-8 (min. 0-1 -8). 7=1 078/Mechanical Max Horz 1 =42(LC 5) FORCES (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=2615/0, 2-3=1920/0, 3-4=-1899/0, 4-5=1715/0, 5-6=1748/0, 6-7=991/0 BOT CHORD 1-10ro/2408, 9-10=0/2408, 8-9=0/1358, 7-8=4/428 WEBS 2-10=0/367, 2-9=718/10, 3-9=255/47, 4-9=0/768, 4-8=26/483, 5-8=-422/82, 6-8=0/1192 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 141-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the ROFESS/o Bottom Chord, nonooncurent with any other live loads. �� SooN Fy O2� LOAD CASE(S) Standard �`Z`�O t271 C 074486 EX 12-31-15 * ��\P ��gTFOF C March 18,2014 Q WAREiftiG-Yerifydeilp parannamrs and READ NJFES Of WU AM BV12WEG AfITR AWREW AGE NIT-7471 rec UZ .1129J20148@x7R Design vorid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. ��• Appficablfity of design parameters and proper incorporation of component is respomibW of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary tracing to Insure stability during construction is the responsibilliiy, of the erector. Additional permonent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding m t"Tek` BtirAiF'�1u:7o�fsxx�e�i'rriRfis,.. � , . - - - 8^�b�7 unt8fs3n�to'ttpbn'owP�• - .... .. _ _ . _. > en.� . `i'�ii Ili -. .. _ .� Safely Informa8on available from Truss Plate Institute, 781 N. Lae Street, Suite 312 Alexandria, VA 22314. &'Sau9tam3e(S3sjkambers spac+fie4tM decien values are thow afleeshe OS7CIM13lavA[SC Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply R41605151 2471 A T1M Common 1 1 Job Reference (optional) amc, 1110r0, s:A - V"W / u s Jul LD Luld MI rex inausmes, Inc. i ue Mar 1a 13:1Z:1C Zu14 rage 1 ID:OLD2Ugh5zrYYVZrO50vlsXzPQke-Luct13 JJFWUnXwMuRO128bywfOv4Egc5dCQYJZZfpR 5.0-0 4.1-12 5-0-4 3-6.13 7-1-11 4x6 = 4 Scale = 1:42.6 H 4x6 = 1u y 0 7 2x4 I I 7x10 = 4x12 = 6x10 MT20H If LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TPI2007 CSI TC 0.95 BC 0.93 WB 0.53 (Matrix) DEFL in Vert(LL) -0.31 Vert(TL) -0.69 Horz(TL) 0.08 Wind(ILL) 0.07 (loc) I/defl Ud 8-9 >960 480 8-9 >427 240 7 n/a n/a 9-10 >999 240 PLATES GRIP MT20 220/195 MT20H 165/146 Weight: 114lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-2-14 oc pudins, except BOT CHORD 2x4 DF No.1&Btr G end verticals. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 7-10-1 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 1=110210-5-8 (min. 0-1-8), 7=1109/Mechanical Max Horz 1=86(LC 14) Max Uplift 1=266(LC 9), 7=182(LC 12) Max Grav 1=1422(LC 8), 7=1355(LC 7) FORCES (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=3708/805, 23=2966/540, 3-4=2713/317, 4-5=1885/117, 5-6=2335/374, 6-7=1291 /214 BOT CHORD 1-10=740/3326, 9-10=-469/3132, 8-9=435/1971, 7-0�33/364 WEBS 3-9=319/58, 4-9=0/1006, 6-8=335/1843, 5-8=382(78, 2-10=221313, 2-9=576/52, 4.8=119/598 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 14)-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 1=266, 7=182. 9) This truss has been designed for a moving concentrated load of 250.0Ib live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 040-0 to 9-4-0 for 160.7 pit. LOAD CASE(S) Standard &WARNIVi-trerifrdesipparam"andREADAD7FSWMITAt81M2LS*EDNMAFFEREAaA4UKi-74T3lee.112912i2488iA LISE Design valid for use only with Mfrek connectors. Th'a design is based only upon parameters shown, and is far 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 responsible ffy of the erector. Additional permanent bracing of the overall structure is the responsibility of the bulldno designer. For aeneral auidonce, reaardina N. Lee QROFESS/OM S00/� i LU C 074486 G)rn * EX 12-31-15 TgT�OF C March 18,2014 tltl•� MiTeW _ ._.... Citrus Heights, CA, 95610 Job Trus Truss Type Qty Ply R41608152 2471 A T10 common 2 1 Job Reference (optional) BMC, Indio, CA- 92203 7.430 s Jul 25 2013 Mrrek Industries, Inc. Tue Mar 18 13:12:10 2014 Page 1 J ID:OLD2Ugh:ZYVZr05OvlsXzPQke-q4AFEO x3zeLOhVZ58vxbL7E63otpe21JHxz4lzZfpQ 3-11-4 } 559 l 19-6.0 I 3-11.4 5-0.5 6-7-1 4-1-7 4x8 = Scale = 1:34.2 3.4 II 93x10 = 3x4 = 3x4 = 4x4 II LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud TCLL 20.0 Plates Increase 1.25 TC 0.47 Vert(LL) '-0.19 8-9 >999 480 TCDL 14.0 Lumber Increase 1.25 BC 0.69 Vert(TL) -0.31 8-9 >603 240 BCLL 0.0 Rep Stress Incr NO WB 0.73 Horz(rL) 0.01 6 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Wind(LL) 0.01 7-8 >999 240 LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD BOT CHORD 2x4 DF No. 1&Btr G WEBS Zx4 DF Stud G BOT CHORD REACTIONS (lb/size) 5=647/Mechanical, 9=1221/0-5-8 (min. 0-1-8) Max Horz 9=32(LC 3) Max UpliR9=22(LC 3) FORCES (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=55/44B, 2-0=17/452, 3-4=714/3, 4-5=878/0, 1-10=31/291, 5-6=589/0 BOT CHORD 8-9=0/429, 7-8=0/804 WEBS 3-9=-856/0, 3-8=0/469, 1-9=458/84, 4-8=298/60, 2-9�328/57, 5-7=01756 PLATES GRIP MT20 220/195 Weight: 99 lb FT = 20% Structural wood sheathing directly applied or 643-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-M oc bracing, Except 640-0 oc bracing: 9-10. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Dpsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tali by 14-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss Connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9. 8) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) 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) Dead + Roof Live (balanced) + Uninhab. Attic Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-68, 3-5=68, 9-10=50(F=30), 9-12=20, 12-13=60, 6-13=20 AWAARdIItB;-Ve.*da9ppasame" and REM AU7FSOKIMANPAIO.11CAiAlRa FRTRRaPAMMR-J4P3ML1129120140MUZ Design valid for use only with Mnek connectors. This design is based only upon parameters shown. and is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsib➢ity of building designer- not truss designw. Bracing shown h for lateral support of individual web members only. Additional temporary bracing to insure stablilly during construction is the nesponsibiPdy of the .erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. Far general guidance regarding N. Lee QROFESS/p�, SOON �� c u�J � Cy m LU C 074486 r- *` EX�r^-31-15 �* WOW 4fi�4��reeirRg; iaii Corns Heights, CA, 95610 March 18,2014 Job Trus Truss Type Qty Ply R41508153 2471 A T1P Hip 1 1 Job Reference (optional) BMC, Indio, CA- 92203 7.430 s Jul 25 2013 MiTek Industries, Inc Tue Mar 18 13:1220 2014 Page 1 rYYVZfO5 ID:OLD2Ugh6zDO sXzPQke-IHkdSk?agsmCDr810sQA7ZgPTTB?YCAuYxhXcBzZfpP r 41-0 I 7-8-0 ,F 10-3-0 15-2-12 , 1s-8-D 4-1-0 3-7-0 2-7-0 4-11-12 4x4 = 4.00 12 4x6 = Scale = 1:34.7 3.4 II 3x4 11 3x10 = 3x4 — 3x4 = 4x4 II LOADING (psf) SPACING 2-0 0 CSI DEFL in (loc) Vdefl Ud TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.08 9-10 >999 480 TCDL 14.0 Lumber Inxxease 1.25 BC 0.50 Vert(11) 0.14 9-10 >999 240 BCLL 0.0 Rep Stress Ina NO WB 0.29 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix) Wind(LL) 0.01 9 >999 240 LUMBER BRACING TOP CHORD 2x4 DF N0.1&Btr G TOP CHORD BOT CHORD 2x4 DF No.1&BtrG WEBS 2x4 DF Stud G BOT CHORD REACTIONS (lb/size) 7=63 1 /Mechanical, 11 =1 187/0-5-8 (min. 0-1-8) Max Horz 11=36(LC 3) Max Uplift 11=28(LC 3) Max Grav 7=632(LC 8), 11=1187(LC 1) FORCES (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=38/475, 2-3=255/155, 45=679/12, 5-6=-846/0, 1-12=14/316, 6-7=578/1 BOT CHORD 10-11=433/57, 9-10=0/511, 8-9=0/764 WEBS 4-9=0/397, 5-9=286/40, 1-11=503/57, 2-11=92010, 6-8=0/686, 2-10=0/633, 4-10=471 /0 PLATES GRIP MT20 220/195 Weight: 107 lb, FT = 20% Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals, and 2-0-0 oc puffins (6-0-0 max.): 3-4. Rigid ceiling directly applied or 10-M oc bracing, Except: 6-0-0 oc bracing: 10-11. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 14-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11. 9) This truss has been designed for a moving concentrated load of 250.01b live and 5.Olb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) Graphical puffin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-3=68, 3-4=-68, 4-6=68, 11-12=50(1`=30), 7-11=20 A WAR!'9R6 -tlerl7yr'ea paramma and RFAC WIFS Of MIT MS IR WEV MITFKRF TRnlXF A4W MT-1473 ML 11211IM489MLISf Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual bu➢ding component. Applicability of design parameters and proper incorporation of component is responstbnity of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsiblinty of the erector. Additional permanent bracing of the overall structure is the responsibility of the bu➢ding designer. For general guidance reaardino from Truss Plate Institute, 781 N. Lee QROFESS/Oh V��o SOON 'n�c C 074486 c * P 2-31-15 sT I �P grEOFC March 18,2014 WF Citrus Heights, CA, 95610 Job Truss russ Type ty ply IQ R41608154 2471 A T10 Hip 1 1 Job Reference (optional) BMC, Indio. CA- 27203 7.430 s Jul 25 2013 MTek Industries, Inc. Tue Mar 18 13:1221 2014 Page 1 ID:0LD2Ugh6zrYYVZr050v15XzPQke-mTH7f4DCbAu3e?exZZxPgmDSgsULHfH2nbQ49ezZfpO 5x8 = 4.00 12 5x6 = 3x4 = Scale = 1:35.8 9 3.4 I I U4— 3x4 = 3x10 = 6x10 MT20H I I LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 10.0 SPACING 2-M Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TPI2007 CSI TC 0.97 BC 0.63 WB 0.30 (Matrix) DEFL in Vert(LL) -0.14 Vert(TL) -0.23 Horz(TL) 0.01 Wind(LL) 0.01 (hoc) Udefl Ud 6-7 >999 480 75 >807 240 6 n/a n/a 7-8 >999 240 PLATES GRIP MT20 220/195 MT20H 1651146 Weight: 101 lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-" oc purtins, except BOT CHORD 2x4 DF No. 1&Btr G end verticals, and 2-" oc puriins (6-0-0 max.): 2-4. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except 6-0-0 oc bracing: 8-9. 7ek recommends that Stabilizers and required cross bracing installed during buss e2ction, in accordance with Stabilizer Fb tallation side. REACTIONS (lb/size) 6=643/Mechanical, 9=1171/0-5.8 (min. D-1-8) Max Harz 9=-40(LC 3) Max Uplift9=33(LC 3) Max Grav 6=655(LC 8), 9=1171(LC 1) FORCES (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=43/495, 3-4=772/16, 4-5=-083/1, 1-10=13/314, 5-6=580/19 BOT CHORD 8-9=123/259, 7-8=0/556, 6-7=12/367 WEBS 2-9=983/0, 2-8=0/590, 3-8=515/0, 1-9=548f78, 5-7=0/513, 3-7=0/343 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4pA BCDL=6.DpA h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 14)-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9. 10) This truss has been designed for a moving concentrated load of 250.01b live and 5.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=68, 2 4— 8, 4-5=-68, 9-10=50(1`=30), 6-9=20 � rsnerar:�-tre11'fy�:i�a 8araslc�rs aaE tiFAC r� iFs dN7H[.S All4! i�(ll.� NiiFKRFF'RFNtE wr,>F+art-ran ten rft�li0re11.$ Design valid for use only with M7ek connectors. This design 6 based only upon parameters shown and is for an Individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of bulldng designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 6 the responsbilfrly, of the erector. Additional permanent bracing of the ovenafl structure is the responsibility of the bulding deslaner. For general ouidonce reaardina N. QFtOFESSI/ S00/� 02 c ILU cr-C 074486 rn * 12-31-15 sT IV �P glFOF FO�� March 18,2014 MiTele re u�'f0i�" citrus Heights, CA, 95610 Job Trus Truss Type Qty, Ply R41608155 2471 A T1R Hip 1 1 Job Reference (optional) BMC, Indio, CA- 92203 1.430 s J0126 2U73 MI I ex InOusinn, Inc. Tue Mar 1 B 13:12212014 Pagel ID:OLD2Ugh6zrYWLrO50vl sXzPQke-isPm4m2S7nBntlolQl_tIBIrWgBNlagLEvvBD WzZfpM 4-9-B B•11-8 13-1-8 19-8-0 4-9-8 42-0 4-2-0 4.00 12 6x8 6x8 = Scale = 1:35.0 _ 9 _ 3.4 II 3x4 — 3x10 = US = 5x6 I I LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-M Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TPI2007 CSI TC 0.83 BC 0.53 WB 0.23 (Matrix) DEFL in Vert(LL) -0.10 Vert(TL) -0.16 Horz(rL) 0.01 Wtnd(LL) 0.01 (loc) Vdefl Ud 6-7 >999 480 6-7 >999 240 . 6 n/a n/a 7-8 >999 240 PLATES GRIP MT20 220/195 Weight: 99lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purfins, except BOT CHORD 2x4 DF No. 1&Btr G end verticals, and 24)-0 oc purlins (6-0-0 max.): 2-4. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-M oc bracing, Except 6-0-0 oc bracing: 8-9. ek recommends that Stabilizers and required crass bracing nstalled during truss erection, in accordance with Stabilizer F allation uide. REACTIONS (lb/size) 6=659/Mechanical, 9=1046/0-5-8 (min. 0-1-8) Max Horz 9=42(LC 3) Max Uplift9=39(LC 3) Max Grav 6=674(LC 8), 9=1046(LC 1) FORCES (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=50/437, 2-3=715/15, 3-4=715/15, 4-5=935/1, 1-10=23/277, 5-0=-601/17 BOT CHORD 7-8=0/824, 6-7=7/308 WEBS 1-9=463/85, 5-7=0/585, 2-9=870/32, 3-8=286/32, 2-8=0/728 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconarrrent with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 9. 9) This truss has been designed for a moving concentrated load of 250.01b live and 5.Olb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) Graphical purfin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard OQROFESS1pN,q sooty O`�� IX_ C 074486 c *\ EX 1 -31-15 �* \� March 18,2014 A WAANtX-tlen7fdesiga Saraarerrts and AM ADM Off WISAlm Fitt EV t4IFFff RFFERFMf iW Wt-7473 ML 1/29/Md88:0W1fZ- Design valid for use only with Mgek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibNity of the MI l�k' erector. _Additional permanent bracing of the overall structure is the responsib➢ity of the bu➢ding designer. For general guidance regarding ` . i BCsrYRaSge ��2i a°ftSfYare - - �n t& "'. Safely Irlforma8on ava➢able from Tens Plate Institute, 781 N. Lee Street, Suite 31 Z Alexandria, VA 22314. Citrus Heights, CA, 95610 5ctst>4ece..Pine [s1'i lul�ee es specific$ the desiga+sshses xeffiosee8ecthre ti61g1120.13 bsrA15C Job Truss Truss Type Qty Ply R41608156 2471 A TiS Half Hip Girder 1 2 ,Job Reference (optional) eMG, Inaia, GA - szzu3 IAA 5 Jul Z5 Z013 MI1eK Industries, Inc. Tue Mar 18 13:1224 2014 Page 1 ID:OLD2Ugh6zrYYVL05DvlsX2PQke-A2zB1624u5GdVSNWFiV61Pr814bMUOFUTZf dyzZfpL 2.10-3 B-5-6 11-3-0 15-M 2-10.3 5.7-4 2-9-10 4-6-5 , 2.4 11 Special Special Special 3x4 = Special Special Special 4A = 4.01) L7L Special 3x4 = Scale = 128.3 14 15 16 8 17 18 19 7 20 6 94xii = Special Special Special 3x4 = Special Special 3x10 — 3x4 II Special Special LOADING (per SPACING 2-M CSI DEFL in (loc) I/defi L/d TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) -0.02 7-8 >999 480 TCDL 14.0 Lumber Increase 1.25 BC 0.29 Vert(TL) -0.09 7-8 >999 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.28 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code IBC2009ITP12007 (Matrix) Wind(LL) 0.01 7-8 >999 240 LUMBER BRACING TOP CHORD 2x4 DF No.18BtrG TOP CHORD BOT CHORD 2x6 DF No.2 G WEBS 2x4 DF Stud G BOT CHORD REACTIONS (lb/size) 9=1576/Mechanical, 6=1383/Mechanical Max Horz 9=72(1-C 3) FORCES (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-0=2376/0, 3-4=2012/0, 4-5=-2187/0, 5-6=1305/0 BOT CHORD 8-9=0/1613, 7.8=0/2559, 6-7=2262 WEBS 2-9=2032/0, 2-8=0/1019, 3-7=766/0, 4-7=0/471, 5-7=0/1831 PLATES GRIP MT20 220/195 Weight: 179 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 24)-0 oc purlins (6-" max.): 1-4. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) 2-ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except If noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-5-0 tall by 14)-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to girder(s) for truss to truss connections. 10) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other oonnection' devices) shall be provided sufficient to support concentrated load(s) 93 lb down and 13 lb up at 0-11-12, 93 lb down and 13 Ito up at 2-11-12, 93 lb down and 13 lb up at 4-11-12, 93 lb down and 13 Ill up at 5-2-4, 93 lb down and 13 Ill up at 7-2-4, and 93 lb down and 13 lb up at 9-24, and 149 Ito down and 26 lb up at 113-0 on top chord, and 96 lb down at 0-11-12 , 96 lb down at 2-11-12, 96 lb down at 4-11-12, 96 Ill down at 5-2-4, 96 lb down at 7-2-4, and 96 lb down at 9-24, and 331 Ito down at 11-2-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 A1151RIYM-tFerfffdesigaparameilersand REM A07ESWIMANrfY2f fisMI7EXttEFEREIVFfA AitL-7473recVZlIj20MdP1941BEUSE Design valid for use only with Mgek connectors. Tha design a based only upon parameters shown and is for an individual building component. Applicgbi➢ty of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilrrty of the erector. Additional permanent bracing of.the overall structure is the responsb➢fty of the building designer. For general guidance regarding Solely Information available from Truss Plate Institute. 781 N. Lee r(`6orsf7>exai>aese(SM lumbers specNiiee *. d e,&valuess asset 4?,OFESS/p� SO0/� O� � w � cam C 074486 k 12-31-15 FOF C O March 18,2014 MiTeW 171TL`,7�ii II�IT'[e'lfe'S'i�tr19 Citrus Heights, CA 95610 Job Truss russ Type Qty Ply R41606156 JJob 2471_A T1S Half Hip Girder 1 2 Reference (optional) BMc, Indio, CA- 92203 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 13:12:24 2014 Page 2 ID:OLD2Ugh6zrW VZrO50vl sX2PQke-A2z81624u5GdVSNWFiV61PB14bMUOFUTZfldyzZfpL LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1.4=68, 4-5=68, 6-9=20 Concentrated Loads (lb) Vert: 4=1 09(B) 2=93(B) 7=331(B) 10=93(B) 11=187(B) 12=93(B) 13=93(131) 14=96(131) 15=96(B) 16=191(B) 17=96(B) 19=96(B) & WAWM -"dedp8arammiand ttSMAA7FSGNMAAAMOM PffMfRFFERMP"NIT-74T32c1/2V9IdA9WtM Design valid for use only with M1Tek connectors. This design B based only upon parameters shown, and is for an individual building component. Applicability of design paromefers and proper irxorporation of component b resporwbllty of 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 responsibility of the erector. Additional permanent brocing of the overall structure Is the responsibility, of the building designer. For general guidance regardnn N. Lee sir Miiek' 'riRQ'BO Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply R41608157 2471_A T2A Common Girder 1 3 Job Reference (optional) BMc, Indio, CA- 92203 7.430 s Jul 25 2013 Mrrek Industries, Inc. Tue Mar 18 13:1228 2014 Page 1 ID:OLD2Ugh6zrYYVZr050vl sX2PQke-3pCf7T5byKm3z4hHUXZ2SF7n9hswQmx4OBdyukzzfpH r 3-2-3 SS3 B-11-3 1� 2-0-0 150-14 1BE-14 F 20-9-13 F 24-0-r1 25.0-0 3-2-3 2-3-D 3.6-0 3-0-14 3-d14 2.3-0 32-3 1-0-0 Scale = 1:412 5x6 = 4x12 = 7x10 11 US II 3x4 = Special Special Special Special 8x12 = Special Special 8x12 = 3x4 = 3x5 II Special Special Special Special 3-2-3 5-S3 8-11-3 1 150.14 18.6.14 20-9-13 24-0-0 12-3 Plate Offsets (X,Y): 11:0-2-0,0-0-71, 113:D-5-8,0-4-81, I14:OS-8,04-81 LOADING (psf) SPACING 2-M CSI DEFL in (loc) Udefl Ud TCLL 20.0 Plates Increase 1.25 TC 0.39 Vert(LL) -0.20 13-14 >999 480 TCDL 14.0 Lumber Increase 1.25 BC 0.69 Vert(TL) -0.64 13-14 >449 240 BCLL 0.0 Rep Stress Incr NO WB 0.52 Horz(TL) 0.11 9 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix-M) Wtnd(LL) 0.06 15 >999 240 37 3x10 = PLATES GRIP MT20 2201195 Weight: 389 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.t&Btr G TOP CHORD Structural wood sheathing directly applied or 5-8-1 oc purlins. BOT CHORD 2x6 DF SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Stud G WEDGE ICC APPROVED FACE MOUNT HANGER (BY OTHERS) REQUIRED AT Left: 2x4 DF Stud CONCENTRATED LOADS SHOWN IN NOTES BELOW. ALL NAILS HOLES MUST BE FILLED AS PER HANGER MANUFACTURERS REACTIONS (lb/size) 9=4021/0-5-8 (min. 0-1-11), 1=5873/0-5-8 (min. 0-2-5) INSTALLATION PROCEEDURE WITH A MINIMUM OF Max Horz 1=52(1-C 6) 10D (.131" X 3") NAILS OR AS REQUIRED BY THE HANGER Max Grav 9=4659(LC 7), 1=6426(LC 8) MANUFACTURER. FAILURE TO COMPLY MAY REQUIRE ADDITIONAL CONSIDERATIONS TO DISTRIBUTE LOADS BETWEEN THE PLIES. FORCES (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=17919/0, 2-3=-16307/0, 3-4=13186/0, 4-5=12495/0, 5-6=11971/0, 6-7=12665/0, 7-8=13315/0, 8-9=13430/0 BOTCHORD 1-1 6=0/1 6973,15-16=0/16765, 14-15=0/15105, 13.14=0/8738, 12-13=0/12257, 11 -1 2=0/1 2173, 9-11=0/12708 WEBS 5-13=0/4179, 7-13= 485/91, B-12=80/556, B-11=330/93, 5-14=0/5053, 3-14=3184/133, 3-15=90/2049, 2-15=1640/0, 2-16=0/1253 NOTES 1) Special connection required to distribute web loads equally between all plies. 2) 3-ply truss to be connected together with 1 Od (0.131"x3') nails as follows: Top chords connected as follows: 2x4 - 2 rows staggered at 04-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 or - Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 8-11 2x4 - 2 rows staggered at 0-4-0 oc. 3) All loads 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 pF ESS I connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4) Unbalanced roof live loads have been considered for this design. QR �N !L� q� 5) Wind: ASCE 7-05; 85mph; TCDL=8.4psf, SOO BCDL=6.Opsf, h=25ft; Cat II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 DOL=1.00 �� 2 G) plate grip 6) This truss �.� V has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other rive loads. G) m 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will LU C 074486 M fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. EV. 12_31-15 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the * TI Bottom Chord, nonconcurrent with any other live loads. 10) This truss has been designed for a total drag load of 4200 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Conned truss to resist drag loads along bottom chord from 0-0-0 to 244)-0 for 175.0 plf. 9jFOF 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 56 lb down and 13 lb up at 2D-68 on top chord, and 1056 lb down at 1-1D-12, 1058 lb down at 3-10-12, 878 lb down and 478 lb up at 5-7-4, 662 lb down at 7-0-12, 662 lb down at 9-0-12, 695 lb down at 11-0-12, 662 lb down at 13-0-12, 662 lb down at 13-11-4, and 1339 lb down at 15-10-8, and 42 lb March 18,2014 ,..dkmaat.2aA.Mn bottom chord_ The design/selection of sums connectinn duvira/cl is the mcnnncihitrty of nrhom A WANl91VFi-Ventrdesir param cm and READ W ?FS 0N7M5 Ali® lAKiLM MI7 REFFRSYM AOUE MR-7473 rec I/4/20I488W IT E 's Design vorid for use only with M1ek connectors. This designbased only upon parameters shown, and is for an individual bulding component. OF Applicability of design parameters and properincorporation of component is responsmOrly of building designer- not truce designer. Bracing shown isfor lateral support of individual web members only. Additional temporary bracing to insure stability during const uction isthe responsibilityof the erector. Additional permanent bracing of the overal structure is the responsibility of the building designer. For general guidance regarding MIT Sofely Infc==n ovalable from Truss Plate Insulate. 781 N. Lee Street, Suite 31 Z Alexandria, VA 22314. If 3 W9lurnbecIs a,thade�seve n valises we.9soeQecd06JmM 3DytM citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply R41608157 2471_A T2A Common Girder 1 3 Job Reference (optional) BMC, Indio, CA-92203 i.4su s um ze zuis mu eK mausmes, mc. i ue Mar ra isaz:za zuia rage z ID:OLD2Ugh6zrYYVZr050vlsXzPQke-3pCf7T5byKm3z4hHUXZ2SF?n9hswQmX4OBdyukzZfpH LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-68, 5-10=68, 9-19=20 Concentrated Loads (lb) Vert: 8=16(B) 11=23(B) 15=878(B) 23=1056(13) 25=1058(B) 27=-662(B) 28=-662(B) 29=-695(B) 31=662(B) 32=662(B) 33=1339(B) IL WARFM -fitdasTpparamwnand 9EA8MIES0(tMANFPf LMM1MCRFFERR4YEPAGE Nit-7473lea11211IM4B9MVE Design valid for use ordy with Mlek connectors. This design is based only upon parameters shown. and is for an individual buiding component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members ony. 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. Far general guidance regarding Informallon- ovalable from Truss Plate Institute. 781 N. Lee Street. Suite M7ek' Citrus Heights, CA, 95610 Job russ Truss Type Qty y R41608158 �JobReference(optional) 2471_A T2B COMMON 1 1 amu, Into, CA - 92203 7.430 s Jul 25 2D13 MiTek Industries, Inc. Tue Mar 18 13:12:3D 2014 Page 1 ID:OLD2Ugh6zrYYVZrO50vlsXzPQke-?CKPY97rUxlnDNggbycWXg57xUT2uIbNrV62zczZfpF i 6-4-2 12-0-0 17-7-14 24-0-0 250-0 6-4-2 57-14 57-14 Scale = 1:41.2 44 = Sao — azq — Plate LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0.26 7-8 >999 480 TCDL 14.0 Lumber Increase 1.25 BC 0.97 Vert(TL) -0.55 1-8 >510 240 BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(TL) 0.09 5 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wtnd(LL) 0.05 1.8 >999 240 LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF Stud G REACTIONS (lb/size) 1=1033/0-5-8 (min. 0-1-8), 5=1125/D-5-6 (min. 0-1-8) Max Horz 1=51(LC 6) FORCES (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=2451/0, 2-3=2163/0, 3-4=-2151/0, 4-5=2449/0 BOT CHORD 1-8=0/2270, 7-8=0/1541, 5-7=0/2254 WEBS 3-7=0/727, 4-7=-424/73, 3.8=0/734, 2-8=432/76 PLATES GRIP MT20 220/195 Weight: 92 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 1 D-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6.0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.O1b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard t?ARtfIX-trerffyde9pparanoemnandgMADIFSOiYMSAli[=WRM1RXRRERWAGE Mr-mmr..ff29,120raa t7,m Design valid for use only with Mirek connectors. This design's based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsbirity of bu8dng designer- not truss designer. Bracing shown o for lateral support of individual web members onty. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overafl structure is the responsibility of the buildino designer. For general guidance reagrdno N.lee a QROFESS/p�,� S00� oyF� C 074486 c m *\ E12 -31-15 /* MTek' 7�acz Citrus Heights, CA, March 18,2014 Job Truss Truss Type Qty Ply R41608159 2471 A T2C Common Structural Gable 1 1 - Job Reference (optional) t7MG, Inolo, OA- aLZ[TS i.430 5 Jus Z3. ft u,uu• + tl� ID:OLD2Ugh6zrYYVZrO50v1sXzPOke TOunmV8TFF9egXPs9g714tdFlupicZa, 9rcV2zZfpE 6-4-2 12-0-0 17-7-14 2443-0 6-4-2 5-7-14 5-7-14 64-2 Smle = 1:41.4 d 4x6 = 3 3x10 = 5x8 = 3x4 = 3x10 = q Plate Offsets (X YY 11:0-D-1 0-0-01, j5:0-0-1 0-0-01, f8:04-0,0-3-41 LOADING (psf) SPACING 24)-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.62 Vert(LL) -0.26 7-8 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 125 BC 0.97 Vert(TL) -0.55 1-8 >511 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.23 Horz(TL) 0.09 5 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.10 1-8 >999 240 Weight: 92lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.1&BtrG TOP CHORD Structural wood sheathing directly applied or 2-6-9 oc purlins. BOT CHORD 2x4 DF No.i&BtrG BOT CHORD Rigid ceiling directly applied or 4-6-9 oc bracing. WEBS 2x4 OF Stud G M7i ek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [installation guide. REACTIONS (lb/size) 1=103310-5-8 (min. 0-1-15), 5=112510-5-8 (min.0-2-1) Max Horz 1=139(LC 16) Max Uplift I =726(LC 9), 5=757(1-C 12) Max Grav 1=1816(LC 8), 5=1907(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4672/2208, 2-3=3301/1005, 3-4=-0289/968, 4-5=-4792/2199 BOT CHORD 1-8=2179/4568, 7-8=1468/3140, 5-7=2047/4464 WEBS 3-7=0/728, 4-7=453/102, 3-8=0/735, 2-8=4611105 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and fight exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-" wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 1=726, 5=757. 7) This truss has been designed for a moving concentrated load of 250.Olb rive located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) This truss has been designed for a total drag load of 4600 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 5-6-6 to 17-M for 383.3 plf. LOAD CASE(S) Standard QROFESS/ON SOON 01, G) C 074486 c rn * 12-31-15 (P CIV �Q FOFCA March 18,2014 A WARMW-tresff/desi¢a Sara mr--rr and RW ADTFSON M AM IM21I B PURWRFFERM fuW O R-7473 rec .112v"14 WMLIM Design valid for use only with MOek connectors. This design Is based only upon parameters shown, and is for an individual building component. Appficabllity of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the respomb8lity of the MTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding .. _: �n'�'3sa�jez"defi�6r9 _ .. >�aa�e. - - &...4'>�ano-3at-..,.+.+.ra.,.�,....�a i • uu Safety Irrfo.ma n available from Truss Plate Institute, 781 N. Lee Street, Suite 31 Z Alexandria, VA 22314. nr ra7s s„«a,a.--.�.�w .d . s-..e:.�.....r,—,,,o..s...— .....-,.._Heins n—a r a. — citrus Heights, CA, 95510 g Job Truss Truss Type Qty Ply R41608160 2471_A T2D Common 7 1 Job Reference (optional) oma, inala, cA - wL w I.— s dim co - ml 1.s inausares, inc. rue mar l t3 W:12:3Z zo14 Pagel ID:OLD2Ugh6zrYYVZrO50vlsXzPQke-xaS9zr85?YHVSh_2jNe c5ATk19eMf7gJpb9lVzZfpD 17-7.14 I 24-0-0 2r5-p_-0 1-0-D 6h-2 5-7-14 57-14 6.42 Scale = 1:43.0 F 4x6 = 4 US % 5xe = 3x4 = 3x6 LOADING (psf) SPACING 2-M TCLL 20.0 Plates Increase 1,25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Ina NO BCDL 10.0 Code IBC2009/TP12007 LUMBER TOP CHORD 2x4 DF No.t&BtrG BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G CSI DEFL in (loc) I/deft Ud TC 0.41 Vert(LL) -0.26 8-9 >999 480 BC 0.96 Vert(TL) -0.54 2-9 >521 240 WB 0.22 Horz(TL) 0.09 6 n/a n/a (Matrix) Wtnd(LL) 0.05 9 >999 240 BRACING PLATES GRIP MT20 220/195 Weight: 93 lb FT = 20% TOP CHORD Structural wood sheathing directly applied or 3-10-12 oc puriins BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1123/0-5-8 (min. 0-1-8), 6=112310-5-8 (min. 0-1-8) Max Horz 2=48(LC 5) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2442/0, 3-4=2144/0, 4-5=-2144/0, 5-6=2442/0 BOT CHORD 2-9=0/2247, 8-9=0/1534, 6.8=0/2247 WEBS 4-8=0 728, 5-8=424/73, 4-9=0/728, 3-9=-424/73 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord rive load nonconcurrent with any other live loads. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonooncurrnt with any other live loads. LOAD CASE(S) Standard d /Q?OFESS/p�� SOONo� LU rn cr_C O74486yc *\ E2-3115 J* �F March 18;2014 A t7ARNM -Verify desiprr paramien and READ ADIFS ON yitf& Aft! f t2J1 O WRXRFFaRM A%3F Kff-7473 mt 3/29/M4&S{L4Etl5E Design valid far use only with M1ek connectorz Tills 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 buildng designer - not truss designer. Bracing shown B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resporss(billity of the erector. Additional permanent bracing of the overall structure is the responsibility of the bulldog designer. For general guidance regarding M iTek' - . Mstia�gr.!�deev�^a- .iierr�nd�brecirag�eeresX� 1"gd"`9C"T p""----F"rGree_nTacks Satety Inlormaton available from Thus Plate 1.attute. 781 N. lee Street, Suite 31 Z Alexandria, VA 22314. t3'>Sast minise(SMkamirg erIs specifiett,tha, 6asig&Vahim are These efSeed> OWM/2013. by ALSC Citrus Heights, CA, 95510 Job Truss Truss Type aty Ply R41608161 2471 A T2E Common 1 1 Job Reference optional) BMc, Indio, CA- =03 7.430 s Jul 25 2013 M7ek Industries, Inc. Tue Mar 1813:12:34 2014 Page 1 ID:OLD2Ugh5zrYYVZr050v1SXzPQke-uzawOXAMXAXDh78RgogShWFnU6gdgYbym74G6NzZfpB -1-0-0 65.1 12-0-0 + 17-6i15 24-0-0 1-D-0 6-5-1 5-6-15 5.6.15 6-5-1 Scale = 1:43.0 4x6 = 4X6 5x8 = 3x4 = 4x6 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud TCLL 20.0 Plates Increase 1.25 TC 0.53 Vert(LL) -0.27 6-8 >999 480 TCDL 14.0 Lumber Increase 1.25 BC 0.99 Vert(TL) -0.59 6-8 >464 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.23 Horz(rL) 0.10 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.08 6-8 >999 240 LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&BtrG WEBS 2x4 DF Stud G REACTIONS (lb/size) 2=1124/0-3-8 (min. 0-1-10), 6=112410-3-8 (min. 0-1-10) Max Harz 2=78(LC 16) Max Uplift2=395(1-C 9), 6=395(LC 12) Max Grav 2=1547(LC 8), 6=1547(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=3769/1141, 3-4=2786/472, 4-5=2786/472, 5-6=3769H 141 BOT CHORD 2-9=1116/3535, 8-9=1098/2793, 6-8=105113504 WEBS 4.8=07732, 5-8=455/85, 4-9=01732, 3-9=455/85 PLATES GRIP MT20 2201195 Weight: 93 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 2-11-9 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation cluicle. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at=lb) 2=395, 6=395. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) This truss has been designed for a total drag load of 2500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 7-0-0 to 1540-0 for 312.5 plf. LOAD CASE(S) Standard AMARMXi-V&*rr-signparawelersandREAMACTFSOMFltGSAM)i:ACLLlEFf'MiT 9RTREWAGE Mn-74T3MIL 1/ZV"14 UZ Design valid for use only with Mnek connectors. This design's based only upon parameters shown. and is for an indvidual buildng component. Applicability of design parometers and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the resporsiblrrty of the erector. Addtional permanent bracing of the overall structure is the responsibility of the buildng desioner. For general ouidance reaardna available from Truss Plate Institute, 781 N. gUmbberAspecfiedthe values,: 4?,OFESS/pN ��OO S��N UJI C 074486 c *� E12 -31-15 /* all* ram, - vs'S: Citrus Heights, CA, 95610 March 18,2014 Job Truss Truss Type Qty 1"'y R41608162 2471 A T2F Common Girder 1 2 Job Reference (optional) BMC, Indio, CA- 92203 7.430 s Jul 25 2013 Mn"ek Industries, Inc. Tue Mar 18 13:12:35 2014 Page 1 ID:OLD2UghWYYVZrO5Dvl sXzPQke-M98lbtB_ITf4JBjdOWBhEjov9VEpZxr6?nppegzZfpA �1-0-0 340 842 I 12-0-0 I 17-7-14 24-0-D 25.0.D 1-0.0 3h-0 3-0-2 5-7-14 17-1a 64-2 Scale = 1:43.0 5x6 = 4x12 = ' ' 4x4 = sxs II 6x8 = 54 = 3x4 = Special 11-2-2 15-9-14 24-0-0 3-4-0 4-10.2 7-7.12 8-2- Plate Offsets (X,Y): f2:0-0-3,Edge), (2:0-0-13,1-0-51, (10:0-3-0,0-3-0) LOADING (psf) SPACING 2-M CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.72 Vert(LL) -0.17 10-11 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.74 Vert(TL) -0.53 10-11 >530 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.48 Horz(rL) 0.12 7 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix) Wrnd(LL) , 0.03 10-11 >999 240 Weight: 202 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&BtrG TOP CHORD BOT CHORD 2x4 DF 240OF 2.0E BOT CHORD WEBS 2x4 DF Stud G *Except* 3-11: 2x8 DF No.2 G, 4-11: 2x4 DF No.t&Btr G WEDGE Left: 2x4 DF Stud REACTIONS (lb/size) 2=5184/0-5-8 (min. 0-2-11), 7=1 740/0-5-8 (min.0-1-8) Max Horz 2=48(LC 16) Max Uplift7=56(LC 12) Max Grav2=5399(LC 8),7=2003(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=14277/0, 3.4=13783/0, 4-5=-6177/0, 5-6=-4382/0, 6-7=5082/100 BOT CHORD 2-11 =0/1 3298, 10-11=0/7827, 9-10=013573, 7-9=68/4683 WEBS 5-9=0/685, 6-9=393/96, 5-10=0/3125, 4-10=2767/0, 3-11=0/653, 4-11=0/6699 Structural wood sheathing directly applied or 340-13 oc purins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x4 - 2 rows staggered at 0-3-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 4 rows staggered at 0-2-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 14)-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) This truss has been designed for a total drag load of 1600 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Conned truss to resist drag loads along bottom chord from 0-0-0 to 24-0-0 for 66.7 plf. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 4679 Ib down at 3.4-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard AWARMIG-VenTF&SigaSaramw-rsacidREAttW7F9Of WNAW1111=0f4M9EFTRRWEPAGE MR-1413re&V2V2A18&9WL E Design varid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsib7dy of building designer - not truss designer. Bracing shown - is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiPdy of the erector. Adritional permonent bracing of the overall structure Is the responsblltty of the building designer. For general guidance regarding N. Lee QRpF ESS/p� soaN oy�� LU v C 074486 * 12-31-15 �TgTFOF C March 18,2014 M7ek` Chrus Heights, CA, 95610 Job Truss Truss Type Qty Ply ' R41606162 2471 A T2F Common Girder 1 2 Job Reference (optional) BMC, India, CA - 9=3 LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Un'dorm Loads (ptf) Vert 1-5=68, 5-8=68, 2-7=20 Concentrated Loads (lb) Vert: 11=4679(F) 7.430 s Jul 25 2013 MTek industries, Inc. Tue Mar 16 13:12:36 2014 Page 2 ID:OLD2Ugh6zrYYVZJO50vl X2PQke-qMhgpCCc3nn>xllgyDjwnxK4uva21O5FDQZNBGzZfp9 dWARKM-VerNfchesipSaraavwnand REM ROFFEWTWSAA®irK WIM14MAEFEREMEACE MI-7413rec1129IM4 LSE iCfts � Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for an indnidual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of mdwidual web members only. Additional temporary bracing to insure stability during construction is the responsibilfdy of the erector. Addtional permanent brocing of the overall structure is the responsibility of the budding designer. For general guidance regardng k( Safety Information available from Truss Plate Instdute. 761 N. Lee Street, Suite 31Z Alexandria. VA 22314. Ms,II+S :A; l_Almg CA,95610 Job Trus Truss Type Qty y R41608163 2471 A T2G Common 1 t Job Reference (optional) - ea cues mi iex mousmes, inc. 1 ue Mar 18 13:12:35 2014 Page 1 ID:OLD2Ugh6zrYYVZrO50vl sXzP0ke-gMhgpCCc3nrvxIIgyDjwnxK78vXDiRsFDQZNBGzZfp9 2-10-12 Bt-8 14-2-3 20-fi8 21 6� 2-10-12 5-7-12 5-7-11 6-4-s t-0-o 4.00 12 2x4 9— — Sx8 = 3x4 = 3x6 = 4x6 = 3 Scale=1:36.7 4-8-t 1 124-5 20-6-8 4-8-11 7-7-10 8- -3 LOADING (psf) SPACING 24-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.52 TCDL 14.0 Lumber Increase 1.25 BC 0.92 BCLL 0.0 ' Rep Stress Ina NO WB 0.30 BCDL 10.0 Code IBC2009/TPI2007 (Matrix) LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G REACTIONS (lb/size) 9=884/Mechanical, 5=977/0-5-8 (min. 0-1-8) Max Horz 9=-48(LC 6) DEFL in (loc) Udefl Ud Vert(LL) -0.25 5-7 >978 480 Vert(TL) -0.48 5-7 >503 240 Horz(TL) 0.05 5 n/a n/a Wlnd(LL) 0.03 5-7 >999 240 BRACING TOP CHORD BOTCHORD PLATES GRIP MT20 220/195 Weight: 88 lb FT = 20% Structural wood sheathing directly applied or 4.41 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. lY 0 FORCES (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1234/0, 3.4=1709/0, 4-5=2006/0 BOT CHORD 8-9=0/1015, 7-8=0/1108, 5-7=0/1835 WEBS 2-8=0/258, 3-8=55/269, 3-7=0/743, 4-7=• 426/73, 2-9=1233/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.0psf, h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 140-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other five loads. LOAD CASE(S) Standard QRQFESS/r, ��00 5o0� c c LU C 074486 * 12-31-15 FOF C March 18,2014 A YARNING -Ven7r Esip 8a newn and REAR WTES ON iRRBAN t'NC MR M37FXREFcRBRE A45F lift-7413 rec V2912014 SO ME Design valid for use only wflh Mrrek connectors. This design is based only upon parameters shown• and 6 for an individual bu➢dmg component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown 'a for lateral support of individual web members only. Additional temporary bracing to insure stability during construction's the resporslb➢rity of the erector. Additional permanent bracing of the overa➢ structure is the responsibility of the bu➢general ding designer. For guidance regarding M 7ek' -- - d�6rvc1slgs 'amponce:4s�s Safefylnlorsoflon ova➢able from Truss Plate Institute, 781 N. Lee Street. Suite 31Z Alexandria. VA 22314. Citrus Heights, CA, 95610 tS .khVbes�isseac+ e42M. sy dues Ye p1tFg lavAU r Job Truss russ Type ty Ply R416p8164 �J.11.1.renoe(opfional) 2471 A T3A Common 2 1 ,..��w�c�cv.a mnc. moua�nes, mc. sue mono lsacar Lul4 Yage l ID:OLD2Ugh6zrYYVLr050v1sXzPOk PF`2-0YCEg5vnYStDVwEg'J8tLuJv3lvhPS4twjizZfp8 52-3 10.0.8 1410.13 2ns n 1{ g 52-3 410.5 4-10.5 57-11 1-D-D Scale = 1:35.8 446 = 3 !4 0 4x4 = Sx8 = 3x4 = 3x6 = 6-9-5 13311 20{ 8 6.a-5 6-&5 7 17 Plate Offsets (X,Y): I1:0-1-12,0-2-01,15:0-1-0,Edge), f8:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.32 Vert(LL) -0.17 5-7 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.82 Vert(TL) -0.36 5-7 >666 240 BCLL 0.0 • Rep Stress Ina NO WB 0.20 Horz(TL) -0.07 1 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.04 7 >999 240 Weight: 79 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.18BtrG TOP CHORD Structural wood sheathing directly applied or 44-6 oc purlins. BOT CHORD 2x4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 1 D-O-0 oc bracing. WEBS 2x4 OF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 1=888/Mechanical, 5=981/0-5.8 (min. 0-1-8) Max Horz 5=47(LC 6) FORCES (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=2006/0, 2-3=1782/0, 3-4=1811/0, 4-5=2067/0 BOT CHORD 1-8=0/1841, 78=0/1300, 5-7=0/1897 WEBS 3-7=0/661, 4-7=361/63, 3-8=0/627, 2-8=325/68 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-641 tall by 14)-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20 % has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard OQ?,OFESS/pN� Soo LU C 0744862c M * 12-31-15 �'T9P 1 FGFC O March 18,2014 A H'AMM-tTer3f♦design patemmn and FFA6 ADIES Off MIS AN [11111= i AlRa;lf R FERB ACE Mt-7473lea Jftf =499+O UM Design valid for use only with MTek connectors. Th'e design Is based only upon parameters shown, and is for an individual bullring component. Applicability of design parameters and proper incorporation of component is responsibility of bullring designer - not truss designer. Bracing shown is for lateral support of indnidual web members only. Additional temporary bracing to insure stability during construction is the responsibilrrty, of the M 1ek• erector. Additional permanent bracing of the overall structureis the responsibility of the building designer. For general guidance regarding ereolior Aftr HWgdRwQ, eporeeenb.rms>r..+xea:�ar Solely Nortna8on avaiable from Truss Plate IratihRe, 781 N. Lee Street, Suite 312 Alexandria, VA 22314. e, e d n0ix {3'P1lurebesssaeta16e6 tlsluase e dit2M vae&these e8ectil-D&RISM' 4h.A19C Cftna Heights, CA, 95610 Job cuss Truss Type Qty Ply R41608165 2471_A T3B Hip 1 1 Job Reference (optional) aMG, male, L;A- vzzw 7.430 s dui co 20i3 MI1ex industries, Inc. I ue man a 13:1z:w 214 rage 1 ID:OLD2Ugh6zrYYV7105DvlsXzPQke-mkpREuDsbOleAeSC3elOSMQYijlJmLoYhk2UF8z7fp7 4-10.7 ,� 9-6-8 �i 1� 1s2-9 20-6-6 121.6� 4-10.7 4-8-1 1-0-0 48-1 5-315 1-0-0 Scale = 1:37.1 4x4 = 4x6 = 4x4 = 2x4 II 6x8 = U4 = 2x4 II 4x4 = 4-1fY7 9-6-8 10-6-B 15-2-9 20-6-8 4-10.7 4-8-1 1-0-0 4-6-1 5-3.15 Plate Offsets MY):14:D-2-8,0.0-121,f10:0-2-8,0-3-81 LOADING (psf) SPACING 2-M CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.26 Vert(LL) -0.08 6-8 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.63 Vert(TL) -0.23 B-9 >999 240 BCLL 0.0 ` Rep Stress Ina NO WB 0.2B Horz(TL) -0.07 1 n/a n/a BCDL 10.0 Code IBC2009ITP12007 (Matrix) Wind(LL) 0.04 8-9 >999 240 Weight: 89 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 44-7 oc purlins, except BOT CHORD 2x4 DF No. 1&Btr G 2-M oc puriins (5-6-7 max.): 3-4. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 1=888/Mechanical, 6=981/0-5-8 (min.0-1-8) Max Harz 6=44(LC 6) FORCES (lb) - Max. CompJMax Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=2059/0, 2-3=1512/0, 3-4=1393/0, 4-5=1522/0, 5-6=2111/0 BOT CHORD 1-11=011878, 10-11=0/1878, 9-10=0/1390, 8-9=0/1938, 6-8=0/1938 WEBS 2-10=600/17, 3-10=0/295, 4-9=0/486, 5-9=647/1, 5-8=0/346, 2-11--0/345 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, live loads. ?,QFESS/p nonconcurrent with any other �Q 9) Graphical purtin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. �� O Soot, LOAD CASE(S) Standard CO i m LU C 074486 LU P 2-31-15 * of LP I �P FOFC March 18,2014 AWAMM-11srdirdesoSarawwnarrdREM ACTFSOff TMAIM iRq&MMinWREFFREMIPAGE M1r•1413rear11n12014A9WtM Design vafid for use only with Mlfek connectors. This design is based only upon parameters shown, and is for an tndvlcl al building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss dezigner. Bracing shown Is for lateral support of individual web members only. Additional temporary brocing to insure stability during construction is the respormbilfity of the erector.M Additional permanent bracing of the overall structure is the responslblity of the bulling designer. For general guidance regarding i iek* r="'�fdlAiaa'iiD75r��'?�fi4Y`i�'i�.'g�4iNh'e+YlefecMCxsard�rvei - .peat;ol.-...=c.d. _ _ .e..-.. :.,. Safety Infortnmior available from Truss Plate Institute, 781 N. Lee Street, Suite 312 Alexandria, VA 22314. H ISM ki hb Is used. she d-i sr bses are: llda fW eis nFJM f)014 kwAr9C en Citns Heights, CA, M10 Job Truss Truss Type Qty Piy R41608166 2471_A T3C Hip Girder 1 2 Jab Reference (optional) BMC, Indio, CA - 92203 a 0 N 7-6-8 Ann 7.430 s Jul 25 2013 MTek Industries, Inc. Tue Mar 18 13:12:40 2014 Page 1 ID:OLD2Ugh6zrYYVZrO5OvlsXzPQke-i7XBeaF67OHMPwbbB3nsxnVr4W 6EE4r82XaK1zZfp5 6x8 Special = _ Special Spacial Special 4x6 B-0-0 4x6 = 7xl0 = Special Special 6x8 = 4x6 Special Special 1-0-0 Scale c 1:36.9 7.6-8 12-6-8 20-6-8 7-6-8 5-0-0 8-0-0 Plate Offsets (X Y): fl:0-0-2 0-0-13) f4-.0-2-10 0-0-2j f6:0-3-9 0-4-01 f7:05-00-t-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.39 Vert(LL) -0.21 6-7 >999 480 MT20 2201195 TCDL 14.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.39 6-7 >627 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.35 Hors( L) -0.08 1 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Wind(LL) 0.03 6 >999 240 Weight: 177lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-10-2 oc purlins, except BOT CHORD 2x6 DF SS 2-" oc purfins (5-1-1 max.): 2-3. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 104)-0 oc bracing. REACTIONS (lb/size) 1=1811/Mechanical, 4=1900/0.5-6 (min. 0-1-8) Max Horz 4=-41(LC 6) Max Grav 1 =2778(LC 12),4=2790(LC 15) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=7829/0, 2-3=7415/0, 3-4=7972/0 BOT CHORD 1-7=0/7376, 6-7=0l7376, 4-0=0/7540 WEBS 2-7=0/2299, 2-0=165/281, 3-6=0/2154 NOTES 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at D-6-0 oc, Except member 6-2 2x4 - 1 row at 0-9-0 oc, member 6-3 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.0psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to girder(s) for truss to truss connections. 10) This truss has been designed for a moving concentrated load of 250.01b five located at all mid panels and at all panel points along the Bottom Chord, nonconcunent with any other live loads. 11) Graphical purtin representation does not depict the size or the orientation of the purtin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 126 lb down and 33 lb up at 7-0-6, 126 lb down and 33 lb up at 9-74, and 126 lb down and 33 lb up at 10-5-12, and 186 lb down and 53 lb up at 12-6-8 on top chord, and 1606 lb down at 7-6-8, 288 lb down at 9-7-4, and 288 lb down at 10-5-12, and 1606 lb down at 12-5-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard AWARM9dlsi-Ven7rdesipparalwomand REM fM7ES0AlMAN7Nrit10EDffm(REFFRAYEA4W1W4473secJf2t(1201888it ME Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applioablilty of design parameters and proper Incorporation of component Is responsbllhy of building designer- not truss designer. Bracing shown is for lateral support of individual web members ony. Additional temporary bracing to insure siab7rty during construction is the responslbilhy of the erector. Additional permanent bracing of the overall structure is the responsbl8y of the building designer. For general guidance regarding N. QRpFESS/pN S00 � L C 074486 c m * EXF., 12-31-15 LP lgT�OF C March 18,2014 IY�C MTek' Cites Heights, CA, 95610 Job Truss Truss Type ty�Ply " IQ R4160816B 2471 A T3C Hip Girder 1 �f L Job Reference (optional) 6MG, Ina10, GA-92203 7.430 s Jul 252013 MITek Industries, Inc, Tue Mar 16 13:12:40 2014 Page 2 ID:OLD2Ugh5.YYVZr050v1sXzPQke-7.B..F670HMP bbMn..V,4W 6EE4r82X.KIZZfp5 LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-68, 2-3=68, 3-5=-68, 1.4=20 Concentrated Loads (lb) Vert 2=126(F) 3=-185(F) 7=599(F) 6=599(F) 8=126(F) 9=126(F) 11=-41(F) 13=41(F) WARMN -Ke1f duga paiantemns and REAL ADIFS'JN WW AM RK WO Mf7ACREEEtZRRE MM M I-7473 mr. 1/29/2VIIIERUMSE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and 6 for an irndrridual bu0ding component. Applicability of design parameters and proper incorporation of component is responsiblBy of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responslbilydy of the erector. Additional permanent bracing of the overall structure is the responstblMy of the bulldinp designer. For oeneral ouidance reoardno N. Lee Street. Suite 31 MiTek' Claus Heights, CA, 95610 Job Truss Truss Type Qty Ply R41608167 2471_A T4A ro Comrn Girder 1 Job Reference (optional) BMC, Indio, CA - 92203 7.430 s Jul 25 2013 MTek Industries, Inc. Tue Mar 18 13:12:42 2014 Page 1 ID:OLD2Ugh6zrTYr 7 50vlsXzPQke-fW3x3GGNfdX4fDlzlUgKOCa7iKaHi5L8cMOhOwzZfp3 8-1-8i_9-8-8 139-11 17-10-0 1 r 1-0-0 4-0.5 41-3 0.9-B 0.9-8 4-1-3 4.0- I 6x8 = 2x4 II 6 Scale = 1:31.3 4x12 = 3x10 II 8x12 = 802 = Special 3x1D II 4x12 = Special Special Special Special Special 4-0.5 8-1-8 9.8.8 13-9-11 17.10.0 4-0-5 4-1-3 1-7-0 4-1-3 ems R. Plate Offsets (X,Y): 12:0-1-15 Edge), f8:0-1-15 Edgel, j10:0-6 0 04-12j j11:0-M,0-4-121 LOADING (psf) SPACING 24)-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) -0.17 9-10 >999 480 MT20 220/195 TCDL . 14.0 Lumber Increase 1.25 BC 0.94 Vert(fL) -0.55 9-10 >380 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.56 Horz(TL) 0.12 8 n/a n/a BCDL 10.0 Code IBC20091TP12007 (Matrix) Wtnd(LL) 0.02 9 >999 240 Weight: 185lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD BOT CHORD 2x6 DF SS BOT CHORD WEBS 2x4 DF Stud G REACTIONS (lb/size) 8=5462/0-5-8 (min. 0-3-1), 2=3733/0-5-8 (min. 0-2-5) Max Horz 2=44(LC 13) Max Grav 8=5791(LC 7), 2=4307(LC 28) FORCES (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=11768/0, 3-4=10821/0, 4-5=10622/0, 5-6=10514/0, 6-7=10680/0, 7-8=15726/0 BOT CHORD 2-12=0/11121, 11-12=0/11121, 10-11=0/9409, 9-10=0/14418, 8-9=0/14847 WEBS 5-10=0/3648,6-10=0/418,7-10=-4685/0,7-9=0/2800,5-11=0/3310,4-11=0/525, 3-11 =1 109/56, 3-12=0/691 Structural wood sheathing directly applied or 3-04 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0.5-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc, Except member 6-10 2x4 -1 row at 0-2-0 oc, member 4-11 2x4 - 1 row at 0-2-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL--6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a rive load of 20.Opsf on the bottom chord in all areas when: a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) This truss has been designed for a total drag load of 2000 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 17-10-0 for 112.2 plf. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 810 lb down at 3-5-8, 3562 lb down at 8-1-8, 1056 lb down at 10-0-12, 1056 lb down at 12-0-12, and 1056 lb down at 14-0-12, and 1750 lb down at 14-74 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 ILWARAM,-Ves1-rdasF¢osamnemrsand RW107FSONThUAlm7 IMMED PITM(AR7RM A45E WF74)3rec1j29j281dA9WkM Design valid for use only with Mlrek connectors. This design is based only upon parameters showrL and is far an individual bu➢ding component. Applicability of design parameters and proper incorporation of component is responsmPify of binding designer- not truss designer. Bracing shown B for lateral support of indvidual web members only. Additional temporary bracing to Insure stability during construction is the responsibillfty, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardina Informafion available from Truss Plate Institute, 781 N. Lee QROFESS/p�, SOO�r UJI C 074486 G)m * EX 12-31-15 sT�rFOF c March 18,2014 MTek" Citrus Heights, CA, 95610 Job Trus Truss Type Oty Ply R41608167 2471_A T4A Common Girder 1 2 Job Reference (optional) BMC, Indio, CA- 02203 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-5=-68, 5-8 -68, 2-8=20 Concentrated Loads (lb) Vert 9=1056(B) 11=2296(B) 14=366(B) 17=1056(B) 19=1056(B) 20=1750(B) 7.430 is Jul 25 2013 MTek Industries, Inc. Tue Mar 18 13:12:43 2014 Page 2 ID:OLD2Ugh6zrYYVZrO50v1 sXzPQke-7icKHcH?QxfxGN KAsBLZZP71SkwWRYbHgOIFwMz7fp2 A WAfiEt7AG-Ver deOR parade a andRfM MIFF501W iRSAM iii WED WIMREFFRFARFAWW-1413 ML IIZWMI89MWL13E � Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual bufldmg component. Applicability of design parameters and proper incorporation of component is responslbIlity of building designer - not truss designer. Bracing shown is for lateral support of Gulrvidual web members only. Additional temporary bracing to insure stability during construction is the re,sponsiblPdy of the �s erector. Addit anal permanent brocing of the overall structure is the responsiblhy of the buldmg designer. For general guidance regarding M1 T} ek• Safety Informatbn available from Truss Plate Institute. 781 N. Lee Street Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 If+ unfl�eea61' F'01 h,..n 4 '_ eMMeia.. nvlrue �enra.eeeaNn.eiom rscma raM a LmaAC+ Job Truss Truss Type Qty Ply R4160816B 2471 A T4B Common 1 1 Job Reference (optional) ��• .�� •+ _�� r i 813:12,4320i 4 Pagel ID:OLD2Ugh6zrW VZrO50vl sXzPQke-7icKHcH?Q1dxGNKAsBLZZP7KGkvEReXHgDIFwMzZfp2 -1-0-0 5315 8-11-0 12-rr1 17.1D-0 ' 1-D-0 1115 3-7-1 3-7-1 53-15 Scale = 1:31.6 4x4 = 4 4x6 = 300 = 4x6 = 8-11-0 I 17-10-0 8-11-0 B-11-0 LOADING (per SPACING 2-M TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code IBC2009/TPI2007 LUMBER TOP CHORD 2x4 DF No.1&BtrG BOT CHORD 2x4 DF No.t&BtrG WEBS 2x4 DF Stud G CSI DEFL in (loc) Udefl Ud TC 0.46 Vert(LL) -0.31 6-7 >682 480 BC 0.96 Vert(TL) -0.56 6-7 >373 240 W3 0.18 Horc(TL) 0.05 6 n/a n/a (Matrix) Wrnd(LL) 0.03 6-7 >999 240 BRACING PLATES GRIP MT20 220/195 Weight: 67 lb FT = 20% TOP CHORD Structural wood sheathing directly applied or 4-9-10 oc pudins BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 6=761/0-5-8 (min. 0-1-8), 2=854/0-5-8 (min. 0-1-8) Max Horz 2=42(LC 5) FORCES (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1673/0, 3-4=1279/0, 4-5=1280/0, 5-6=1686/0 BOT CHORD 2-7=0/1540, 6-7=0/1555 WEBS 4-7=0/587, 5-7=-45/65, 3-7=-429/58 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf, h=25ft; Cat. It; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-" wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.O1b rive located at all mid panels and at all panel points along the Bottom Chord, nonconcurent with any other live loads. LOAD CASE(S) Standard R. OQROFESS/p�,9 SOO CO C 074486 c rn I *, EW. 12 -31-15 �* March 18,2014 A WARNM -Ved yffasige parame6 a and REAL €07ES ON MS AM FPS' IZA1, MTTEXRR RR£E PAVE MR-703 ML 11nI 4BBMVE Design vaild for use only with Mirek connectors. This design is based only upon parameters shown, and is for an individual building component. ��• Applicability of design parameters and proper incorporation of component is responsibility, of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction 8 the resporssibIW of the M Tek• erector. Additional permanent brocing of the overall structure is the responsbility, of the building designer. For general guidance regarding r�..w;: ilxieation '> rstm - 4e�5 xdd€ hIkAikngtGamponenfa.:x . . . _ . Safety InlormoBon available from Truss, Plate Institute, 781 N. Lee Street, Suite 3 1 Z Alexandria, VA 22314. I=Lenbasae—gr-d_ 0sebei'e4.—h—eras .ee...s.,e rural rm" 2 M.:wau Citrus Heights, CA, 95610 Job Trus Truss Type Qty Ply R41608169 2471 A T4C Common 6 1 Job Reference (optional) BMC, India, CA- 92203 7.430 s Jul 25 2013 MITek Industries, Inc. Tue Mar 18 13:12:44 2014 Page 1 ID:OLD2Ugh6zrl'YVZrO5DvlsXzPQke-buAiUyldBEnouXvMQvsoSdgWJBGdA5vR3gVoTozZfpl 4-1as 12-11-7 F 17-10-0 1610-0 1-0-0 410-9 4-0-7 4.0-7 4-10.9 Scale = 1:32.9 4x4 = 4x6 = 3x10 = 4x6 B-11-0 i 17-10-0 8-11-0 8-11-0 LOADING (psi) SPACING 2-M CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.30 6-8 >691 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.95 Vertol) -0.54 6-8 >388 240 BCLL 0.0 Rep Stress Ina NO WB OA7 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code IBC2009ITP12007 (Matrix) Wind(LL) 0.03 8 >999 240 Weight: 69lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.l&Btr G TOP CHORD Structural wood sheathing directly applied or 4-10-14 oc purlins. BOT CHORD 2x4 DF No.1&BtrG BOT CHORD Rigid ceiling directly applied or 1D-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation aide. REACTIONS (lb/size) 2=851/0-5-8 (min. 0-1-8), 6=851/O-5-8 (min. 0-1-8) Max Horz 2=38(LC 5) FORCES (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1697/0, 3-4=1282/0, 4-5=-1282/0, 5-6=1697/0 BOT CHORD 2-8=0/1567, 6-8=0/1567 WEBS 4-8=0/560, 5.8=449/61, 3-8=-449/60 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard QROFESS/pN soaN o2�� c� LU v C 074486 *� E12 -31-15 �* \F\ March 18,2014 AL WA0=-Verr7id esiya saraamilen and FLU ADIES0N WMAN MLM MMYRMIM111 EPAGE Xi[-9473 ree 1129120I4119MUE Design valid for use any with Mirek connectors. This design's based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper incorporation of component's responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members any. Addffiond temporary bracing to insure stability during construction is the responsblllify of the g designer. For general guidance regarTek. erector.Addtional pennanenf bracing of fhe overa0 shucture is the responsQrPriy of the buildindng i � ,.�-mfafliar+rgca"9i+/' o ;greet: 8u8s9ag:C-anponent--•,r,. .,- a , ue9'U'9 ."'�' Alit Intortna n avalable hom Truss Plate Irssfilule, 781 N. Lee Sheet, Suite 312 Alexandria, VA 22314. Citrus Heights, 1€3oa1 F3tafLuesersaeclrietl..�sedesrPsrwlues are 9so..�aae.a6/avzal3.lsrAt ig ts, CA, 95610 Job Truss Truss Type Qty y R416D8170 �J.11.1.nence(opfional) 2471 A T4D Common Supported Gable 1 1 amu, into, uA - 8zzw 7.430 s Jul 25 2013 M7ek Industries, Inc. Tue Mar 18 13:12:45 2014 Page 1 ID:OL02Ugh6zrYYVZrOSDvlsXzPQke-35k4iHJFyYwfWhUYzcNlegCh6XcpvY2alKEL?EzZfpO &11-0 12-C 1 17-10-0 18-1D-a 1-0-0 5-3.15 wig 3.7-1 5-3-15 1-0-0 Scale = 1:32.9 4x4 = lY 0 4x6 = 3x1D = 4x6 = 5-3-15 &11-2 12-&l 17-1D-0 5-3-15 17-1 3-7-1 3-1 LOADING (per SPACING 24) 0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.31 6-8 >682 480 MT20 - 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.95 Vert(TL) -0.55 6-8 >381 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.18 Horz(rL) 0.05 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wlnd(LL) 0.03 8 >999 240 Weight: 68lb FT=20% LUMBER BRACING TOP CHORD 2x4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-10-10 oc pudins. BOT CHORD 2x4 DF No.1&BtrG BOT CHORD Rigid ceiling directly applied or'10-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=851/0-5-8 (min. 0-1-8), 6=851/0-5-8 (min. 0-1-8) Max Horz 2=38(LC 5) FORCES (lb) - Max Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-0=1662/0, 3-4=1268/0, 4-5=1268/0, 5-0=1662/0 BOT CHORD 2.8=0/1530, 6-8=0/1530 WEBS 4-8=0/582, "=-429/58, 3-8=-429/58 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; B6DL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurTent with any other live loads. LOAD CASE(S) Standard QRpFESS/pN� \��`��00 SOOCO �r w C 074486 M *� E^ -31-15 /* OF March 18,2014 d ffAffl Ef81G-ireJifrdsign parawwrS and RM t{JFFE oN i4PFSAN FM21ZAfV kr=9FFc'RFAG.1 AGE OR-7473 rec 11n1 4affWI5E Design valid for use only with M7ek connectors. This design is based only upon parameters shown and is for an individual bulding component. Applicability of design parameters and proper Incorporation of component is responsiblity of bulding designer - not truss designer. Bracing shown is for lateral support of individual web members any. Adddional temporary bracingto insure stability erector. Adchonal permanent bracingof the overall structure k the responsibility blles during construction's the re regarding of the iT +` p giY of the bulding designer. For general guidance regarding MI IeR• --"P Lute, 7 1 N. r e Str: t Sulam... - 8:al l:g!�I�ssss�onnpancld�.as,.nav��c.. _ - SrdetY Information available from Truss Plate Institute, 7B7 N. Lee Sheet, Suite 312 Alexandria, VA 22314. Citrus Heights, C I?&seFM krebor issoacilli" tLe�s vaissrs am%hoss eAectfv Wialt2B]3 bvAL ig A, 95610 Job Truss Truss Type Qty ply R41608171 2471 A T4E Common 1 1 Job Reference (optional) BMC, Indio, CA - 97203 - 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 13:12:46 2014 Page 1 ID:OLD2Ugh6zrYYVZrO50vl sXzPQke-XHISvdJtis2Tr3KJuGB2lrWxxwe?GjX_vXhzZfp? -1-0-0 5-315 8-11-0 12.6-1 17-10-0 1-D-0 5-315 37-1 37-1 5-3-15 Scale = 1:31.6 40 = R. US = 3x10 = 4x5 = LOADING (py-f) SPACING 24)-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.46 Vert(LL) -0.31 6-7 >682 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.56 6-7 >373 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.18 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.04 6-7 >999 240 Weight: 6716 FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or3-11-13 oc puriins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or B-0-8 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 6=761/0-5-8 (min. 0-13), 2=854/0-5-8 (min. 0-1-8) Max Horz 2=42(LC 13) Max Uplift6=232(LC 12), 2=264(LC 9) Max Grav 6=1035(LC 7), 2=1128(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23=2496/721, 3.4=1637/241, 4-5=1638/258, 5-6=2451r730 BOT CHORD 2-7=665/2226, 6-7=675/2241 WEBS 4-7=0/587, 5-7=462/81, 3-7=-446/75 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=232, 2=264. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcur7ent live loads. RpFESS/0 with any other 9 8) This truss has been designed for a total drag load of 1600 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag ��O Soo F loads along bottom chord from 0-0-0 to 17-10-0 for 89.7 ptf. 2� �� 0 000 LOAD CASE(S) Standard & c LU C 074486 12-31-15 * �TgTFOF March 18,2014 A9G-Verlie parameters and AFAO AOiFS oNn basted c {/chill Idterng Designonly Design valid for use only with Mgek connectors. This design's based only upon pormrseters shown and's for an'asdrvidual bu0dmg component. 6 only uponn. anda i corn Applicability of design parameters and proper incorporation of component is responsbiffty, of buliding designer- not truss designer. Bracing shown B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resporaibBrity of the Additional ai tional brong of the is the the building designer. erector.Tek. permanent overall structure responsibility of For general guidance regarding -'n�tiysaw�el .,. nary-csaeliouaed btvoia9„"'—�• ... ..� m $.,rt ors __'..eleBsft:r&vBGomp4lSBmt±,�•:+� _ ,„' Surety Infortna8on avagable from Truss Plate Irssfitute, 781 N. Lee Street. Suite 312. Alexandria. VA 22314. k2berd9 Ld. 2Me -.ff ' .. WJ01i14 2ftInvAFSr CIWs Heights, CA, 95610 ob Truss Truss Type Oty Ply [2,471-A R416g6172 T4F Common 4 1 Job Reference (optional) .�,<..�� 'k"e,'."n'">u,on.mc. 'uemanoiaacnrzuic rages I D:OLD2Ugh6zrYYVLO5Dv1 sXzPOke-1Tsg7zKVT9ANl_ex51 PVjFI0GLG9NSWt1ejS37z2fp_ r -1-D-D i 5315 &11-0 19{y1 17-18-D I 1-0.0 5-315 37-1 37-1 5 5 smle = 1:31.6 4x4 = 4 4XB = 3x10 = 4x6 = LOADING (per SPACING 2-M CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.46 Vert(LL) -0.31 6-7 >682 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.96 Vert(TL) -0.56 6-7 >373 240 BCLL 0.0 Rep Stress Incr NO WB 0.18 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix) Wind(LL) 0.03 6-7 >999 240 Weight: 67lb FT=20% LUMBER TOP CHORD 2x4 DF No.t&BtrG BOT CHORD 2x4 DF No.t&Btr G WEBS 2x4 DF Stud G REACTIONS (lb/size) 6=761/0-5-8 (min. 0-1-8), 2=854/D-5-8 (min. 0-1-8) Max Horz 2=42(LC 5) FORCES (lb) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=1677/0, 3-4=1281/0, 45=1282/0, 5-6=1690/0 BOT CHORD 2-7=0/1545, 6-7=0/1560 WEBS 4-7=0/588, 5-7=447/64, 3-7=-431/58 BRACING TOP CHORD Structural wood sheathing directly applied or 4-9-9 oc purtins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord rive load nonconcurrent with any other live loads. 4) `This truss has been designed for a rive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit between.the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard OQROFESS/pN� S00 CO c� LU G)C 074486 ir\ 2-1-15 March 18,2014 A WAMM-trerrf frer1p parrmW-n wd REM r IFS oxRO AM, rrn LM Kr9K9RqKR,7 €AM Wt-7473 ML 112VM4 i uM Design valid for use only with MTek connectors. This design Is based only upon parameters shown. and is for an individual bulding component. Appricabilty of design parameters and proper incorporation of component h responsbbTiy of building designer- not thus designer. Bracing shown is for lateral support of individual web members any. Additional temporary bracing to lruure stability during construction is the responsibility of the 10 Ie�• erector. Additonal permanent bracing of the overoU structure is the responsibTr y of the building designer. For general guidance regarding �,. Instolacyct1 N. Lee Street, S;iefYr2ep Gompor�wr-- - Safety Inlormdiiom avalable from Truss Plate Institute, 761 N. Lee S1met, Suite 312 Alexandria. VA 22314. citrus 95610 -I �SmWne(Sr�3�aR�rkrielS,. �>gmsee6'ecNve OSlnJ2a].3 brAt-SC ru Heights, CA, 9510 Job Truss Truss Type Qty1ply R416011, j 2471 A T4G Hip Girder 1 2 Job Reference (optional) omc, maw, cA- a2eus 7,430 s Jul 25 2013 MTek Industries, Inc. Tue Mar 18 13:12:49 2014 Page 1 ID:OLD2Ugh6zfAYWLr05Dv1sXzPQke-xs bXfMm?nQ4?InKCSSzogNR492ArKHADyCZ70zZfoy L,-0-0 4-5-19-16-0 13415 17-10-0 i 1-0-0 4-5-1 3.6.15 1-1,0-0 3-6-15 4-51 6x8 = Special Special 4x6 = Scale: 318'=1' 2A II 6x8 = 6x8 = W ll 4XIS Special Special as d N I� a 45-1 8-0-0 9-10-0 13-4-15 17-10-0 4-11 3-6-15 1_10-0 t 4-5-1 Plate Offsets (X,Y): (9:04-0,04-41(10:0-3-9 04-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.18 Vert(LL) -0.13 10 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.61 Vert(TL) -0.26 10 >788 240 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(TL) 0.07 7 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.02 10 >999 240 Weight: 177lb FT=20% LUMBER BRACING TOP CHORD 2x4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-5-5 oc purtins, except BOT CHORD 2x6 OF No.2 G 24)-0 oc purlins (5-8-14 max.): 4-5. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 7=1549/0-5-8 (min. 0-1-8), 2=1635/0-5-8 (min. 0-1-8) Max Horz 2=41(LC 5) Max Grav 7=2418(LC 19), 2=2452(LC 14) FORCES (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23=6721/0, 3-4=6754/0, 4-5=-0376/0, 5-6=6800/0, 6-7=6734/0 BOT CHORD 2-11=0/6344, 10-11=0/6344, 9-10=0/6325, 8-9=0/6357, 7-8=0/6357 WEBS 4-10=0/1891, 5-9=0/1791, 6-9=225/287 NOTES 1) 2-ply truss to be connected together with 10d (0.131 °x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at D-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) 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. • QFESS/ 7) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-O tall by I-U wide will Q� �N fit between the bottom chord and any other members. SOON F,1, 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) This truss has been designed for �� a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconwnent with any other live loads. CU C m 10) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. C 074486 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 110 lb down and 131b up at 84)-0, and 193 Ito down and 33 lb up at 9-10-0 on top chord, and 1622 lb down at 84-0, and 1622 lb down at 9-9-4 on bottom chord. The 12-31-15 design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular. SJ �12 Lumber Increase=1.25, Plate Increase=1.25 9TF Uniform Loads (pit) OF C Vert: 14=-68, 4-5=68, 5-7=68, 2-7=20 March 18,2014 A WARNM-Vei4&9p paraarewn and FW- WTFS off WIT Aft fRT7 WED k+MF-EFFRM A45F 1W-7473 sec 1/4Xtd MM L$ Design varid for use only with MITek connectors. This design is based only upon parameters shown. and is for an individual building component. Appricabrrity of design parameters and proper incorporation of component is responsb0i y of building designer- not truss designer. &acing shown �� is for lateral support of individual web members only. Additional temporary brocin to insure stab ility blGty during n is The responsibility of the erector. Additional permanent bracing of the overall structure B the MITOW responsibility of the building designer. For general guidance regarding or general ge: uaturte.r d ®. 2314. �998rd onS43G9M2adre!ngCcmpen r.-.} Safely 1=10 a8oa avalable from Tres Plate Idgsig e. 781 N. Lee Sheet, 312 Alexandria, 22314. isi v r55id�`ck`t:`a'ne; Szu '69'��`` -- t:3tssipa�� hrmDer'is t3se desige+ah,es are V,o:e-e9iecshve OSjdSJiai3 biA� ecr aV Citrus He I IBrrts, c0. 95810 Job Truss Truss Type Qty Ply R47608173 2471_A T413 Hip Girder 1 2 Job Reference (Optional) BMC, Indio, CA- 92203 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 4=93(F) 5=153(F) 10=661(F) 9=-661(F) 7.430 s Jul 25 2013 M7ek Industries, Inc. Tue Mar 15 13:12:49 2014 Page 2 ID:OL02Ugh6zrYYVZrO50vlsXzPQke-xs_bXfMm?nQ4?InKCSSzogNR492ArKHADyCZ70zZfoy AWAWM-VerflydellpSaraafellersand RIM ADIFSaNWiS,II&MWIRMI7AIRRTROYMACE MT-7473reLJf2W"1hB9WV&E i•i�r Design valid for use only with MOek connectors. Thb design is based only upon parameters shown, and is for an individual building component. Applaobildy of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to imure stability during construction is the responsibBlity, of the , erector. Additional permanent bracing of the overall structure is the respomlb9ity, of the building designer. For general guidance regarding M11ek• 781 N. Lee Street, Suite 31 Z Alexandria, VA 22314. /MIA k.A1'SC I Cams Heights, CA, ehacava rhnm.n8a irw tKMM Job Truss Truss Type Ql1y Ply R4160817I 2471 A TSA Common Supported Gable 1 7 Job Reference (optional) BMC, Indio, CA- 92203 7.430 s Jul 25 2013 MITek Industries, Inc. Tue Mar 18 13:12:50 2014 Page 1 ID:OLD2Ugh6zrYYVLrO5OvlsXzPQke-Q Yzl?MOm4YxcSMWm9zCLuwYTYMhap4JScy6fSzZfox i _ 6-10.0 13-8.0 - 6-10.0 6-10-0 I Scale = 1:22.6 Us = 4x4 = 2x4 II 4x4 = LOADING (per SPACING 2-M CSI DEFL in (loc) I/deft L/d TCLL 20.0 Plates Increase 1.25 TC 0.42 Vert(LL) -0.15 3-4 >999 480 TCDL 14.0 Lumber Increase 1.25 BC 0.72 Vert(TL) -0.27 3-4 >581 240 BCLL 0.0 Rep Stress Incr NO WB 0.13 Horz(TL) 0.03 3 n/a n/a BCDL 10.0 Code IBC20091TP12007 (Matrix) Wind(LL) 0.03 1-4 >999 240 LUMBER TOP CHORD 2x4 DF No.t&BtrG BOT CHORD 2x4 DF No.1&BtrG WEBS 2x4 OF Stud G REACTIONS (lb/size) 1=58110-5-8 (min. 0-1-6), 3=581/0-5-8 (min. 0-1-8) Max Horz 1=22(LC 16) Max Uplift 1 =221 (LC 9), 3=221(LC 12) Max Grav 1=834(LC 8), 3=834(LC 7) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1915/684, 23=119151684 BOT CHORD 1-4=-641/1676, 3-4=641/1676 WEBS 2-4=0/416 PLATES GRIP MT20 220/195 Weight: 42 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 4-6-4 oc puriins. BOT CHORD Rigid ceiling directly applied or 8-4-7 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation side. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05: 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed -, end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=221, 3=221. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcur ent with any other live loads. 8) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Conned truss to resist drag loads along bottom chord from 0-0-0 to 1346-0 for 109.8 ptf. LOAD CASE(S) Standard A WART M-Vienlydeuga param Ira and RFAC AD IFS ONnaAlm fi' (MR, 00W ARTRAlU AkM IW-7473 mr.I/29/20I489WILM Design valid for we only with MTek connectors. This design B based only upon parameters shown, and is for an individual bullding component. Applicability of design parameters and proper incorporation of component is responvbilty of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillirty of the erector. Additional permanent bracing of the overall structure is the responsibility of the buldna designer. For oeneral guidance neaardna A=;SInbrtnoRon avalable from Truss Plate institute, 781 N. Lee 107k ttLer Is spcciffirA tha design vshses anaI Q?,OFESS/pN SOON o�F2 LIJ C 074486 m *` E;P.? 12-3 1-15 /* �F MITew 77Yr rremilium l ,190 Citrus Heights, CA. 95810 March 18,2014 russ ype Qty y P4loTruss R41608175 71_A TO common 4 t Job Reference (optional) Bloc, Indio, CA - BZ203 1.430 s JUI Zb 2013 Mi I ex Inaustnes, Inc. rue Mar 16 13:12:51 2014 Page 1 ID:OLD2Ugh6zffYVZrO5Ovls)( PQke-uE5LyLNOXOgoEodKtURu5SjByi2JHMTgGhgBuzZfaw -1-0-0 6-10-0 t3-5-D 1t-D48-0 6.10A 6-1D-0 -D ON 5x6 = 4x4 = 2x4 II 4x4 = Scale = 126.1 a 6-10-0 r 6-10-0 _— _ - _ 13-8-0 6-10-0 _ LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.40 Vert(LL) -0.15 4-0 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.71 Vert(TL) -0.27 4-6 >595 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.13 Horz( L) 0.03 4 n/a n/a BCDL 10.0 Code ISC2009/rP12007 (Matrix) Wind(LL) 0.02 2-6 >999 240 Weight: 45lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No. t&Btr G TOP CHORD Structural wood sheathing directly applied or 5-11-9 oc pudins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation guide. REACTIONS (lb/size) 2=668/0-5-8 (min. 0-1-8), 4=668/0-5-8 (min. 0-1-8) Max Harz 2=31(LC 5) Max Uplift2=1(LC 3), 4=1(LC 4) FORCES (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1111/0, 3-4=1111/0 BOT CHORD 2-0=0/988, 4-0=0/988 WEBS 3-0=0/411 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard QRpFESS/pM ��L�oOO S0o/'( .t VC G) um CrC 074486 frh rn *`jJ2-31-15 /* �� March 18,2014 AL WARAM -tferifrrmsiga pafamten and READ ADIF$ONTWSAM Hhi"t,t16EG pkt7RCREFERE7I:F RASE Mff-7413 ren V2Sf2Q36BB41R£NSE o Design valid for use only with MTek connectors. This design is based only upon parameters shown and is for an indvidual building component. Applicability of design parameters and proper Incorporation of component is responsibility of buBdng designer- not truss designer. Bracing shown I,for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibi0ty, of the ;� ek• erector. AddA'ronal permanent bracing of the overa0 structure is the responsibNiy of the bu0dng designer. For general guidance regarding Ml l 1 ""�itsSfen`ride;{f+i4'ry;•erearr+;grdS�e6'rg: rVc9 ar•:d-9�9.sy£.ao�;ISore3A,..-e.ww: t`P2e ,i2;"'35iff€it7"F' Sarety lnfcrmalion ovallabie from Truce Plate Institute, 781 N. tee Street, Suite 312 Alexandria, VA 22314. Citrus He' tEx..se ws.a,...a1,.a�s1...,s.�:� mmvt .a,a.as�r ...vssry �sw..m.erw...a..e nrm� rmn3_A.w Heights, CA, 95610 Job Truss Truss Type Qty ply R41886176 2471 A TSD Comrrwn Ginter 1 1 Job Reference (optional) ome, nmo, eA - ezeW 1 I 3-10-1 ausmes, roc. i ue manor ssaz:az zura rage l M ID:OLD2Ugh6zVZr050v1s UIY e-MRfjZOeliofsmWuua?gOJ?xLM6N2fl1cvwRDkLzZfov 2-11-15 2-11-15 5x6 = 3 3-10.1 Scale = 122.5 4x8 = speoal 4x8 = 4-ID-1B-9-15 i 13-8-0 i r 4-10.1 3-11-15 4-10.1 Plate Offsets (X,Y): [1:0-1-10,0-0-3), f5:0-1-10,0-0.31, 16:0-3-0,0-4-41, [7:0-M,0-4-4j LOADING (psf) SPACING 2-" CSI DEFL in (loc) Udefi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.24 Vert(LL) -0.09 6-7 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.25 6-7 >659 240 BCLL 0.0 Rep Stress Ina NO WB 0.38 Horz(TL) 0.05 5 n/a n/a BCDL 10.0 Code IBC20091TP12007 (Matrix-M) Wind(LL) 0.03 6-11 >999 240 Weight: 61 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-2-12 oc purtins. BOT CHORD 2x6 DF SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud G MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 1=1279/D-5-8 (min. 0-1-10), 5=1290/0-5-8 (min. 0-1-10) Max Horz 1=22(LC 14) Max Uplift 1=34(LC 9), 5=90(1_C 12) Max Grav 1=1518(LC 8), 5=1530(LC 7) FORCES (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4121/183, 2-3=3536/0, 34=3461/0, 4-5=-4056/273 BOT CHORD 1-7=176/3879, 6-7=0/2451, 5-6=241/3814 WEBS 3-6=0/1140, 3-7=0/1248 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 1, 5. 7) This truss has been designed for a moving concentrated load of 250.Oib live located at all mid panels and at all panel points along the Bottom Chord, live loads. RpFESS/0 nonconcurrent with any other 8) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate DOL=(1.33) Connect truss to resist drag Sooty grip �� O loads along bottom chord from 0-0-0 to 134-0 for 109.8 ptf. L t� 0 2C 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 240 lb down at 3-0-4, 240 lb down -4 at 5-0, 240 lb down at 6-04, 240 lb down at 7-7-12, and 240 lb down 9-7-12, and 167 lb down 38 lb 11-7-4 bottom cj y C3 at and up at on chord. The design/selection of such connection device(s) is the responsibility f11 Uj C 074486 of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12-31-15 LOAD CASE(S) Standard * 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads 'j C►V (pit) Vert 1-3=68, 3-5=-68,1-5=20 \P /4TFOFC March 18,2014 AWARXIM-Vedydedpparaareten and FFACWIFS ONMSAMff4KIMat4RRCNEFc'RRREPik FNR-74nrec;J2!VM4 &MINHE Design valid for use only with MTek connectors. This design's based only upon parameters shown. and is for an Individual buDdng component. R Applicability of design parameters and properincorporation of component is respore blfity of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stabTity during construction's the responsbfllity of the erector. Additional bracing the Is the Mi permanent of overall structure responsibitty of the bu0dng designer. For general guidance regarding _ ! a;B�v76cs omDorsent....,;w�, �64fi9'�i'E�i16X�°[L't',Cr?9�ItE5�3=�'�• Safety Informa8on table from Truss Plate Irsfitute, 761 N. Lee Street Suite 312. Alexandria, VA 22314. mTrussavate In�¢iies781 Alexandria, �3ar�ear+>ese[sattsan3seigee..�dcsirn vahsesa2e��n6msraai3 ewAtSt Claus Heights, C �htsA, e561O _ Job Truss Truss Type Qty Ply R41608176 2471 A T5D Common Girder 1 1 Job Reference (optional) vino, marl, cA - vuu3 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 7=240(B) 13=240(B) 14=240(B) 16=240(B) 17=240(B) 19=167(B) r.430 s Jul Zb Zu13 MI Iex Industries, Inc. Tue Mar 18 13:1252 2014 Page 2 ID:OLD2Ugh6zrYYVZrO50vl sXzPOke-MRfjAhOelidfsmWuua?gOJ?xLM5w2fhcvwRDkLzZfov AL WARNI✓'1G - Verify r2siga 6aralaewn; and READ AD7ES ON IMS N& 7iyf2 Eli l RWLF'iZc AKi A45F AfR-74T3 rec I/291"14 AMMUZ Design valid for use only with Wek aonnectors. This design is based only upon parameters shown, and is far an individual building component. ApplicabSdy of design parameters and proper incorporation of component 6 responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibi➢'ily, of the A■�,� erector. Adddional p>ermonent bracing of the Duero➢ structure is the responsbifify of the building designer. for general guidance regarding MI eW —rz.�aiaiSa�ierx s�mfA sontcet3. ..�G,•�,.•, eaoar a ' dWg.C4pr:ROD=nt Safety IMormaflon ava➢able from Truss Plate Institute, 781 N. Lee Street, Suite 31 Z Alexandria. VA 22314. Citrus Heights, CA, - V N .,PLfteIS�A.h I.--Me&tho A>�mr hs-ar�nnsn.e0-4— aCre1 M14 h..A1 st rg M10•.�- Job Truss russ Type Qty Ply Ra16o6177 2471_A T6A HIP GIRDER 1 2 Job Reference (optional) BMC, Indio, CA- 92203 7.430 s Jul 25 2013 MTek Industries, Inc. Tue Mar 16 13:12:55 2014 Page i ID:OLD2Ugh6zrYYVZrO50vl sX7PQke-mOLsoiQXbdAEDFTZiYN2xdQrZOXF012buftLfzZfos 4-11-15 &7-15 12-3-15 18-3-15 19-?-15 4-11-15 3-8-0 3-8-0 6-D-0 1 Scale = 1:33.1 4.00 F12 5x6 = NAILED NAILED NAILED 3x10 = NAILED Special 5x6 = Sx6 = 5x6 = NAILED 2x4 11 NAILED 6x8 _ 3x10 = HJC26 NAILED HJC26 Plate Offsets (X,Y): f1:0-3-1,0-9-151,f1:0-0-0,D-2-01,f7:0-3-9,0-4-01,f9:0-3-0,0-3-8) LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) -0.21 7-8 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.93 Vert(TL) -0.38 7-8 >567 240 BCLL 0.0 Rep Stress Incr NO WB 0.34 HOrz(TL) 0.09 5 n/a n/a BCDL 15.0 Code IBC2009/TP12007 (Matrix-M) Wind(LL) 0,03 8 >999 240 Weight: 171 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD BOT CHORD 2x6 OF No.2 G WEBS 2x4 OF Stud G BOT CHORD WEDGE Left: 2x4 OF Stud - REACTIONS (lb/size) 5=1750/03-8 (min. 0-1-9), 1=1727/0-3-15 (min. 0-1-10) Max Harz 1=39(LC 6) Max Grav 5=2939(LC 21), 1=3065(LC 15) FORCES (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=7562/0, 2-3=7001/0, 3-4=-8003/0, 4-5=8592/0 BOT CHORD 1-9=0/7160, 8-9ro/9445, 7-8=0/9445, 5-7=0/8169 WEBS 2-9=0/2071, 3-9=2839/0, 3-8=0/1054, 3-7=1767/0, 4-7=0/2202 Structural wood sheathing directly applied or 4-9-9 oc purtins, except 2-M oc purlins (448-14 max.): 2.4. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) 2-ply truss to be connected together with 1 Did (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-6-0 oc, Except member 9-3 2x4 -1 row at 0-9-0 oc, member 3-8 2x4 - 1 row at 0-9-0 oc, member 7-3 2x4 - 1 row at 0-9-0 Do. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) Graphical purtin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. 11) Use USP HJC26 (With 16d nails into Girder & 1 Od nails into Truss) or equivalent spaced at 7-3-4 oc max. starting at 5-0-5 from the left end to 123-9 to conned truss(es) to back face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 13) "NAILED" indicates 3-1 Od (0.148x3") or 3-12d (0.148"x3.25') toe -nails. For more details refer to MiTeks ST-TOENAIL Detail. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 267 lb down and 13 lb up at 12-3-15 on top chord. The design/selection of such connection device(s) is the responsibility of others. & KARNIV-Ven7rdes ipd paramilers and MU AD TEE ON WIT AM fM2WED NMRFFFREN7 ACC Ml74)3 ML 112V"1485WIM Design vord for use ony with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component B resporwblhy of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the resporaibildy of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding N. QROFESS/pN� S00ro ^r LIJ C 074486 c m * 12-31-15 sTgTFoF C March 18,2014 WOW Citrus �'fYGiETiu15S e - Chrus Heights, CA, 95610 Job Truss - Truss Type Q Ply R4160B177 jJ.b 2471_A TBA HIP GIRDER 1 2 Reference (optional) aMC, Indio, CA- 97203 r.43u s Jul Lb Lul J mi I eK inausLnes, Imc. I ue Mar 1 C 13:1Z:J] 2u14 Yage 2 ID:OLD2UghSzrYYVZtO50vl sXzPQke-mOLsoiQXbdAEjDFT7jYN2xdQcZOXF012buftLfzZfos LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-68, 24=68, 4-6=68, 5-12=30 Concentrated Loads (lb) Vert: 2=191(B) 4=178(B) 9=355(B) 7=355(B) 15=191(B) 16=191(B) 17=191(B) 21=14(B) 22=14(B) 23=14(B) ALWAR?=-Vertfidetipparamelertand FSAMIESONIMAMtR WED WAN R&TREtRfACE M7i-7473reeJ12VM489 MUSE Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component B responsibility of building designer- not truss designer. Bracing shown B for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction B the responsibillity of the A ;��• erector. Additional permanent brocing of the overall structure 6 the responsibility of the building designer. For general guidance regarding M 11 °'—"iabricefie>�adN;'�g,'�e�tafw�q+'�eeliaysw:�Cacia9. - �mpoaenit;a�s.:.=::�+„rw,aa: '-� eI'"�tS9hcv5 Safety Worm= available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95810 tEa�.,•iA,.wn.tawnrR=l..•,w..cn, 4r4 uw:.nHmeaew wr�lias�iwarfGml MIA i,w-6PM Job Truss Truss Type Qty Ply R41808178 2471_A T58 common 1 1 Job Reference (optional) tsmu' Inwo, GA - aZZ03 1-6.0 6xl0 MT20H = 5 6x10 MT20H 11 6 a43u s Jul ZS Z013 MI I ex moustnes, Inc. Tue Mar 18 13:12:55 2014 Pagel ID:OLD2Ugh6zrYYVZrO5OvlsXzPQke-mOLsoiQXbdAEjDFTZIYN2xdLdZOEF3F2buRLfz7Jos 9-6-0 i 10.6.0 8-0-0 �I Scale = 121.0 4.00 112 N 3 4 1� T US = Plate Offsets (X,Y): f2:0-5-4,Edge),13:0-1-5,Edge), f5:0-3-8,0-2-121 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.69 Vert(LL) 0.00 3 n/r 120 MT20 2201195 TCDL 14.0 Lumber Increase 1.25 BC 0.95 Vert(TL) 0.14 4 Ink 90 MT20H 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.13 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code IBC2009ITP12007 (Matrix) Weight: 35 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No. 1&Btr G end verticals, and 2-0-0 oc purlins (6-0-0 max.): 1-2. WEBS 2x4 DF No. 1&Btr G *Except* BOT CHORD Rigid ceiling directly applied or B-7-7 oc bracing. 2-5: 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be in during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 5=407/9-6-0 (min. 0-1-8), 3=487/9-6-0 (min. 0-1-8) Max Horz 5=83(LC 3) Max Uplift3='10(LC 4) Max Gray5=478(LC 10), 3=510(LC 11) FORCES (lb) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-0==447/17 BOT CHORD 35=0/354 WEBS 2-5=591/98 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom Q �pFESS/O chord and any other members. 8) A plate rating reduction of 20% has been applied for the lumber members. O SOO/V green ��' F 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 2C 10) This truss has been designed fora moving concentrated load of 250.01b live and 5.0Ib dead located at all mid panels and at all panel rij UZ` y points along the Bottom Chord, nonconcurrent with any other live loads. 11) Graphical does depict (� Cn LU C 074486 rn puffin representation not the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard * 12-31-15 ) ��\P FOF C March 18,2014 A WANnRM-Van7Trivsip Saramm and RFAR WIFS OA71RS Ate EA WIM WTEKREFFRVU €05F 113E-703 ML I/29/29I88M11Ft1SE Design Yard for we only with Mffek connectors. fiis design is based only upon parameters shown, and is for an individual building component. AppricabTi ey of design parameters and proper incorporation of component is responsibility of building designer- not thus designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stabTity during conshuction is the responsbiifity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding WOW • a-.v,°-_�fabrioafiem>.9rhebstea�y3r�c!'wery�,asro.�iorarandbreeipvgn ... °..'J3E3.'9m9�ng:.aAmponerf:,.-a-.�c+�--a. ,- _ Safety lnforma6on avaliable from Truss Plate Institute, 781 N. Lee Street, Suite 31 Z Alexandria, VA 22314. B"SeateMr=ft trl iurnharie lhnsbeian anHue era.Ml..ve dia.ri..n rYGIM r_g i.ulCA, Citrus Heights, 95610� Job Truss russ Ty Qty Ply R41608179 2471 A T60 Common Girder 1 2 Job Reference (optional) BMC, Indio, CA- 92203 7.430 s Jm z5 zu13 Mn eK meusmes, mc. 1 ue mar 1e 13:1z:55 zo14 Pagel ID:OLD2UghSvYYVZrO50vl sXzPQke-ECvE72R9Mwl5KNgg7Q4cbB9b2zRy_WACgYPRt6zZfor 4-9-7 96.0 16b-0 4-9-7 4-8-9 Scale = 123.7 3x4 I I 8 4x6 _ 2x4 II 3x4 _ Plate Offsets MY): (3:0311 Edgel LOADING (psf) SPACING 2-M CS1 DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.33 Vert(LL) -0.02 5-6 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 125 BC 0.60 Vert(rL) -0.08 5-6 >999 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.15 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code IBC20091TPI2007 (Matrix) Wind(LL) 0.00 5 >999 240 Weight: 95 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 64)-0 oc pudins, except BOT CHORD 2x6 DF No.2 G end verticals. WEBS 2x4 DF Stud G'Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-6: 2x4 DF No. 1&Btr G REACTIONS (lb/size) 6=1742/0-5-8 (min. 0-1-8), 3=703/05.8 (min. 0-1-8) Max Horz 6=99(LC 3) FORCES (lb) -Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=250/0, 23=1566/0 BOT CHORD 5-6=0/1433, 35=0/1433 WEBS 2-6=1299/0, 2-5=0/657 NOTES 1) 2-ply truss to be connected together with 1 Od (0.131 "x2l") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at D-6-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2).AII loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat ll; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. pFESS/ 6) A plate rating reduction of 20% has been applied for the green lumber members. load 250.0Ib live 5.01b dead located all mid and at all Q� O/V Y� 7) This truss has been designed for a moving concentrated of and at panels panel along the Bottom Chord, nonconcurrent with any other live loads. ��O Soo points 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1556 lb down at 14-8 on bottom ` chord. The designlselection of such connection device(s) is the responsibility of others. 5 m � C 074486 � LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 12-3145 Uniform Loads (plf) * Vert: 1 4- 68, 35=20 Concentrated Loads (lb) Vert 7=1556(F) S� /V \P OF March 18,2014 AWARNM-YeritT*s/ga6aramr-IrsandRMMiFSafflWSAWMISRNt7RCREFFRMAAMMR-7032e11ZVn14MMWYK Design world for use only with MITek connectors. This design's based only upon parameters shown. and 6 for an individual building component. Applicability of design parameters and proper incorporation of component 6 responsibility of building designer- not truss designer. Bracing shown 6 for lateral support of individual web members only. Addiliond temporary bracing to insure stability during construction 6 the responsibillity of the M iTek' erector. Additional permanent bracing of the overall structure 6 the nesponsibifiiy of the building designer. For general guidance regarding `a'.'�aG1�f�§R�rityC35731rtiC-�59P�SvYa'B^•�'aii:@'Y� ereG9^�il�r�S�S,e—y>`esttse"ae�' BsR�ng��mP�er.�sec ,.__... 'x9fiFfa - Citrus Heights, CA, 95610 SWefy Inform a8on ava�able, from Tn"!'PPlIe 1T.11 te. 781 N. Le,! 1!-1 u8!e I LAlee onnddnro,L �M14. Job Thus Truss Typa Qty Ply R416D8180 2471 A TTA Hip Girder 2 1 Job Reference (optional) BMC, Indio, CA - 82203 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 13:12:58 2014 Page 1 ID:OLD2Ugh6zrYYVZr050vlsXzPQke-Bb0?QkTPuYYpahz2Er64gZFm?n9gSFaUHsuXx zZfop - LOH 11 3--5 7-4-D 10-B-11 14-8-0 75-&-0 �1-OA 3-11-s 3.4-11 I' 3-4-11 3.11.5 l t Special Special 4.00 12 4x4 = Special Special 4x8 _ Special 4x4 = 12 11 lU y 8 3x10 II 7x10 = Special 3x10 II Special 7x10 = 3.10 II Special Special Special 3-11-5 7�-0 10-B-11 14-6-0 Scale = 1:42.8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 1.00 Vert(LL) -0.05 9-10 >999 4BO MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.45 Vert(rL) -0.08 9-10 >999 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.86 Horz(TL) 0.01 8 n/a n/a BCDL 15.0 Code IBC2009lrP12007 (Matrix) Wind(LL) 0.03 9-10 >999 240 Weight: 127 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&BtrG TOP CHORD BOT CHORD 2x6 DF No.2 G WEBS 2x4 OF Stud G BOT CHORD WEBS REACTIONS (Ib/size) 12=1054/03M (min.0-2-1),8=1057/0-3-8 (min. 0-2-1) Max Horz 12=200(LC 12) Max Uplift 1 2=1 317(LC 9), 8=1323(LC 12) Max Grav 12=1932(LC 24 8=1944(LC 31) FORCES (lb) - Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=1096837, 3-t=1024/737, 4-5=1034/743, 5-6=1107/843, 2-12=1807/1316, 6-8=1825/1324 BOT CHORD 11-12=-850/858, 10-11=521/1323, 9-10=521/1323, 8-9=722/737 WEBS 4-11=1017/862, 4-10=252/967, 4-9=1013/852, 2-11=1272/1720, 6-9=1281/1739 Structural wood sheathing directly applied or 640-0 oc puriins, except end verticals, and 2-0-0 oc pudins (6-M max.): 3-5. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 6-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psF, BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit between the bottom chord and any other members, with BCDL = 15.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 12=1317,8=1323. . 8) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-M, 12-M to 14-8-0 for 375.0 plf. 10) Graphical purin representation does not depict the size or the orientation of the purfin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 46 lb down and 17 lb up at 3-11-5, 46 lb down and 17 lb up at 6-0-4, 46 lb down and 17 lb up at 7-7-12, and 46 lb down and 17 Ib up at 8-7-12, and 46 lb down and 17 lb up at 10-8-11 on top chord, and 803 lb down and 414 lb up at 3-11-8, 258 lb down and 117 lb up at 64)4, 258 lb down and 117 lb up at 7-7-12, and 258 lb down and 117 lb up at B-7-12, and 803 lb down and 414 lb up at 10-7-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). jkWARMN-Verofdesignparame"and FLU AD7FsOff WSANIII=MEDP07MAR RR4MA4MIW-7413(en.if2V"Idi 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 indnidual web members only. Additional temporary bracing to fissure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure B the responsibility of the building designer. For oerserol guidance reacudina ismTruss 4RpFESS/ON SOO/y LU v C 074486 G)M * E 12-31-15 FOFC March 18,2014 �r M170W Citrus Heights, CA, 95610 Job Truss russ Type Qty y R41608180 2471_A T7A Hip Girder 2 1 Job Reference (optional) r.asu s dui ze zuia MI i as maustnes, Inc. Tue Mar 18 13:12:58 2014 Page 2 ID:OLD2Ugh6zrYYVZrO50vlsXzPQke-Bb0?QkTPuYYpahz2Er64gZFm?n9gSFaUHsuXx_zZfop LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Un'dorrn Loads (plf) Vert 1-2=-68, 2-3=68, 3-5=68, 5-6=68, 6-7=68, 12-18=30, 18-20=70, 8-20=30 Concentrated Loads (lb) Vert 3=-46(F) 5=-46(F) 11=89(F) 9=89(F) 13=-46(F) 14=-46(F) 15=46(F) 18=6(F) 19=-8(F) 20=8(F) AWAffdM-Veffttdesipparamemnand RFACADIFS W WIT AMfAYILMMITWPI E1fFAIMAlWNH-7413feeT/ZV Id8841R£M Design valid for use only with M7ek connectors. This design is based only upon parameters shown. and is for an indvidual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stabifity during construction is the responsibilfity of the erector. Additional permanent bracing of the overall structure is the responsibility of the bulcina desioner. For general guidance moardina from Truss Plate Institute, 781 N. Lee WTeF ren a , Citrus Heights, CA, e5610 Job Truss Truss Type Qty Ply R41606181 2471_A 778 Hip 2 1 Job Reference (optional) of mu accua r.cau s am c° zu1 a MI i ea Inausales, mc. rue Mar 1 ° '13:12:59 2014 Pagel ID: OLD2Ugh6zrYYVZrO5Ov1sXzPOke-fnaNe4TltrggBrYFoYdJCnn1BBUMBtVeWWdSURzZfoo 1-0.0 S&0 3-2-0 5-9-0 1-0A 6x8 = 4.D0 12 4x4 = 10 n ° 7 4x4 II 3x4 = 3x10 = 4x4 It Scale = 1:43.0 1 Sg-0 Sg-0 &11-0 ?-2-0 14-8-0 l San Plate Offsets KY): 17:Edge,0-3-91 LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) -0.08 9-10 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.49 Vert(TL) -0.14 7-8 >999 240 BCLL 0.0 Rep Stress Ina NO WB 0.18 Horz(TL) 0.00 7 n/a n/a BCDL 15.0 Code IBC2009/TPI2007 (Matrix) Wtnd(LL) 0.01 7-B >999 240 Weight: 106lb' FT=20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 64)-0 oc pudins, except BOT CHORD 2x4 DF No.1&Btr G end verticals, and 24)-0 oc pudins (6-0-0 max.): 3-4. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 10-04 oc bracing. recommends that Stabilizers and required cross bracing FM,.ek nstalledduring truss erection, in accordance with Stabilizer allation guide. REACTIONS (lb/size) 10=872/03-8 (min. 0-1-8), 7=864/0-3-8 (min. 0-1-8) Max Horz 10=118(LC 3) Max Uplift 10=18(LC 3), 7=18(LC 4) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-477/40, 34�394/46, 4-5=-469/40, 2-10=741/44, 5-7=732/44 BOT CHORD 8-9=24/401 WEBS 2-9=0/497, 5-6=0/486 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonccncurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-&0 tall by I-M wide will fit between the bottom chord and any other members, with BCDL = 15.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 7. 8) This truss has been designed for a moving concentrated load of 250.011b live located at all mid panels and at all panel points along the RpFESS/0 �QQ Bottom Chord, nonconcurrent with any other live loads. 9) Graphical representation does not depict the size or the orientation of the the top bottom Soo purlin purlin along and/or chord. 2G) V� y LOAD CASE(S) Standard U Ml C 074486 12-31-15 * s�gTEOF March 18,2014 A WARfi M-Yerl7Tduiga p-mw w-n and READ PA7F5ON WU Aft [fain 0lf7EKRRTRRRE A45E MY-7473 rec 1/n/20I4B8rD usE Design valid for use only with Mifek connectors. This design is based only upon parameters shown. and is for an individual building component. �� Applicability of design paromete s and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Addifional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M Tek' veatkaR-qua}'.,d a� faom TwssPlate ererurle, 781313iAlex , n2314. r.sn�&¢aa3.AE5f�x.7issfk!>btunRcnenta,.,w*w>s�:a Safely Irrformaflon available from Trvss Plate institute, N. Lee Lee Street, Suite 312 Alexandria, VA 22314.E '+'�y'f61�ITd"�fitr€�9°-"-"'�' yam '�liaalrer$s.ttte ds�ssslsses ase flsosaaeret...>.n61�4i2Q13 bv3e a' ala s i Chm Heights, C R A, 95610 Job Truss Truss Type city Ply R41608182 2471_A TBB Flat Girder 1 2 Job Reference (optional) BMC, Indio, CA - 92203 3x6 = 7.430 s Jul 25 2013 Mrrek Industries, Inc. Tue Mar 18 13:13:01 2014 Page 1 ID:OLD2Ugh6zrYYVZrO50vlsXzPQke-bAi73mVHATxNR8idvzfnlCtMJ 6ftMxzp6BYJz2 I 410-4 9-9-12 148-0 V 411-8 410-4 4x12 = 4x12 = Scale = 125A US = 0 d 10 11 12 77x10 — 13 14 6 15 16 17 18 5 8 4x12 = bpeaai Special �peaal special 3x10 II Special Special 4x12 MT20H = Special LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-M Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TP12007 CSI TC 0.68 BC 0.75 WB 0.73 (Matrix-M) DEFL in Vert(LL) -0.13 Vert(TL) -0.43 Horz(rL) 0.08 Wtnd(LL) 0.02 (loc) I/defi Ud 6-7 >999 480 6-7 >400 240 5 n/a n/a 6-7 >999 240 PLATES MT20 MT20H Weight: 158lb GRIP 220/195 1651146 FT=20% LUMBER BRACING TOP CHORD 2x4 OF No. I&Btr G TOP CHORD 2-M oc purlins (3-8-15 max.): 1-4, except end verticals. BOT CHORD 2x6 OF SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Stud G *Except* 1-8,4-5: 2x6 DF No.2 G, 2-8,3-5: 2x4 DF No.1&Btr G REACTIONS (lb/size) 8=4189/0-5-8 (min. 0-2-5), 5=4530/Mechanical Max Horz 8=67(LC 11) Max Grav 8=4355(LC 8). 5=4696(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-0=554/0, 1-2=1267/320, 23=10369/0, 3-4=1478/0, 4-5=422/0 BOT CHORD 7-8=0/10360, 6-7=0/10234, 5-6=0/10265 WEBS 2-8=10062/0, 2-7=0/2418, 3-7=504/607, 3-6=0/2123, 3-5=9761/0 NOTES 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc, Except member 2-7 2x4 -1 row at 0-2-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a rive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to girder(s) for truss to truss connections. 10) This truss has been designed for a moving concentrated load of 250.O1b live located at all mid panels and at all panel points along the Bottom Chord, nonoDncurrent with any other live loads. 11) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Conned truss to resist drag loads along bottom chord from 0-0-0 to 13-8-0 for 109.8 pill. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 129 lb down at 1-0-12, 220 lb down at 3-0-12, 1791 lb down at 5-1.8, 868 lb down at 7-0-12, 868 lb down at 9-0-12, and 868 It, down at 11-0-12, and 864 lb down at 13-0-12 on bottom chord. The design/selection of such connection devioe(s) is the responsibility of others. LOAD CASE(S) Standard A WARWO-tfenTTdesigo 9araareers and REAL tt07ES anyNU AM M110 Ei 097WREFFRM A45E NT--74T3112L V29IM499MUSE Design valid for use only with MTek connectors. This design is based only upon parameters showm and is for an individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 781 K Lee Street, Suite /QFtOFESS/pH SOON c i v G)C 074486 m * EX 12-31-15 sTgTFOF C March 18,2014 MTek' Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply R41608182 2471_A T8B Flat Girder 1 2 Job Reference (optional) emc, Indio, CA- 92203 LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (ptf) Vert: 1-9=208(F=140), 4-9=68, 5-8=20 Concentrated Loads (lb) Vert 7=1791(F) 10=129(F) 12=220(F) 13=668(F) 14=868(F) 15=868(F) 17=864(F) r.asusumzezuismuexmousmes,mc. tuewrivis:is:uizul4 rege2 ID:OLD2Ugh6zrYYVLrO50vl sXzPQke-bAi73mVHATxNRBidvzfnlCtMJ_6jfeMxzp6BYJzZfom A WARN M -Ve desiga paramters and REM M7FS ON7tt[S ArM MWR Nt7RCAFFERSYM PAGE MR-74f3lea if29/2014MMMUM Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicabirdy of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown ; is for lateral support of individual web members only. Additional Temporary bracing to insure stability during construction is the responsibiPdy of the Ml i{ ek• erector. Additional permanent bracing of the overall structure is the responnblity of The balding designer. For general guidance regarding ..._Qa��- Qi>1931R. a r. Solely Intortna8on avalable from Trus Plate Institute, 781 N. Lee Street, Suite 312 Alexandria, VA 22314. Citrus He' hts, CA, 95610 ..iP.b Rffi 1. unnwd.l� e.an.ie�t .I,n.�:'s.....ax.� e...M....a.aaa...a..s t�lM r>M a 4w II(CY� g Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 34" 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�1 e For 4 x 2 orientation, locate plates 0-'ns' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. `Plate location details available In MITek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPII : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS C1-2 C2-3 o WEBS c� 4 o' ON U O a- c7-e c6.7 c- Oc � BOTTOM CHORDS JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Southern Pine lumber designations are as follows: SYP represents values as published by AWC in the 2005/2012 NDS SP represents ALSC approved/new values with effective date of June 1, 2013 © 2012 MITek® All Rights Reserved MITek Engineering Reference Sheet: Mll-7473 rev. 01 /29/2013 Failure to Follow Could Cause Property Damage or Personal Injury I. Additional stability bracing for truss system, e.g. diagonal or X-bracing, Is always required. See SCSI. 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 sultably 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 I Quality Criteria. Building Materials and Construction Services D.B.A.- BOULDERS WEST COMPONENTS 45-491 GOLF CENTER PARKWAY, INDIO, CA. 92203 0.760347-3332 F.760-347-0202 CONTENTS .........................PACE TIMBER PRODUCTS INSPECTION (LETTER)..................................I TPI (GTI) STAND — SEE PAGE 1..................................2 EXPLANATION OF ENGINEERED DRAWING..................................3 DETAIL FOR CONNON AND END JACKS — 16 PSF..................................4 DETAIL FOR COMMON AND END LACKS — 20 PSF..................................5 SUPPORT OF B.C. (PRESSURE BLOCK) STANDARD OPEN END (ACX..................................6 MTERIOR BEARING OFFSET DETAIL..................................7 BEARING BLOCK DETAIL 3 'A" BEAING..................................8 UXULA A iVJA-1\aau M .inasr LATERAL TOE -NAIL DETAIL ..aV .... ............................. I t WEB BRACING RECOM ENDATIONS .................................12 T-BRACE AND L-BRACE ..................................13 VALLEY TRUSS DETAIL ..................................14 VALLEY TRUSS DETAIL (CONT'D.) .................................Is PURLEK GABLE DETAIL ...............................=16 PURLIN GABLE DETAIL (CONT'D.j .................................17 PURLIN,CABLE DETAIL (CONT'D.) ......................18 MIRLIN GABLE DETAIL (CBNT'D.) .....................6...........19 STANDARD GABLE END DETAL ..................................20 STANDARD GABLE END DETAIL (CONT'D.) .................................21 STD. REPAIR - KISSING STUD ON GABLE TRUSS ....................................22, STD. REPAIR - BROW 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 SNIC FOR ]WORE INFOMTION OR QUESTIONS REGARDING THESE SHEETS ?AGE:-0 OF 30 March 21, 2006 To Whom It May Concern: This is to verify that Boulder West Components of Indio, CA is a subscriber in the Timber -Products Inspection (TP) and General Testing and Inspection (GTI) Truss Quality Auditing Program. The TP and GTI Truss Quality Auditing Programs are recognized by the International Accreditation Service (IA.S) 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 parry audits at the Boulder West Components of Indio, CA. This facility is currently in good standing in the TP Truss Quality Auditing Program. Boulder West Components 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 Pepper Browne at (360) 449-3840 ext. 1 1. Sincerely, t Brian Hensley Truss Manager — Westem.Division Page # '1 105 SE 124th Avenue • Vancouver, Washington 98684 • 3601449-3840 • FAX: 3601449-3953 -P.O.- Box 919 1641 Sigman Road Conyers eorgia34 � 7 /922=8000 '--PAX:`T-0/922=129D. L7 I MANUFACTURED FOR SELECTBUILD DISTRIBUTION BOULI)ER WEST COMPONENTS INDIO. CA OG Tv UUAtti r. AUDITED. BY TIMBER PRODUCTS INSPECTION, INC. DESIGN CRITERIA TC LL psf TC aL psf BC. UL psf TOTALLQAD psf UURFACTQR pill SPACING Job russ cuss ype Y Y DISPLAY ROOF COMMON 71 1 1 .00 e reD 0 UU3 MiTekindustries, Inc. Mon Mar e A .2.0-0 54-5 10-2-3 15-40 1 198-13 24.7.11 3D-0.0 1 3240-0 B 2.0.0 54-6 4-%13 4-9-13 4.9.13 44-13 5.4-5 2-0.0 40 = 6 E.i 6'OD r 1X4 II 10 11 7 3X4 C 3z4 4 6 4 6 E D ix4 � iz4 iP 9 3 10 `9 2 c <I 1 t)a �t F _ 14 13 12 U6 ` 3,5 = 3x6= 3x5 � _ = G A 10 2.3 19.9-13 3D-0-0 8 10-2.3 9-7.11 10-2-3 Plate Offsets MY): 12:0-3-0,41-43, (10:0-3-0,0-1-4) H LOADING (psf) # SPACING 2.0-0 J M C51 N oEFL In (too) I/defl Vert(LL) -0.09 14 1999 P PLATES GRIP M1120 249/190 ' TCLL 20.0 I TCDL 10.0 Plates Increase 1.16 Lumber Inorease 1.15 K TC 0.29 BC 0.83 Vert(TL) -0.39 12-14 >907 BOLL 0.0 Rep Stress Inor YES WB 0.36 Horz(TU 0.07 10 n/a Q 1 LC LLMin Wall — 240 Weight 158 Ib BCDL 10.0 Code BOCA/ANSI95 L st BRAING LUMBER TOP CHO TOP CHORD 2 X 4 SYP No.2 TOP CHORD Sheathed or 4-2-1 oe pudins. SOT CHORD 2 X 4 SYP No.2 Q BOT CHORD Rigid ceiling directly applied or B-6-11 oc )bracing. WEBS2 X 4 SYP No-3 R S REACTIONS gb/size) 2m1317/0-3-8, 10-1317/0.38 TMax Horz 2=-175(load case 5) Max Uplift2m-341(load case 4), 10--341(bad case 5) First Load Case Only FORCES Of - 1722, 45=-1722, 5-6--1722, 6 7==m TOP CHORD 1-2=26, 2.3--2024, 3-4=--1722, 7 8 -7722, 8-9-1722, 9-10=-2024, 10-11 —26 BOT CHORD 2-14-1794, 13-14-1140, 12-13-1140, 1D-12-1794 6-12-742, 9-12=-26B WEBS 5-14=-294, 7-12=-294, 3-14=-288, 6-14-742, ��j V Y NOTES 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7 96 per BOCAIANSI95; 90mph; h-26ft; TCDL-5.Opsf• BCOL-5,Opsf; occupancy category 11; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; and vertical left and right exposed;Lumber DOL-1.33 plate grip DOL-1.33. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 341 lb uplift at joint 2 and 341 lb uplift at joint 10. A Cumulative Dimensions M TC, BC, and Web Maximum Crnnbiitad Stress Indices B Panel Length (feet - Incites - sixteenths) N Deflections (inches) and Span to Deflection Ratio LOAD CASE(S) Standard X C Slope 0 Input Span to Deflection Ratio D Plate Size and Orientation P MTek Plate Allowables (PSI) E Overall Height O Lumber Requirements F Bearing Location R Reaction (pounds) G Truss Span (feet- inches - sixteenths) S Minimum Bearing Required (inches) H Plate Offsets T Maximum Uplift and/or Horizontal Reaction if Applicable I Design Loading (PSF) U Required Member Bracing J Spacing O.C, (feet - inches - sixteenths) V Member Axial Forces for Load Case f K Duration of Load for Plate and Lumber Design W Notes L Code X Additional Loads/Load Cases DETAIL FOR COMMON AND END JACKS M111SAG - 8 -16PSF 3=/2604 PAGE I fumLoPiArqu 11351). -ftullmtz 13M 1 mitekindusuies,inc. TCLL Isla Be. 125 Western DIVIslon 4.0 TCDL i IrEfiv crease 125 TOP CHORD Sheathed. 0.0- Rep Stress Ina' YES BOT CHORD - Rigid ceiling directly applied. COL IDD KNIVIUM LUMBER SIZE AND GRADE TOPCHORD' 2X4*$PFHP, 'DF-tNb.2 LENGTH OF EXTENSIDN BOT CHORD 2 X 4 SPF, I -IF, DF-L No.2 AS DESIGN REQ'D 20'-0" MAX SPLICE CAN. EITHER BE 3X8 MT2D PLATES OR & LONG 2X'4.SCA13 CENTERED AT SPLICE WISAME LUMBER AS TOP CHORD ATTACH TO ONE FACE W1 (131-XS.Cr MIN) NAILS ho C. 2 ROWS 648 NOTE: TOP CHORD PITCH: 4/12-�-8/12 BOTTOM CHORD PITCH: 0/12-4112 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24"O.C. SUPPORT AND CONNECT N BY OTHERS OR 2-16d COMMONWIRE (0.162'[)Lk X 3.5' LGT TOENAILS SUPPORTS SHALL BE PROVIDED R 4-0 D.C. ALONG THE EXTENSION OF TOP CHORD, CONN. W13 15dCOMMON WIRE (0.162"DW X 3.6" LGT) TOE NAILS CONK W12 16d COMMON WIRE (0118"k X 3.6- LGT) TOE NAILS I B-D-0 EXT. 2-0-0 EXT. EXPO EXT. CONIC W13 16d COMMON WIRE (0.1 S2-Dlk X W LGT) TOE NA&Z lezi BOTTOM CHORD LENGTH MAY BE Z-0" ✓3X4 OR A BEARING BLOCK CONN. VuW216d COMMON WIRE(WSMIk X3.6n LGT TOE NAILS OR SEE DETAIL mNsAr-7 F09 �2-0-0 FRESSURESLOGMINIG INFO. —Iw� 99;1� NOTE-- NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. wAmm. vww A-qqnpvr aces mdRE&PNom 0 vdd forvm only with Wok =mcimL ft design Is k jPage # and Is for on kuRvOucsi building comommit - iml bussdeAgnqr. bmcing s [y de.'ogm once re qr fing Dvwhm mvftom ,JUL 5,18 2011 tus Heights, CA 91 DETAIL FOR COMMON AND END JACKS- MIVSAC - 8 -20PSF a/$u2oos PAGE 1 '-" w+e•ieK:In0USV1es, Inc. 1.1S TOP 0 . Westarri Division Y� TOP CHORD Rigid CeelMg directly applied. 2 X 4 HF, OF-L ND.1 LENGTH OF -EXTENSION 2 X 4 SPF, HF, DF-L ND.2 AS DESIGN REO•D 20`-O" MAX SPLICE CAN EITHER BE 3X6 MT20 PLATES OR 2r LONG 2X4 SCAB CENTE�iED AT SPLICE W/SAMI LIMBER AS TOP CHORD ATTACH TO ONE FACE MIN) NAILS Q 3" D.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. SPACING= W O.C. SUPPORT AND CONNECT ON BY OTHERS OR 2-16d COMMON WIRE (0.16Z'DIA. X 3.5' LGTTOE NAILS SUPPORTS SHALL BE PROVIDED S 4'4r O.C. ALONG THE EXTENSION OF TOP CHORD. CDNN. W/3 16d COMMON WIRE (0.16Y DAD. X 3.V LGT) TOE NAILS COWL W1216d COMMON WARE (6 IST DID. X 30 LGT) TOE NAILS 8-0.0 6-0-0 B-0-0 EXT. 4-0-0 2-0.0 CONK. W/316d COMMON WIRE (DAWDUL X 30 LGT) TOE NAILS 3X4 = OR A BEARING BLOCK - _ CONK W216d COMMON M74M16TDIA X 3.6'1 LGT TOE NAIL$ OR SEE DETAIL MWSAW FOR 2-0-0 844 PRES6UkiE9LOCKING K�O. op NOTB: NAILINd SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT t�� Pa e # m.and Isfcicn3ndh+ld6al6dtflngcmm pnt. C 1l Ms CA %&ft designer' nbA Anna ded9sw.8nift dvown L'b ddw1Ai0_1h11an It ikfe rendtil�Ay al lhe�. --a.� Q.8ep.sutda± +a8ei ii6;„- [Is .......... .. ,... B..C. OF STANDARD OPEN END QV WSAC > T 3l3Q/2004 PAGE 1 ....... ' c-PRESSU - BL.00K MIS [ elk 1il[Nlb'A[CS, 1 rc. Western D 1siott Loading (PSF): BGDL 10.0 PSF MAX : xO bot chord CCarw, truc? t ofjack % Vv`2-(131W.0" MIN) 24 bbck \ jw* - l7etwean jacks, `l. ' truss Walled fd carrier (h A) wis Wt035"X3.0" MIN) nails spawd at 3" o.c. 6-0-D 2 rip PARTIAL FRAMING PLAN OF CAl:1FOkXlA.HIP SET VWTH SUB GIRDER Sc Of cagier truss I"X3.0" MIN) NAILS (typ) CHORD OF OPEN END JACK BC wl fH.131"X3.(r MIN) NAILS (aid 3" O.M Page # 6 e JUL 18 20*H INTER-1.011-BEARtING OFFSET DETAIL MIIISAC - 6 313012004 JPAGE I Wit. Industries, lnr- w6stem olv6Aon Td NOTE-;: INTERIOR BEARINGS MAY SHIFT TO THE LEFT OR RIGHT A DISTANCE. EQUAL TO THE DEPTH OF THE BOTTOM (cf). (7 11Z MAX) BOTTOM CHQkD PITCH MAY VARY NOTE- THIS DETAIL MAY BE USED FOR ROOF OR FLOOR TRUSS DESIGNS DOUBLE WEB JOINT SINGLE WEB JOINT d s TRIPLE WEB JOINT —Td Tdl- - \ IOcFvcqol-o n lPage # JUL 2 8 2011 BtARI NG $L.00rK-08TAIL 3 112" BEAM NG M111SAC •- 3A 3/25/2004 PAGE 1 �REFER TO•INDlVIDUAL TRUSS DES1ON t L_OR PLATE SIZES AND LUM9ER 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 BOTTOM CHORD SIZE LUMBER r2aD GRADE NaIL_ING PATTERN I NO 1 _ 2x4 BOTTOM CHORD SYP { DF 2 ROWS A 3" O.C. r f8 TOTAL NAILS) H I F --...._...._._ i St— PF 2x6 BOTTOM CHORD DF 3 ROWS @ 3" O.C. HE ;12 TOTAL NAILS) SPE BEARING BLOCK ALLOWABLE LOADS 855 736 726 1393 1282 1104 1089 1858 :>,4 2xB BOTTOM CHORD I DF 3281 j 171D 4 ROWS E 3" O.C. HE 2126 1472 (I6 TOTAL NAILS) SPE, 2231 1452 F1. LOWABLE REACTION (Ib) (NOTE 4,5) 2966 3281 2126 2231 2966 3281 2126 2231 X- FOR 2X10 BOTTOM CHORD USE 2X8 BOTTOM CHORD VALUES. jCASE1 4" Mna1MOM HEEL HEIGHT r i SRG BLOCK TO BE SAME =22 I/2' B SIZE, GRADE, d SPECIES AS EXISTING BOTTOM CHORD. APPLY TO ONE FACE OF TRUSS — r aM1 1[rY{oU tG�t !f rV. Western Division BEARING BLOCK & WOOD BEARING ALLOWABLE LOADS LOWABLE LOAD (1b) -- —r _ - .•. � (NOTE j ,TOTAL EOUIVALENT BEARING NG:H 3895 �— D-4-9-----.... _ .... . . _.._—._ 0-4-11 ....__.. .. 0-4-10 0-4-13 _ 0-5-5 0-5-3 0-5-11- _ 413E I-F— 2862 2957 4563—__��....._.__.._ _ 3230 _ 3320 4624 TL-- 4991 0-5-5 3598 D-5-14 _ 3683 _ _ 0-5-12_- r IV BLOCK NOTES: I"L 2 8 2011 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 S14ALL BE SUCH AS TO AVOIDUNUSUAL SPLITTING OF THE WOOD. 3. NAILS DESIGNATED ARE (A31" DIAM. x 31 MINIMUM 4. FOR BEARINGS NOT NEARER THAN 3" TO THE END OF A MEMBER (CASE 2), THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.03 5. THE TABLE VALUE CAN BE DOUBLED FOR A 2-PLY TRUSS PROVIDED THAT THE LENGTH OF THE BLOCK 15 T-0" LONG MIN. AND BLOCKS ARE ATTACHE TO EACH SIDE OF 2-PLY TRUSS WITH NAILING PATTERN AS SPECIFIED AND 2-112 A307 BOLTS TO CONNECT ALL 4 PLIES TOGETHER. LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES: SYP = 565 psi DF = 625 psi HF = 405 psi SPF = 425 psi NOTE: VALUES DO NOT INCLUDE MSR LUMBER WITH "E" VALUES GREATER THAN 1,900,000 PSI OR NON -DENSE GRADE LUMBER. Page # 8 Y fPARJING - v-* ,f"Vn parameters and R&ADla07W ON THIS AND INMVDW fB Siliis' E BNC& PAQE AM-7473 BEFORE UM ! 7777 Gieiribad c U Suft09 Oesian vafd form omy vAfh hook oonnedom This design is based a* upon pmomeiers shown. and'b Im an kemidual buAdov component Ohm He ... _� A 4eobE1 a1 design paromenfea and f ( incarporofion of domponenf h responAci ily of buadus� designer - not Irvn designer. Bracing shown Ohms s Heights. Cfti a ,._rsloib)ery FuP.Fprt�b? , _Yh_em`be's anN.'•Adds$diwtfamportaybr®eingao•inswe=eloblklY'dciring•wnslsueNon b-Ihe reapona'buYNy.d.lhe_-r..,w ... .,.......� ,.,�.. .-w.... __ —__ ___-- --.,...-.-..41Ae".aR:.."..f13af.::C1+/WhtllillMfiX'NSI7dFSiTnrS.n aeiil+niiiin�br"nnrrllrv. .. fdbrkohm qualify eonfroi. daroge, defm Safely fra..ftri available from Truss Pia BEAPNO BLOCK OETA-14 5112" PEARIN-6 M111SAC - 4A 3/25/2004 PAGE1 ' IYfI IOn fflY Wll G.lf iI ;_ �. Western Division REFEf2 TO INDIVIDUAL TRUSS DE^SiGN I 4 FO17 PLATE SlZ5S 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 fdbhg these criteria should be examined individually. 0-5-8 ACTUAL BEARING SIZEWITH BEARING BLOCK APPLIED ON ONE SIDE OF_TR'USS 2 3 i BUT1 ALLOWABLE 10M CHORD SIZE LUMBER REACTION BEARING BLOCK BEARING BLOCK 6 WOOD BEARING ALLOWABLE -LOADS - D GRADE III (1b) ALLOWABLE LOADS ALLOWABLE LOAD (lb) ATLI14G'PATTERN __`--!(NOTE1) —�_ (NOTE4,5 (NOTr-4) TOTALEQUIVALENT B�ARIidG LEAi I SYP _i 4661 929 — 6590 x4 BOTTOM CHORD �— fi011 0-6-6 .._.. . Rcas @ 3^ O.C. DF 5156 855 — —--_------- _..__.__. s TOTAL NAILS) HP 3341 136 4077 SPF 3506 726 4232 ' — — --- M-10 i SYP I 4661 1393 5054 — 0-7-2 _- - -- - A BOTTOM CHORD DF 5156 1262 6436 - 0.6-13 --_ •,-._ ROWS ? 3^ O.C. HF , 3341 1104 _ 4445 �— 0-7-5 1^_ TOTAL NAILS) ^--- --I----------._ _...._ .. t sPF 3506 1089 4595 0-7-3 SYP 4661 185$ 6519 —^ 0-7-11 — -- DF 5156 i 1710 _ 6866 --- 0-7-5 4 Rows 3^ O.C. HF 3341 1472 4813 D-7-14 (16 TOTAL NAILS) ----- --'-'- seF 3506 1452 4958 1 _-- — 0-7-12 - 2 6 BOTTOM CHORD FOR 2X10 BOTTOM CHORD USE 2X8 BOTTOM CHORD VALUES. /CASE 1 v i CA9E 2 LEW. L_.i 4" MINIMUM T HEEL HEIGHT r ` I BRG BLOC?( TO BE SAME } 22 1/2 > SIZE, GRADE, 6SPECIES12BLDCR — AS EXISTING BOTTOM CHORD. APPLY TO ONE FACE OF TRUSS.3 -- --6 ,TH NOTES; JUL1. USE LOWER OF TOP PLATE OF BEARING WALL OR BOTTOM CHORD OF TRUSS WOOD SPECIES. U2 2011 61 2.THE END DISTANCE, EDGE DISTANCE; AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. NAILS DESIGNATED ARE (.131" DIAM. x 31 MINIMUM 4. FOR BEARINGS NOT NEARER THAN 3" TO THE END OF A MEMBER (CASE 2), THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.03 5, THE TABLE VALUE CAN BE DOUBLED FOR A 2-PLY TRUSS PROVIDED THAT THE LENGTH OF THE BLOCK IS 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 OF = 625 psi HF = 405 psi SPF = 425 psi NOTE: VALUES DO NOT INCLUDE MSR LUMBER WITH "E" VALUES GREATER THAN 1,900,000 PSI OR NON -DENSE GRADE LUMBER. ® NABdtiNc - Osr{/y ddsfgnpmnmefara me3.RF.6b NORFS OX S� BFiD lMS�JAI+A da'teSBEI�aI�7479 BZMAN U-S& I u a Greeenbaac Lane Design validuse Only for uonly vdih No10 connectors. This dedgn'sas bed only upon ParOrnelefs shon. wand isRdm lar on incrKidvol bug eoms ponenl. t lae ._ "" o!°tlesi - en4ersts+dlbbF.x:incorporairorro ttru�n Brge stfdwn 109 �Ph' gn�`.xrn+ �sri�csaPo�t11',P11aE�Sr6sg�@sign�•-.!io .... ..FI+ .,_age :_.._: � - - .- k`for lateral svppFiri of ItldrvSd�wtv✓eti'merrlbers onN• AddNionad tempaa,•4xadrrgto-MseiaeslohNpy durtr�j-constn�Fnror�isJ3tuesponc'bip9y d the - . - :... ...._— , CAM Heights. erector. AddrUonal pemwrlent bracklg of fhe overo6 skuciure k the resDons161lRy d the bvNding deilgtter..for gmnerol guidetice regording M1 r� fabricafion, quatdy eoirtrol, storage, delHety, ereeliop and bmetng. consult ANSI/R11 Qwdky talc sta, DSB-89 and BCSIt •uHdhrg Cetilpbnent 1� � Solely tldotmdlon ovgioble from lrus Plate Irsldule. SB3 fyOnotrio Drive. Modlson. WI 53719. : f l�l�: 2 6 BOTTOM CHORD FOR 2X10 BOTTOM CHORD USE 2X8 BOTTOM CHORD VALUES. /CASE 1 v i CA9E 2 LEW. L_.i 4" MINIMUM T HEEL HEIGHT r ` I BRG BLOC?( TO BE SAME } 22 1/2 > SIZE, GRADE, 6SPECIES12BLDCR — AS EXISTING BOTTOM CHORD. APPLY TO ONE FACE OF TRUSS.3 -- --6 ,TH NOTES; JUL1. USE LOWER OF TOP PLATE OF BEARING WALL OR BOTTOM CHORD OF TRUSS WOOD SPECIES. U2 2011 61 2.THE END DISTANCE, EDGE DISTANCE; AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. NAILS DESIGNATED ARE (.131" DIAM. x 31 MINIMUM 4. FOR BEARINGS NOT NEARER THAN 3" TO THE END OF A MEMBER (CASE 2), THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.03 5, THE TABLE VALUE CAN BE DOUBLED FOR A 2-PLY TRUSS PROVIDED THAT THE LENGTH OF THE BLOCK IS 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 OF = 625 psi HF = 405 psi SPF = 425 psi NOTE: VALUES DO NOT INCLUDE MSR LUMBER WITH "E" VALUES GREATER THAN 1,900,000 PSI OR NON -DENSE GRADE LUMBER. ® NABdtiNc - Osr{/y ddsfgnpmnmefara me3.RF.6b NORFS OX S� BFiD lMS�JAI+A da'teSBEI�aI�7479 BZMAN U-S& I u a Greeenbaac Lane Design validuse Only for uonly vdih No10 connectors. This dedgn'sas bed only upon ParOrnelefs shon. wand isRdm lar on incrKidvol bug eoms ponenl. t lae ._ "" o!°tlesi - en4ersts+dlbbF.x:incorporairorro ttru�n Brge stfdwn 109 �Ph' gn�`.xrn+ �sri�csaPo�t11',P11aE�Sr6sg�@sign�•-.!io .... ..FI+ .,_age :_.._: � - - .- k`for lateral svppFiri of ItldrvSd�wtv✓eti'merrlbers onN• AddNionad tempaa,•4xadrrgto-MseiaeslohNpy durtr�j-constn�Fnror�isJ3tuesponc'bip9y d the - . - :... ...._— , CAM Heights. erector. AddrUonal pemwrlent bracklg of fhe overo6 skuciure k the resDons161lRy d the bvNding deilgtter..for gmnerol guidetice regording M1 r� fabricafion, quatdy eoirtrol, storage, delHety, ereeliop and bmetng. consult ANSI/R11 Qwdky talc sta, DSB-89 and BCSIt •uHdhrg Cetilpbnent 1� � Solely tldotmdlon ovgioble from lrus Plate Irsldule. SB3 fyOnotrio Drive. Modlson. WI 53719. : f l�l�: /CASE 1 v i CA9E 2 LEW. L_.i 4" MINIMUM T HEEL HEIGHT r ` I BRG BLOC?( TO BE SAME } 22 1/2 > SIZE, GRADE, 6SPECIES12BLDCR — AS EXISTING BOTTOM CHORD. APPLY TO ONE FACE OF TRUSS.3 -- --6 ,TH NOTES; JUL1. USE LOWER OF TOP PLATE OF BEARING WALL OR BOTTOM CHORD OF TRUSS WOOD SPECIES. U2 2011 61 2.THE END DISTANCE, EDGE DISTANCE; AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. NAILS DESIGNATED ARE (.131" DIAM. x 31 MINIMUM 4. FOR BEARINGS NOT NEARER THAN 3" TO THE END OF A MEMBER (CASE 2), THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.03 5, THE TABLE VALUE CAN BE DOUBLED FOR A 2-PLY TRUSS PROVIDED THAT THE LENGTH OF THE BLOCK IS 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 OF = 625 psi HF = 405 psi SPF = 425 psi NOTE: VALUES DO NOT INCLUDE MSR LUMBER WITH "E" VALUES GREATER THAN 1,900,000 PSI OR NON -DENSE GRADE LUMBER. ® NABdtiNc - Osr{/y ddsfgnpmnmefara me3.RF.6b NORFS OX S� BFiD lMS�JAI+A da'teSBEI�aI�7479 BZMAN U-S& I u a Greeenbaac Lane Design validuse Only for uonly vdih No10 connectors. This dedgn'sas bed only upon ParOrnelefs shon. wand isRdm lar on incrKidvol bug eoms ponenl. t lae ._ "" o!°tlesi - en4ersts+dlbbF.x:incorporairorro ttru�n Brge stfdwn 109 �Ph' gn�`.xrn+ �sri�csaPo�t11',P11aE�Sr6sg�@sign�•-.!io .... ..FI+ .,_age :_.._: � - - .- k`for lateral svppFiri of ItldrvSd�wtv✓eti'merrlbers onN• AddNionad tempaa,•4xadrrgto-MseiaeslohNpy durtr�j-constn�Fnror�isJ3tuesponc'bip9y d the - . - :... ...._— , CAM Heights. erector. AddrUonal pemwrlent bracklg of fhe overo6 skuciure k the resDons161lRy d the bvNding deilgtter..for gmnerol guidetice regording M1 r� fabricafion, quatdy eoirtrol, storage, delHety, ereeliop and bmetng. consult ANSI/R11 Qwdky talc sta, DSB-89 and BCSIt •uHdhrg Cetilpbnent 1� � Solely tldotmdlon ovgioble from lrus Plate Irsldule. SB3 fyOnotrio Drive. Modlson. WI 53719. : f l�l�: UPLIFT TOE -NAIL DETAIL NOTES: 1, TOE --NAILS SHALL BE AND SiARTFD 113 TH - - -- 2. THE END DISTANCE, AS TO AVOIn. UNUSu 3, ALLOWABLEVALUE OR TOP PLATE SPECI SIDE VIEW / NEAR NEAR SIDE MIUSAC - 24 DRIVEN AT AN ANG1. E OF 30 DEGREES WIT E LENGTH OF THE-NAIL.FROM THE MEMBER EDGE D{STANCE; AND SPACING OF NAILS-S AL SPLITTING OFTNE Wgpb. SHALL BE THE LESSER VALUE OF THE BOTi ES FOR MEMBERS -OF DIFFERENT SPECIES. TO] OF VIEWS SHOWN ARE FOR FAR SIDE ILLUSTRATION PURPOSES ONLY TOE -NAIL WITHDRAWAL VALUES PER NOS 2001 (1bfaail) DIApq, Sy? DF HF SPF SPF-S 131, W.5 46.1 31.6 2" 26A y35 .00.3 .47.5 32 8 3D.7 -9 16� , 72:3 57.0 39.1 36.8 2A.1 ri z .'I2f . 53.1 41.8 28 7. ' 27.0 t8.4 .131 54.3 42.8 29.3 2r.7 18.8 iq .148 61 A 48.3 33.2 31.3 21.3 (9 .120 45.9 38.2 - 23.4 15.9 O.128 49,0 3B.6 26.5 25.0 17.0 o .131 56.1 39.5 27-1 25.6 17.4 - .148- 58,6.. 44.6 30.6 28.9 19.6 H 111118/2004 IPAGE'i NliTek Industries, Ihr- Western Division THE MEMBER END A$ SHOWN. (ALL BE SUCH OM CHORD SPECIES END VIEW VALUES SHOWN ARE CAPAGITY PER TOE -NAIL APPUCABLEDURATION OF LOAD INCREASES MAYBE APPLIED. (3)-116 NAILS (.16r diam. X 3.5") WITH SPF SPECIES TOP PLATE For Wind DOL of 1.33: 3 (nails) X.36,0.(bhlail) X 1.33 (DOL for wind)=146.8Ib fviaximum Allowable Uplift Reaction Due To Wind For Wind DOI- of 1.ft 3 (nails) X 36.8 (Ibinali) X 1.60 (DOL for wind)=176.61b Maldmum Allowable Uplift Reaction Due To Wind If the. upiiff reaction specified on the Truss Design Drwft is more than 1g.8 Ibs (176.6 Ibs) another machahtcal uplift c6nnection must be used. USE TOE -NAILS ON 20 BE&RNG WALL USE (4) TOE -NAILS ON 2xB BEARING WALL Page # 10 " . b' .. drasrrefdrs ai,dlt$AD mm off 1Fffi9 AND nucz>�sD bat�rt]ta�sltLrdi�CSPACM iRL747s SSFoi{8 VGS. A Oedon vaW fm use,oidy avRh'NLiek eoruiectois. This desr8n:k b=pd only upon parameteis shown, oral k for do bfvtdu d bulding corsiporsenf. of ' pmoesrersiett and pioper kKofperallon d cosnponenf k rrspoy of buGdlnQ deti�ner- nol Lsus dedgner. &acing shown k et b etd ' of hrcA7ouo1 web nterimb®n onSy. Addllloswl iemparary kaoping to kssure.siot�t6ly zitrtbig eoPsln+cypn k Rte ie9lY d 1he ... - - �-ereatos nrg - dr.rhe a�.�ntclt>� r�b�a rrx b,�ng ae:>g�r Far germs s�r><e reed -- �..,.,.,.,.�,....,,.;n�;.,-,.,t.,,��,•�,a:.N:e�na„�sodr�..o�v�"�-,�+r+slt��'ur�rx�CiUsr]o.RSll.-�4wicT$rrSSt1¢+ibdln�•Compon�nt-.-R,._..- JUL 2 8 2011 ck H 111118/2004 IPAGE'i NliTek Industries, Ihr- Western Division THE MEMBER END A$ SHOWN. (ALL BE SUCH OM CHORD SPECIES END VIEW VALUES SHOWN ARE CAPAGITY PER TOE -NAIL APPUCABLEDURATION OF LOAD INCREASES MAYBE APPLIED. (3)-116 NAILS (.16r diam. X 3.5") WITH SPF SPECIES TOP PLATE For Wind DOL of 1.33: 3 (nails) X.36,0.(bhlail) X 1.33 (DOL for wind)=146.8Ib fviaximum Allowable Uplift Reaction Due To Wind For Wind DOI- of 1.ft 3 (nails) X 36.8 (Ibinali) X 1.60 (DOL for wind)=176.61b Maldmum Allowable Uplift Reaction Due To Wind If the. upiiff reaction specified on the Truss Design Drwft is more than 1g.8 Ibs (176.6 Ibs) another machahtcal uplift c6nnection must be used. USE TOE -NAILS ON 20 BE&RNG WALL USE (4) TOE -NAILS ON 2xB BEARING WALL Page # 10 " . b' .. drasrrefdrs ai,dlt$AD mm off 1Fffi9 AND nucz>�sD bat�rt]ta�sltLrdi�CSPACM iRL747s SSFoi{8 VGS. A Oedon vaW fm use,oidy avRh'NLiek eoruiectois. This desr8n:k b=pd only upon parameteis shown, oral k for do bfvtdu d bulding corsiporsenf. of ' pmoesrersiett and pioper kKofperallon d cosnponenf k rrspoy of buGdlnQ deti�ner- nol Lsus dedgner. &acing shown k et b etd ' of hrcA7ouo1 web nterimb®n onSy. Addllloswl iemparary kaoping to kssure.siot�t6ly zitrtbig eoPsln+cypn k Rte ie9lY d 1he ... - - �-ereatos nrg - dr.rhe a�.�ntclt>� r�b�a rrx b,�ng ae:>g�r Far germs s�r><e reed -- �..,.,.,.,.�,....,,.;n�;.,-,.,t.,,��,•�,a:.N:e�na„�sodr�..o�v�"�-,�+r+slt��'ur�rx�CiUsr]o.RSll.-�4wicT$rrSSt1¢+ibdln�•Compon�nt-.-R,._..- JUL 2 8 2011 ck SQUARE CUT i SIDE VIEW SIDE VIEW (2x4, 2x6) (2x3} 3 NAILS 2 NAILS NEAR SIDEVF NEAR SIDE - ]NEAR SIDE NEAR SIDE - t FAR SIDE 45 DEGREE ANGLE BEVEL CUT LATE•RALTOE-NAIL ®E. TAIL MIUSAC - 25 11118=04 PAGE 1 MITek Industries, Inc. Q NOTES: 1Nestein 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) DWA, SYP DF HF SPF SPF-S 131 88.1 80.6 89.9 68.4 59.7 o .135 93.5 86.6 74.2 72.6 63A J ui .162 118.3 1 W.3 9$.9 91.9 W.2 of .128 84.1 78.9 66.7 65.3 57.D Z z .131 88.1 80.6 69.9 68.4 59.7 N .148 1D6.6 97.6 84.7 82.8 72.3 ai 0 .120 73.9 67.6 58.7 57.4 60.1 O .128 84.1 76.9 66.7 65.3 57.0 1 0 131 88,1 80.6 69.9 66.4 1 59.7 t' .148 106.6 97.6 84.7 82.8 1 72.3 VALUES'SHOWN ARE CAPACITY PER T0E-NAIL APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED, EXAMPLE: (3) -16d-NAILS (.162" dam. x 3.5") WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (lb/nail) X 1.15 (DOL) = 317.0 lb Maximum Capacity JUL 2 8 2011 WARM=• ;F-Y t d-lon parameters and READ lJOM OM== "M ft=VDW AV= REF6RMM pAOE W74" Sw= V= bn valid forum or& with Wei: conneefm This desian is based only upon poromefets shwm, and Is bran in&AIval "*m compose SIDE VIEW (2x3, 2x4) 2 NAILS NEAR SIDE A----I NEAR SIDE 45.00" SIDE VIEW j 1 3 NAILS NEAR SIDE NEARSIDE NEAR SIDE Page # 11 r _ - T _ _.. erecfa ArJdi oswl permanent broeing of fhe overa sfivafine ¢ the retporsslb8iy o1 the ne des goer. Pr genemt9Ndance iegordng tobrleal'rors, quolNy control sloroge. daGrery enxr.n ossd bmdn9, oo ew l wiru osrasty erfterta, DSs-69 and scan susdln9 component sotety Ndom+ason a,=MbL1e Gotn Trvss Plole kutiiule. 583 dOstoN�o Drive, tAodaost WI53719. CA, MARCH 12, 2009 � 00 o0 �a MiTek Industries, Inc. WEB BRACING RECOMMENDATIONS ST-WEBBRACE NLTek Industries, Chesterfield, MO Page 1 of 1 MAXIMUM TRUSS WEB FORCE Obs.) (See note 7) BRACE BAY SIZE 24"O.C. 48"O.C. 72" O.C. BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE A 1 B C I D A B C D C D 1' 0-0 1670 1886 1888 2829 y F '1� Sat luny-"L;ii 1L �-'1. 4. «�. 12 0 1342 1572 1572 2358 ram$, 3143 3143 4715 4715 7074 1150 7347 1347 2021 "'; ay �i�1�f.. :, i.i.,�--• ;�: •�'ah._•:hr r',:' •'•-`+' r; •k `.'S �.. .��i'i�..,�', ^sy, 15-0' 1006 1179 1178 1768 t�;;+a-< 3536 r,;�u 1. 2358 2358 Z +t"' k' s• : }'• :L+y �I ='' " t E *3143 ^4715 18'-0' 894 1048 1048 1572! rtti ? ate.,;+ Pn P? �;y T� 1866' 1888 2828 ;. r' 21Y -0' 805 843 843 1414 t!_<� „ .Bay size shall be measured in between the centers of pairs of diagonals. GENERALNOTES TYPE BRACING MATERIALS 1. DIAGONAL SRACNG S RBOUI i6DTO TRANSFER THECUMULATNELATERAL BRACE FORCE NRITHE ROOFAN" CELING DIAPHRAGM. THE DIAPHRAGM kST0 BE DESIGNED BYA OUALFIED PROFESSIONAL - 1X4 IND.45SYP 2. THESE CALCULATIOHSARESASED ON LATERAL BRACE CAFRRYNG 2% OFTHEWEB FORCE. A - -0141 3. DIAGONAL BRACING MATERNLMUST BE SAME SIZE ANDGRADE OR BETTER, AS THELATERALBRACE 1 X 4 A2 6% (DF, HF, SPF) MATSUM, AND SHALL BE PETALLED N SUM4 AMA84ER THAT IT NTEHSacTS WEB MEMBERS ATAPPROX. 45 DEGREESAND S MLLBE NAILED AT EACH EMAND EACH NTMMDtATETRUSS WITH 24d (0.131'I2.ST FAR U4 BRACES, 2.10d (0.131'131 FOR W 4n020 BRACES, AND 3.10d(0.1M-4" X FOR ZO BRACES. 4. 00104EOTLATERAL MACE To EACHTMM WITH 24d(0,13172251 NAILS FOR 1%4 LATERAL BRACES 2-10d (0.131'Yly NAILS FOR 2B and 20 LATERAL BRACES, AND 340d(0.131.41 FOR'A6 LATERALBRACM. B 2 X 3 $13, STD, DONST (SPF, DF, HF, OR SYP) 5,LATERAL BRACESHOULD BE COW NUOUS AND SHOULD OVERLAP AT LEASTONETRUSS SPACE FOR CMIT NUITY. 6. FOR A000111 .L4UIDANCEREMARONG DEStM AND NSTALLATIONOFBRACNG,OoNSULT C 2X443, STD, CONST(SPF, DF, HF, OR SYP) GU�TOGOODPRACICCE FORIN�NDLLINGAL G,, NSFATE LLM a BRACING OFMETAALL. PLATE �aNECTED WOOD TRUSSES,JOWLY PRODUCED BY WOOD TRUSS COU14C0. OF AMERICA and TRUSS KATE NSTTIUTE. e+wv,�endu6ytgR aMasvw.iXO,¢tag D 2 X e R3 oR BETTER (SPF, DF, HF OR sYP) r. REFERTO SPBCIMTRLSS D7D.TGT•I DRAWING FOR WEB MEMBER IORCE a. TABULATED VALUESARE BASED ON A DOLL-1,15 FOR STABILIZERS: FOR ASPAONG OF 24'DA. ONLY atITEK4STABLM-TRUSSBRADNG SYSTEMS CANSE "STRUTED RTYPEA&CAIRDD BR4^vN3MLITERIAL. DMGORA7. BRAFNGFORBTABa[mRs AREIDBEPROV![%DAT BAY517F 04DICAIFDABOVE. WH{aff DWPHRAC74 B1LApNGSP,E000RED APSNRdLOE L�� TU)TUGSti:CAMPRWUGTSPECFMATINR. MEWERS This intonation is provided as a recommendation to assist in the reWirement for permanent bracing of the Individual truss web members. Additional bracing may still be required for the stability of the overall roof system The method shown here is just one method that can be used to provide stability against web buckling. CONTINUOUS LATERAL RESTRAINT 2.10d NAILS (SEE NOTE 4) Pa a#I2 T-BRACE AND L-BRACE Nailing Vattern L-Bi•�sce size . Plait Size NaH Spacing 1x4 or 8 10d (0.148X31 81 ox. 2x4, 6; or 8 1 6d(G.162XI 1/2" 80 D.C. Note: Nail along entire length of L-Brace orT-Brace (On TWO -Piles Pfau to. Both Piles) wet Nails SPACING ,A t _A . MII18AC - 23 8/27/2004 PAGE 1 • NliTett tndttstrles, Inc, Westam Alvlslan L-Brace at- T-Brace Size far One -Ply Truss Speolfled Continuous Kows.Df Lateral Bracing Web Size } 1 2 2x3 or 2x4 1 x4 2A 2x6 1XB 2x6 2x8 2x8 �** DIRECT SUBSTITU•nON NOT APUCA$LE. Sedon Dotal Nails Nais Web Web L—Brace T-Brace { L-BRACE orT-BRACE JUL 2 8 2011 T-Braos orl-Greco Size for Two -Ply Truss Speciflsd COrMnUDUS Rows of Lateral Br6drig Web Size 1 '2x3 or2x4 2x4 2x4 2x6 2x6 2>E6 20 2XB . 2>GS Malls Web I -Brace Nails/Se., 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 Welk Ind, Inc. Pa • e # 13 { Quad M0191 s, M M11 i` 412612OD4 PAGE I Or 2] VALLEY TRUSS . DETAIL MRISAC - 19 UVELOAD = 60 PSF {-MAX} mfTek lftdimtrlesj� Inc. Wdstarb Dhftlon DEAD WAD =1 6 PSF MM 4ii: I 6p.6 tNC 1.15 '0ABLEBNo, COMMONTRUSS H WIND SPEED, 3 SECOND GUST NOTE: VAL:LEY STUD SPACING NOT ..OR GIRDER TRUSS TO EXCEED 48" O.C. SPACING ----------------- -- ---- BASE TRUSSES VALLEY TRUSS TYPICAL TYPICAL (24- O.C. (24'0,C.) —Lj-- L VALLEY TRUSS TYPICAL GABLE ENO, COMMON TRUSS s (24"0,C, i OR GIRDER TRUSS 13 BEVEL VALLEY TRUSS TOE - NAIL. VALLEY TO 13A$E TRQSS W1 c2 1(.131"X&O" MIN) TOE NAILS DETAILA I (BASE "fkUSSES SHEATHED) T&E 44AIL VALLEY TO EASE i-RWS W1 (:2:) (Afts.OPMIN) TOE NAILS. � 4 I I io ATTACH 2x6 CONTINOUS N0.2'SPF TO THE FACE OF n (.131"X3.0v MIN) NAI TRUSS BELOW VALLEY TRUSS RE 'MON DETAIL (GA�LMtR THAN 3112 PITCH) ATTACH SEVrz-�-?A400NTINOLIS W02 SPF Td tlig-ACE 6F THE ROOF MIN) NAILSINTO ' 0 (" EACH Tl2u# -6 a-qw eQ A T U.TAP-1-Y4LEYTO. B8EM9 N4-W/ (2 (NA;I;iLS MIN) To OE i DETAIL ET-�%IL C TOE - NAIL VALLEY TO (GAFKrmll �t THAN 3/12 PITCH BASE TRUSS Wl T B .S ITC LP-98 TFM dl 2 PiTdH) (.131"Alff' MIN) TOE NAILS irooms NOTES: JUL 2 8 ?pml�x 1. SPAN.OF VA= TRUSS- SHALL BE LIMITED TO 39 AND PITCH BETWEEN 2=6111' 2. PR6vIDE LATERAL SUPPM FOR TOP CHORD OFBASETRUSS WITH S.10THING ( BY OTHERS) 3. ' MAX WEB LENGTH W-4THQ'VT BRACE (6'-31 WITH BRACE (17-61 4. IF TOP CHORD LATERAL BRACING REQUIRED IS LESS THAN SPAGINQ OF VALLEY fRO95ES (24"O.C.) THAN ADDITIONAL. 2X4 OXCING IS REQUIRED. S. LATERAL BRACING SHALL BE NAILED W/MIN 2 1 Dd RAILS. I sune 169 I mm Hoots, ck VALLEY TRUSS DETAIL_ M-11/'SAC - 19 4/28/2004 PAGE 2 OF 2 BEVEL VALLEY TRUSS ITOE - NAIL VALLEY TO BASE TRUSS Wl (2) 16d TOE NAILS DETAIL D (NO SHEATHING) BEVEL VALLEY TRUSS .r SECURE VALLEY TRUSS k�' � W/ USP RT7 OR EQUIVALENT DETAIL E (NO SHEATHING) swig 1IiK I"QL;bxx Z, 117E Western Dhiision NOTES: FOR CONNECTION OF VALLEY TRUSSES TO BASE TRUSS USING DETAIL D OR DETAIL E. 1. SPACING OF LATERAL BRACING REQUIRED ON TOP CHORD OF BASETRUSS SHALL BE LARGER THAN THE SPACING'OrVALLEY TRUSSES (24" O-.C. MAX) OTHERWISE, ADDITIONAL BRACING SHALL BE PROVIDED FOR TOP CHORD OF SASE TRUSS. 2. LATERAL FORCE SYSTEM SHALL BE CHECKED BY PROJECT ENGINEER TO VERIFY THE PROPER TRANSFER OF All THE VERTICAL AND LATERAL FORCE. Page # 1 e JUL 2 8 2011 -ra c NgTEs ax t�.utiti a�Drir� rm�sxsrr,+.oa � zara s�sDiee ties. mr ewes • � tans rtlb demon b bwed ono' aPl parr *fe- shown. and b for on bicimod t of nlponent. s�Fldghfs G4 9b6t' hcapa'eAnoi<r,Art rllsM caspaes.^='.oE-bz�ilnBtfe�BnGcr..uat-lnrsides?.ems->t.&acingshoMvs,s.w_._..._ ..,.�z oril�. AddlldmZfertsp acP'Madng Foiriiure s16bti9It3ji qi§'r tatrixi'1onEllieibsportdbw of R+e - --_...•. - -._ =e... ..:.._ iv-Ibpsblxiwehiherespal theb1IDdn8desl9nWFor9eneid re9wding ectlorl and bnsin9, ootu+i9 7 QvoAiy Ci1t-dq Ds -ev vied sm at"no Component lf-Ie, igi Cbro4lo odve. ModrsoR Wl M714. , PURLIN GABLE- DETAIL M111SAC m 12 7/1512005 PAGE S OF a THE PURUN GABLE TO v� BE LAID ON TOP OF THE HIP TRUSSES AND Glp ATTACHED WHERE IT HAS JQ�`� \ CONTACT WITH THE Q TRUSSES BELOW. SEE DETAIL #2 SEE DETAIL # JACKS SEE SHEEP' 2 OF 2 FOR ALL DETAILS M144M llmuY "M4," Westem Division STUD SPACING ON PU.RUN GABLE TO BE LESS THAN OR EQUAL TO'THE HEGIDER 0 HPYRtSSCINGONTR x-w sx� 30 3X5 ALL PLATES TO BE 2XA UNLESS OTHERWISE NOTED TYPICAL TURLIN GABLE" REFER 1 0 ENGINEERED TRUSS DRAWING FOR EACH INDIVIDUAL TRUSS SEE DETAIL #3 co k- Z O O v oi I_ u- Page # 16 0 0-- �er�/jr de+tyap�mmateTs m�dJPSdA Noffi.46A�''R9IISM}D IIJCLVDtp I@2EK��+R'S: t"' P6Ci$•1ffi�74T8 S8Pt7ftE LSS (w osa on{ywi#t� hRfel: rnnn9ekars. jMi design k bamdorty upon prnamelers d»m�waid k for an ku�nAdual buAdln9 eoartpone Sift 909 - . - Cim fthts, M 9591 n 0 PURLIN GABLE DETAIL M111SAG > 12 7/1512005 PAGE 2 OF 4 MITek industries, Inc. Western Division I8d SWKER OR 16d BOX O.C. SP DING BY OTHERS THE.TOP ORTHE HIP GIRDER TRUSS AT T}dE BASE OF THE PURLIN Eh IS DROPPED LESS T I, - ALL THE OTHER HIP TRUSSES. THES OTTOM EDGE OF THE PURLIN GABLE ALIGNS WITH THE.LEFT FACE OF THIS TRUSS Qc,P AND BEARS ON TOP. 16d NAILS 6" O.C. -, ATTACH 2x LEDGER TO FLAT TOP CHORD WITH 2 RO SED 9" O.WS PACC. OF 10d NAILS (.131" DiAM, x 3') 61RDER �v DETAIL #2 'PURLIN GABLE LOWER TDRUSS OF R ON TOP CHORD DETAIL #4 AIL #1 APEX — Z O 2 U N K LL DETAIL #3 IMPORTANT MOTE: ALL CONNECTION NAILING SHALL NOT SPLIT ANY LUMSER as=iNAW Page # 1 33 EV. 3-3I-1 JUL 2 8 2011 wmc° B cry essa 0 PURO.N. GABLE DETAIL. Mills AC m 12 7115l2005 PAGE 3 of 4 JA Bl PURLIN 8" MIN IVll Industries, Inc. 1Nesiem DIvisfon PURLIN GABLE =R OR 4 6d BOX ZING BY OTHERS 10d SINKER OR 16d BOX O.C. SPACING BY OTHERS - HIP SET TRUSS Grmmbnt U,s: �'oa cs, ese1 - PURL IN GABLE DETAIL. miusAC - 12 7/15/2005 PAGE 4 OF 4 IUI!`Cek:lndustries, Inc. Wesfetn Divislcn ?6d SINKER OR 4Sd BOX. TYPICAL. ® L RIDGE BLOCKING PURUN GAB% FIRST COMMON 2X BLOCKIN W/•CONNECTIONS W/FRAMING CONNECTORS LAST HI BY OTHERS 2-0-0 MAX ®E A1L #3 SUPPL. TIGHTLY SET JOINT 12 I PURLIN GAB I-_ ----- ----- . - HIP SET TRU S DE�AIL SUPPL. ROOF SHEATHING AND DIAPHRAGM O-O- 2 NAILING BY OTHER9N, *AWixo• dui aaloa nw•meetvft milAUa sorSS axrwse.am ROOF SHEATHING BY OTHERS HIP SET TRUSS PULIN GABLE HIP DETAIL #4A Page # 19 JUL 2 8 2011 ndtz�sb CSSFSRfiNCE PAC1S ma749b 86FQ8jr V8B 7T77 G`ieenEabk lane . , � n mmfnel.Ms Aw-w&.aW b.tar an lnd cbmi bu➢dna =wi6mmM. Si�hus e is Cl� ffi61U , , , STANDARD GABLE EN® DETAIL MIIISAC - 20 4r27r2DD4 PAGE 1 OF 2 i*DIAGONAL OR L -BRACING REFER TO TABLE BELOW SEE PAGE 212 FOR —ALTERNATE BRACING DETAIL — 1 X4 OR 2.X3 (TYP) VARIES TO COM. 12 TRUSS CONT I rff--VERTICAL STUD TYPICAL 2x4 L -BRACE NAILED TO 2x4 VERTICALS Wled NAILS I [: a SPACED AT B" O.C. LOAOIhOpifi SPM40 240 0 TCLL 50.0 Plates Increase 1.15 TCDL 10.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES SCDL 10.0 Code IBCfIRC TOP CHORD 2 X 4 DFUSPF/HF - No.2 BOT CHORD 2 X 4 DFUSPF/HF - STUD/STD OTHERS 2 X 4 DFL/SPF/HF - STUD/STD rvn i ex Inoustnes, inc. Western Division SHEATHING (BY OTHERS 24' O.C. 3112 11 1/2" 2X4 LATERAL.BRAC�ING NOTCH AT AS REQUIRED PER TABLE BELOW W O.C. (MIN.) TOP CHORD NOTCH DETAIL 3x5 = END / WALL IGID CEILING MATERIAL - D�TAIL A LATERAL BRACING NAILING SCHEDULE VERT. HEIGHT # OF NAILS�AT-END UP TO 7'-011 2 OVER 8'-6" 4 - 'i 6d MAXIMUM VERTICAL STUD HEIGHT SPACING OF VERTICALS WITHOUT BRACE WITH LATERAL BRACE WITH L- PRASJ 12 INCH O.C. 6-74 - -0 1 -0-0 16 INCH 24 INCH O.C. _ - C(34G433 QCP. 3-31-13 CPVI1. OFe.�I NOTES 1) VERT. STUDS HAVE BEEN CHECKED FOR B5 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 B'-fi". TOP CHORD NOTCHING NOTES 1)THE GABLE MUST BE FULLY SHEATHED WIRIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24r O.C. ATTACK SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH tOD NAILS SPACED AT e" O.C. IF STUDS ARE SPACED AT 24" O.C. AND FACE OF TRUSS IS NOT FILLY SHEATHED, 2) NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. 3) LtJ�ER MUST MEET OR EXCEED VISUAL GRADE92 LUMBER AFTER NOTCHING Pa e # 20 4) NO NOTCHING IS PERMITTED WITHIN 2XTHE OVERHANG LENGTH. Continued on page 2 ® WARAQN6. 9mjjp Bcslgn parareeetars nrr4 READ Nb'�£8ON?!7[e AND OJbLCOliD Iffi2£K$EiERB!lCS PAriET4r88EPOf7E', rJ"«8. 7777 Graenbads Ls Desgn val d lac use a*vAlh Meet connectom t dedp h based a* upon pwamelen shown. asd h for on Mdrv�ual bdit camporwd, titAte 7De A aab* or ded8n pawrerisenl en and properkcarporollon of cgnV arml h retpondbtRy of buldlna desWw - not Inca dedp r. Draft shown � H ,S• �' 61or Igterol ws�pppao�fI of 4rdlNdual web nemben ordy. hdd)tfonol lenrpoior'y hrgcin8 to lnswe dabl�y dwine wnslrucibn S bhe reryondbflify oI the -••",.. "eieeler Addffh�noM -oitheo�ac9drua .. ftFgener .��.s1�w[w�m� w�sJ.uL,� ..as.,...w-._,;,,..,—�.. �..-.. ._-._.._._ w__ �..�N.s....�..u.Nart�e-.,s,e.--c��-,�....r-J.i.--,.:..•.aese.,P[�Tann,.vr.sr-.wtn:.'n�m=:t•:�.�ew o-.r:.=�.e �-w..s..Y:,._��`_-`_`f .�. a..:... .....� JUL 2 8 2011 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} -� \ 2X4 BLOCK SIMPSON A34 OR EQUIVALENT LEDGER---� 2X4 No. 2 OR BTR GABLE END, 6`--3" MAX TO 13EARING WALL �2X4 S D OR BTR SPACED @ 5-0" O.C. SHALL E PROVIDED AT EACH END OF BRACR EXCEPT FOR BRACE EXTENDED STRONGBACK INTO E CHORDS & CONNECTED TO 2X4 No. 2 OR BTR CHOP S Wl 4-10d NAILS. MAX NGTH = T-0" STANDARD TRUSSES SPACED @ 24" O.C. A-LTJERNA17E ERAC.ING DETAIL NOTES 1)2X4 NO.2 OR BTR. FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH 1OD NAILS @ 6" O.C. 2)2X4 LEDGERNAILED 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 = 9'-6", UNLESS OTHERWISE SPECIFIED BY PROJECT ENG. OR QUALIFIED BUILDING DESIGNER. 2. MAXIMUM PANEL LENGTH ON TOP AND BOT. CHORDS = 7'-0" 3. THE HORIZONTAL TIE MEMBER AT THE VENT OPENING SHALL BE BRACED Qa 4'-0" O.C. MAX. 4. PLEASE CONTACT TRUSS ENGINEER IF THERE ARE ANY QUESTIONS. Page # 21 gsr�]g'.dcstynpmmnelers stndkuh N07T8 ONVUS AND usa oesy WRh MRe! s:on"ealprr. ibis dedgn b bared o* sspe .,. _F-. •.,,,,- 'etact `:`k� sty owsne.arenauaiu .. 'iafish':olloss, 9b�Y`caisGoL`sfcraper�e�vety. eseeiksn a't s.s..s. s.ds.enesen nua�Ma hnm butt Plole Irsslputa 565 AIWORS D.46, H*hts. CA. 11 /1 8120d4 RE t A-MISS1 N STU P. ON A. GABLE TRUSS Milt -SAC - 27 PAGE 1 Mrrgk In We�;tnii =on I THO IPA $PECIFIC REPAIR. DETAIL TO' BE USED OK'Y rOR� rrg ORIGINAL IKr14N13 ONJH �LYTHAT tVF, RPW N114'P- PORnON _I" d9b. THE 8-0 M. SHAd-L B,� F9 PIPS E:T TO f.R REPAIRS T .U. THE R -Rr&Y'APPWE;, OE cAPABLble.,kUP1'ORTING E jo...T.-POR 00.001L. ONS Pa Pp�;In -FORE MN 2 ALL. . .D 0MIRING APPLIQ.0ON OF WIAIR. T 'AbI SPACANG Of NAIL-515kVkLLtsL TA 3. TKU106 ST 46W , , t- nFF of 0 SU' H AS.' X0.2 00, N OF 4.WHM , Nr .SE OF A BACKUP'WEV IS RECOMMENDED ENDED T? 0 At TliEjol OPSPLIC 5. THIS REPAIR IS 7b EE U9 15 FOR SINGLE PLY TRUSSES IN THE 2X- ORIENTATION ONLY. REPLACE MisswovvrEB wrM A NEW MEMBER OF THE SAME ATTACH 8"X ir X W16'03,.B. OR PLYWOOD-(APA RATED SHEATHING 24116 EKPbSVRE 1) (MIN) To THE u4siDt- FACE OF TRUSS %�trm-.;F[VE 6.0 RAILS(.1 13- X 20) INTO EACH MEMBER (T51-AL'1'0 NAILS PER GOSSEr) THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED WITH (MIN) 71164 6.s.6 C)RpLmoom SEE miTEK'sTANDARD GABLE ENDDETAILS 'FOR WIND BRACING REQUIREMENTS. TRUSS Oft[TERIA LOADINP;4DAG-0-1-0 (MAX) LO .AD OUR 'ATION FACTOR: 1.15 5FA ..Q!N; :24 O.q.(MAX) TOP WOO: 4 4 OR 2X 6 (NO 2 MIN) PITCH -. 3112',12112 BEARING : Cb MN UOU$ MWSPACING :24"O.b. (MAX) REFER TO INDPADUAL TRUSS DESIGN If FOR PLATE SIMS AND LUMBER OwEs IPage # 22] COMMON JUL 2 8 2011 in Giw1si&L5ha1 - 7-1--.4--.,;- 4' REPAIR A BROKEN STUD ON A GABLE TRUSS M111SAC - 28 11118/20D4 PAGE 1 • . �gy� UIlesietn Divls{on 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 VERIFYThIAT N.O FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRSAAE PROPERLY APPLIED, THE TRUSS W ILL SE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACEDURING APPLICATION OF REPAIR. 3. THE END DISTANCE; EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPURTING OF THE WOOD. 4. WHEN NAILING SCABS OR GUSSETS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO -AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. SCAB LUMBER SHOULD BE OF THE SAME SIZE, GRADE, AND SPECIES AS THE ORIGINAL ATTACH 2X 4X FULL HEIGHT SCAB TO THE INSIDE FACE OF TRUSS WITH TWO ROWS OF 1 Dd NAILS (.120" MIN X 3") SPACED 6" O.C. AND A CLUSTER OF THREE NAILS INTO THE TOP AND BOTTOM CHORDS THE OUTSIDE FACE OF THE I E MUST7/16. O.S.13 OR PLYWOOD. SEE MREK STANDARD GABLE END DETAILS SHEATHED WEND BRACI�NG)REQUIREMENTS. 24" MAX COMMON TRUSS CRITERIA LOADING: 400 0-0-10 (MAX) FACTOR :1.15 5`' C DURATION SPACING: 24" TOP CHORD: 2X 4 OR 2X 6 (NO 2 MIN) PITCH :.3/12 -12112 BEARING: CONTINUOUS trQQ STUD SPACING 24" O.C. (MAX) EXP. 3-31- 3 � PLATE SIZES AND LUMBER GRADES ' C [R�EFEER TO INDIVIDUAL TRUSS DESIGN �� OF JUL 2.8 2011 e ® Wd.RJYfNG•Y"rU¢dealSn Pnr'm�°!'� mrd=D NOR'ES DN TRf6 AND IIi16RDED AaSER &EPS&9hR:$PA4EJ ,7`4P$.8EFDR8 DS&. valid fa use otJ/ vAlh lAifet connedotc lti�s design k based only upon parameters shown tx,d h for an tndMdura MtHdlnp eDmR+onaM• _....__.�_y__�_�.�_a.........,.:.....,,.,...w,..,d...,.,,., nt tc` of bu9dlnadestoner- no)z deslBner.&acfigshown TiP oiaenbadctsna 50(IE iDB cmm E�hts m 8581 REPAIR TO REMOVE CENTER MIUSAG e 28 11/18/2004 PAGE 1 ST Q .t A GABLE TRUS'S _ NIIITn41..A,MAea tnr Westem Division 1. THIS IS A SPECIFIC REPAIR DEfAtI. TO BE USED ONLY FOR ITS ORIGINAL INTENTION; THIS REPAIR DOES NOT NPLYTHATTHE REMAINING PORTION OF T14E T14USS ES UNDAMAGED, THE ENTIRE TRUSS SHALL BE INSPECTEI].TO VERIFY -THAT NO FURTHER REPAIRS ARE REQUJRED. 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 SUDH AS TO AVOID SPCI'fTING OF THE WOOD. 4. LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. S. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. 6. CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. * MAXIMUM STUD SPACING = ZR'O-C- LUMBERTO BE CUT CLEANLY AND ACCURATELY, NO PLATES ARE TQ BE DISTURBED. NO REPAIR NEEDED. THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/ SEE MITEK STANDARD GABLE END DETAILS OR WIND BIkAC NG REQUIREMENTS. OOD EQUREMENTS.00D IMPORTANT This repair to be used only with trusses (spans less than 50) spaced 241 o.a maximum; having pliches between 3112 and 12112, total top Chord loads less than 50 psf and maximum wind speeds of 1DO mph. Trusses not fitting these criteria should be examined Individually. TRUSS CRITERIA LOADING: 40-10-040 (MA)) DURATION FACTOR, 1,15 SPACING: 24r MAXIMUM TOP CHORD: 2X 4 OR 2X 6 (NO 2 MIN) PITCH: 3112 -12112 BEARING: CONTINUOUS STUD SPACING :24° O.C. (MAX) [REFER PLATE SIZES AND LUMBER G USS IRADES Page GN Z verlfg r andxseaaortaaHT=AnmVXLMsa>=[8e tr:8PA(iID= 4" ,�.;�e,.Vuh AAtek eonnaerws7FSs drsign h bme� vnty �P� P ahov+rt, and � Tot an 1ndNduai bu@ 24" MAX COMMON JUL 2 8 2011 OR= Haw". CA, and REPAik Tfl NOTCH 2X6 TOP MIUSAC - 30 11/18/20D4 PAGE 1 Ci-40. D �7N A GABLE TRUSS � ® UVestern Dlvislan 1. THIS IS A SPECIFIC•REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTIINTIQN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF'11HE TRUSS IS UNDAMAGED, THE ENTIRE TR.WSS SHALL BE INSPECTED TO VERIFY THAT NO' FURTHER REPAIRS.ARE REQUIRBD. WHEN THE REQUIRED E EPpIR5 ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE.LOADS INDlCATEb.' 2-A". BERS. MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. t)HiE'FJJD DISTANCE, EDGE DISTANCE, AND SPACING.OF NAILS SHALL BE SUCH AS TO AVOID SPLITnNG.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 1121 NOTCH IN TOP CHORD 24" O.C. AS SHOWN LUMBER TO BE CUT CLEANLY AND ACCURATELY, NO PLATES ARE TO BE DISTURBED, NO REPAIR NEEDED. �o F- r- � ft c� *MAXIMUM STUD SPACING = 24" O.C. 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. IMPORTANT This reoir to be used only with trusses (spans less than 5V) spaced 24" o.c. maximum, having pitches beiween 3112 acid 12412, total top chord loads Iess than 50 psf and maximum wind speeds of 100 mph. Trusses not ftiing'these ciit da should be examined individually, TRUSS CRITERIA LOADING :40-1¢0-10 (MA)O DURATION FACTOR :1.15 SPACING: 24" MAXIMUM TOP CHORD: ZX 6 (NO 2 MIN) PITCH: 3/12 -12M2 BEARING : CONTINUOUS STUD SPACING 24" O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Pa e # 25 " a . v"rljg deeitgnpnrmhelm en6RS6b riot as im AM' a 9Wrc J2SF£llrtJCSraoa 1�74ia AEFbPa D we only "wh M6iet edsxs. Thk 4e31pn h based % r* upon paametsss dwwn, and, Is ror an In"tod bO tg comp design 'rim dm and Popov qP lbn of eompdnenr k respo sMly ar buWhg +or - net Ines dew. 9ros .....s ..r s, �3,� eniv. addli6nd lemmmry bmdna to hwm dobt6ty dv�ing =mkL= bn*I1 the Yecpondb 12" MAX 24" MAX GA L% ^76,4f { COP 583 REPAIR. TO. NOTCH 2X4 TOP !If#tIfSAG - 31 11118Z2004 PAGE 1 CHORD ON A GABLE TRUSS MiTek IndusNies, Inc. I. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL Western Dlvision INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. T}iE 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, *MAXIMUM STUD SPACING = 24' O.C. NO PLATES ARE TO BE DISTURBED. APPLY 20 NO.2 SCAB TO ONE FACE OF TOP CHORD OF TRUSS WITH CONSTRUCTION QUALITY ADHESIVE AND 1 ROW OF 10d 13' X 0.131') NAILS SPACED 6' O.C. THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W1(MIN) 7116" O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. IMPORTANT This repair to be used only with trusses (spans less than 50') spaced 24" o.c, maximum, having pitches between 3112 and 12112, total top chord toads less than 50 psf and maximum wind speeds of 100 mph. Trusses not fitting these criteria should be examined individually. TRUSS CRITERIA LOADING: 40-10-0-10 (MAX) DURATION FACTOR :1.15 SPACING: 24" MAXIMUM �� S• T TOP CHORD: 2X 4 (NO 2 MIN) PITCH: 3112 -12112 BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) COW3 EXP. 3-31-13 REFER TO INDIVIDUAL TRUSS DESIGN. cam. Wp- FOR PLATE SIZES AND LUMBER GRADES • Page # 261 JUL 2 S 201' WARMN i • VOTI g &AfjMP=rm C&= W:dl=D M"M DW TM MM DVCLODm btII= p.ds....a. =PAW = ZIU747V SUMM M& I TM f3Mkd9& I an! gn w6d for uie anV with Mttek cvnnecrecs Thk dedgn h timed ony upon panmglets drown and b Far.an quflvldual bNid>ne conparnnl. ptee , Rka�k�otded� oromeM�sandpn�erMeorpamibnoiwmpcnenlicrecpcaul� of dedgneQ-rwlhumd H4Wr. ^^�I� pp , Y esl9ne�. BmdnB ehawn . pp�$t.afinci�.'r :d�• ,.q.q.. cniYrAc'e111eadierr.;, 's�_eb�101y�)ngears',�ueliorslslhen�aan�xfBNy:oS:lhe-,.�aw� - - iar: Addl rwl permanent lxadn0weioVstiiiciure k Ihe'raspo od fhB designer":'Fagani�rcl gukfoti� ie0atdfig _ .-_ ... . _.. ieallon QUOfliY eon11o6 claoaAe. daBvay, erecrlon and hioehig, cotsidl AN 1 Guo➢iv Ctif"84 DSB�B4 eetd BCbt1 BrBidlrltl Cntnponeni STANDARD REPAIR DETAIL 25% M111SAC - 21A 5i3i2004 PAGE 1 CA46433 W. 3-31-13 MiTek Industries, Inc. Western Division OTAL NUMBER O MAXIMUM FORCE (Ibs) 25% LOAD DURATION NAILS- EACH SIDE OF BREAK e X SYP DF SPF I INCHES HF . 2x4 2x6 2x4 24 } I 2x4 26 2x4 2X6 14 21 24" 2240 3360 20653097 1750 2625 I 78I 15 2677 27 4320 2655 3982 225 318 2295 i 3442 22 33 W. 3520 5280 3245 4867 2750 1 4125 2805 I 4207 I 26 39 42 4160 6240 3835 5752 3250 —1—-a-----� 4875 3315 i 4972 I 30 I 1 45 48" 480D 1 7200 1 4425 6637 3750 5625 3825 5737 y UIVIUC rUU/iLLT t-KUN I ANU 13ACK ATTACH 2x- SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS (CENTER ON BREAK OR SPLICE) W/CONSTRUCTION QUALITY ADHESIVE AND 1 Od NAILS (TWO ROWS FOR 2x4, THREE ROWS FOR 2x6) SPACED 6"oc STAGGERED AS SHOWN.(. 1 48"dia. x T) g THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12". (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L=(2)X+C JUL 282011 BREAK � 10d NAILS NEAR SIDE % * 1od NAILS FAR SIDE Pa e # 27 TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY 6" MIN THE LOCATION OF THE WEAK 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 S. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2x ORIENTATION ONLY, PLATES AT THE JOINTS OR SPLICES. B. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE PROK�N MEMBER$. � 1D8RrlDY1' • Pertly d-iomP Wa and READ NOTES ON THs AmID m Y,rJDEO !'drtF� REFS88J:CE PAGR IRII• 7.47E SEPORE t7S8. 7T77 Caneenback L.ene . Design v Lid for use aly wigs h6lek connectors. This design h based only upon poromelett shown, and it for on lndotduel buildingcomponent.Ssdta tOB ` APpficob®fy of design pommenters ohd component is ses t is fartuWrol w �o� hsnvrpovlion at ponsWiOly Pt build' designer huts designer. 8rockV a lcvm C&w HblgWms CA 9581 . . I PPod of individual web members only. Add-lwnal lem ry Vo to itxure sto _alhe.:..,.:, _ -evector gddti , 'Iff . fm io lobriCokon, Walilyeonfrdf,s1bverOTl31"nieiviefi:lhe.ret a cy-oF'(]"ic'biii'tEn9-��eS:�Forgerieralguidoece iegardirrg - - "--��...�•-'..- ° kve . ereciron and brocng, ronsull ANSI/rPtl Qbopiy Cslfe4m DSB-89 wtd SCSII BundlnQ Component Safety 1MomWBon oYaBobla from Buss Plate UsfilWe. 563 D'C)notrio Drive, MotllspR Wl £4719. Illl%r _ ___� -- k 3 FAL �t B,6TT®m CH6RD FIL.LPER DETAIL Mll/SAC - I 3/10/20D4 PAGE 1 TRUSS BOTTOM CHORD BRACED PER MAIN TRUSS ENGINEERING BRACING SPECIFICAI ALT. BEARINGS / I -,FILLER BOTTOM CHORD / 2X4 Not OR BETTER LU Fes' FILLER BC MAY BE SPLICED WITH 3x4 M20 PLATES OR WITH 2X4 NO2 Z4r LONG 48" TYP SCAB, CENTERED ABOUT THE SPLICE, NAILED TO ONE FACE W!(.131'x3.0" MlFd) NAILS @ 4" O.C., 2 ROWS. M Tek Inftstries, Inc. Wesiem DMsIDn MAX 340-D EXTENSION 4X4 M20 PLATES GYP) OR ALTERNATE CONNECT W12-10d COMMONS (TYP) .FIL MVERTICAL.-5.T,VP. 2X4 STD OR BETTER LUMBER NOTES: 1) FOR LUMBER SIZE AND GRADE, AND FOR PLATES TYPE AND SIZE AT EACH JOINT REFER TO MAIN TRUSS ENGINEERING DESIGN. 2) LOADING: FOR TOP CHORD SEE MAIN TRUSS ENGINEERING DESIGN. BOTTOM CHORD LOADS: LIVE = 0 PSF; DEAD: = 10 PSF 3) TRUSS SPACING = 24" O.C. MAX 4) MAX BOTTOM CHORD PITCH = 4112 5) FILLER MEMBERS ARE NON STRUCTURAL PART OF THE MAIN TRUSS; THEREFORE THEY MAY BE FIELD ADJUSTED TO FIT EXISTING CONDITIONS. PROVIDED THAT STUD SPACING, CONNECTION AND EXTENG10N REQUIREMENTS ARE AS SPECIFIED. ADJUSTMENTS MAY INCLUDE ADDITION OR REMOVAL OF FILLER MEAABERS. ,ER S. e j c33 Page # 28 E*.3-31 JUL 22 8 2911 ri c . diF Ck -a P.&W.WWS ON rMeae �ACUMAW im4asR16sTa81iaE td� 1i' rm SP.BDRE umSTM 01"ftnk ups IDS Li qn ddl jw use p*w&h Wek . * cfas.•TF& lg*'nnrk breed o4* =n�p�tomel A rcmil a ,nl 6 '- r -°On P OIi t�INs Hel�le CA FOVERHANG REMOVAL DETAIL MiiISAC - 5G 12W6 OQ5 PAGE 1 TRUSS CRITERIA: LOADING: 25-1.6-D-10 (MAX) &QRATION FACT(5R:1.1511.25 SPAjING: 24" 04... ...... .: TOP I;)-IORD; 2X4 OR 2x6. HEEL HaiSkTC STANDARD HEEL UP TO 12" ENERGY HEEL END BEADING CONDI'IiON Trusses not fitting these criteria should be examined lndMdually. 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,-' 0 "w I ca mousQies, Inc. waswm Dkiis;rr SCAB APPLIED OVERHANGS MIItSAC 5 3/25/2004 PAGE 1 nu�e,cBrm�xnes, tnc. West" D10s{an _ TRUSS CRITERIA LQADiNG: 40-14-0-10 DURATION FACTOR:1.15 SPACING: 24" O.C. TOP CHORD: W OR W HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END 61EM NG CONDITION Trusses not fr#1ng these criteria should be examined indnridually. 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 TWO ROWS OF (0.13111X3") 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. 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. (w sfes ewAobte 40 12 2-12 F��' e erred kE6D OX RffiS dND �� AIIS�SR�P' 82Smaz'IIH8. A14 cpsipaana"t. tignar.H ft.shcm A.Mspar� of the Bea hrgardkeg JUL 2 8 ?gjj L RESTRAINT &BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES GENERAL NOTES NOTAS GENERALES HOISTING AND PLACEMENT OF TRUSS BUNDLES STEPS TO SETTING TRUSSES Trusses are not marked in any way to identify the Los trusses no estin mafcados de nini mood que RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES LAS MEDIDAS DE LA INSTALACION DE LOS TRUSSES RESTRICCION YARRIOSTRE PARR TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2., frequency or location of temporary lateral restraint identifiquelafrecuenciao/ocalizacidnderestriccidn/atera/ 10' 3 m) or Diagonal bracing Repeat diagonal bracing and diagonal bracing. Follow the recommendations yarriostre diagonal temporal/es. Use las recomendaciones DONT overload the crane. Q 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4Ism Refer to 15' �4.6 m)' every 15 truss spaces 30' for handling, installing and temporary restraining de manejo, insta/acidn, restriccidn yarriostre temporal de NO sobrecargue la grua. trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal BCSI-87*** for more (9.1 m) max. and bracing of trusses. Refer to BCSI - Guide to los trusses. Uea el folleto SCSI- Guia de Buena Ara dica bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five information. NEVER use banding to lift a bundle. trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see Good Practice for Handling, Installing Restraining pare e/ Maggio, Instalacidn. Restriccidn yArriostre de los ** & Bracingof Metal Plate Connected Wood Trusses de Madera Conectados con Placas de Metal*** below). 7) Repeat process with groups of four trusses until all trusses are set. Veal el resumen BCSI-67* NUNCA use las ataduras Para levantar un paquete. � , •., ` para mas information. - - Trusses*** for more detailed information, para mformaddn mas detallada. A single lift point may be used for bundles of 1) Instate IDS arriostres de tierra. 2) Instate el prmi truss y ate seguramente at arriostre de Q - Truss Design Drawings may specify locations of Los dibujos de disen de los trusses pueden especificar tierra. 3) Instate los prdximos 4 trusses con restriccidn lateral temporal de miembro corto (vea top chord pitch trusses up to 45' (13.7 m) and Apply diagonal brace to vertical a _ permanent lateral restraint or reinforcement for las /ocalizaciones de restriction lateral permanente o abajo). 4) Instate el arriostre diagonal de la cuerda superior (vea abajo). 5) Instate arriostre webs at end of cantilever and at parallel chord trusses u to 30' 9.1 m individual truss members. Refer to the SCSI- refuerzo en los miembros individuates del truss. Uea /a P P ( )' diagonal para los plans de /os miembros secundarios para estabilice los primeros cinco trusses B3*** for more information. All other permanent hoja resumen BCSI-B3*** para mas informacidn. E/ Use at least two lift points for bundles of top ® WARNING Do not over load supporting (vea abajo). 6) Instate la restriccidn lateral temporal y arriostre diagonal para la cuerda inferior bearing locations. All lateral restraints chord pitch trusses up to 60' (18.3 m) and para) lapped at least two trusses. bracing design is the responsibility of the building resto de los disenos de arriostres permanentes son la structure with truss bundle. (vea abajo). 7) Repita Este procedimiento en grupos de cuatro trusses hasta que toads los, el chord trusses up to 45' (13.7 m). Use at least designer. responsabilidad del disenador del edificio. trusses esten instalados. 'Top chord temporary Ileral restraint spacing shall he 10' (3 m) o.c. max. for 3x2 chords three lift points for bundles of top chord pitch iADVERTENCIA! No sobrecargue /a and 15' (4.6 m) o.c. for 4x2 chords. trusses >60' (18.3m) and parallel chord trusses estructura apoyada con el paquete de EM Refer to SCSI-B2*** for more information. p */�� T/� q CI I ®WARNING The consequences of improper >45'(13.7m). trusses. Uea el resumenBCSl-B2***para masinformacidn. INSTALLING - lI�S/ALMClON Out=of•Plane handling, erecting, installing, restraining * ;' Puede usar un solo lugar de levantar para pa- 0 Place truss bundles in stable position. RESTRAINT/BRACING FOR ALL PLANES OF TRUSSES B Tolerances for Out -of -Plane. Out of -Plumb Max. Bow Truss Length and bracing can result in a collapse of the quetes de trusses de la cuerda superior hasta 45' RESTRICCION ARRIOSTRE PARA TODOS PLANOS DE TRUSSES trusses de cuerdas aralelas de 30' o menos. Puse paquetes de trusses en una position Tolerancias para Fuera-de-Plano. structure, or worse, serious personal injury Y P 3/4" 12.5' or death. ' .ut.► Use por /o menos dos puntos de levantar con estable. g method is for all trusses except 3x2 and 4x2 parallel chord trusses Length -► Max.Bow D15o D (ft.) 19 mm 3.8 m 0 This restraint and bracing : - r.•�. r!■�8 grupos de trusses de cuerda superior inclinada (PCTs). See top of next column for temporary restraint and bracing of PCTs. 1/4° 1' 7/8" 14.6' iADVERTENCIA! El resultado de un manejo, `"� hasta 60' y trusses de cuerdas para/elas hasta %r - --� 6 mm 0.3 m 22 mm 4.5 m levantamiento, instalaci6n, restriccidn y arrisotre 45: Use or to menos dos untos de levantar con ru os de trusses de cuerda su erior inclinada Este metodo de restriccidn y arriostre es para todo trusses excepto trusses de cuerdas para/e/as Max. Bow Length -> P P g P P PCTs 3x2 4x2. Uea la arte superior de la column para /a restriccidn arriostre temporal de PCTs. 1/2 2 1 16.7 incorrecto puede ser la caida de la estructura o �� mas de 60' y trusses de cuerdas paralelas mas de 45: (PCTs) Y P P P Y P Max. Bow o 13 mm os m zs mm 5.1 m a6n peor, heridos o muertos. ? 1) TOP CHORD -CUERDA SUPERIOR F- - ► >. n '3/4" 3' 1-1/8" 18.8' - Length -d , Plumb 19 mm 0.9 m 29 mm 5.7 m ® CAUTION Exercise care when removing MECHANICAL HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES banding and handling trusses to avoid RECOMENDACIONES PARA LEVANTAR TRUSSES INDIVIDUALES damaging trusses and prevent injury. Wear personal protective equipment for the eyes, Using a single pick -point at the peak can damage the truss. feet, hands and head when working with trusses. m El use de un solo lugar en el pica para levantar puede so' or less ICAUfELAI Utilice caute/a at quitar las ataduras hacer dan"o at truss. o IDS pedazos de metal de sujetar para evitar dano a los trusses y prevenir la herida personal. Lleve Approx. 1/2 -� e/ equipo protectivo personal para ojos, pies, truss length ® CAtMON Use / °tom Utilice Tagline manos y cabeza cuando trabaja con trusses. TRUSSES UP ro 30 (g.1 m) special care in cutdado especial en TRUSSES MASTA 30 PIES ./line V 4' 1-1/4" 20.8' Tolerances for f 25 mm 1.2 m 32 mm 6.3 m Out -of -Plumb. 1-1/4" 5' 1-3/8" 22.9' Tolerancias para " D/So max r 32 mm 1.5 m 35 mm 7.0 m Fuera-de-Plomada. ;.;1�f 1-1/2" 6' 1-1/2" 25.0' 38mm 1.8m 38mm 7.6m 1-3/4" 7' 1-3/4" 29.2' CONSTRUCTION. LOADING 45 mm 2.1 m 45 mm CARGA DE CONSTRUCCIUN 2" 2:8, 2" >_33.3' 51 mm >2.4 m 51 mm 10.1 m DO NOT proceed with construction until all lateral restraint and bracing is securely and properly in place. windy weather or dias ventosos o cerca NO proceda con la construccidn hasta que todas las restric- *Consult aRegistered Design Professional for trusses longer than 60' (18.3 m). near power lines de cables electricos o 1). (3 - c/dnes latefales y los arriostres esten colocadps en forma Locate spreader bar I( (3 m *Consulte a un Professional Registrado de Disen"o para trusses mas and airports. de aeropuertos. s ead r above or stiffback o.c. max). de 60 pies. / apropiada y Segura. roe -in roe -in mid -height *** G DO NOT exceed maximum stack heights. Refer to BCSI-B4*** -� �- See BCSI-B2 for TCTLR options. for more information. Uea e/ BCSI-82*** para las opctones de TCTLR. Spreader bar Spreader bar 112 to -� NO exceda las alturas maximas de mori Uea el resumen 213 truss length - BCSI-64*** ara mas informacidn. for truss Tagline TRUSSES UP TO 60' (18.3 m) _-� �_ Spreader bar 2/3 to y Refer to BCSI-B3*** for P HANDLINGTRUSSESHASTA60PIE5 34truss length Gable End Frame restraint/bracing/ A, _ Tagline reinforcement information. TRUSSES UP TO AND OVER 60' (18.3 m) Truss Span j 1g&'f;Top'Chord Temporary Lateral Restraint (TCTLR) Spacing'" Longitud,W), amo 'Espacrarniento del Arrrostre Temporai,de la"Cuerda Superior ta. Up to 30' 10' (3 m) o.c. max. (9.1 m) 30' (9.1 m) - 8' (2.4 m) o.c. max. 45' (13.7 m) 45' (13.7 m) - 6' (1.8 m) o.c. max. 60' (18.3 IT) 60' (18.3 m) - 4' (1.2 m) o.c. max. 80' (24.4 ri Maximum Stack Height il for Metenal on,Trusses Material Height Gypsum Board 12" (305 mm) Plywood or OSB 16 (406 mm) Asphalt Shingles 2 bundles Concrete Block 8" (203 mm) Clay Mile 3-4 tiles high �a�� F- TRUSSES NASTA Y SOBRE 60 PIES -> Para information sobre restricnon/ '. TCTLR M/J % arriostre/refuerzo para Armazones : - II�IANEii/® ••„ 10 Hold each truss in position with the erection equipment until top chord temporary lateral restraint * - O O Hastia/es vea el resumen BCSI-8 is installed and the truss is fastened to the bearing points. 10" or (S) NEVER stack materials near a peak or at mid -span. ISTSIM Avoid lateral bending. Note: Ground bracing not shown for clarity. Evite /a Flexion lateral. Use proper rig- Use equipo apropiado Sostenga cada truss en posicidn con equipo de gr6a hasta que la restriccidn lateral temporal de la Truss attachment NUNCA amontone los materia/es cerca de un pica. ging and hoisting para levantar a cuerda superior Este insta/ado y el truss esta asegurado en los soportes. Q Repeat diagonal braces for each set of 4 trusses. required at support(s) (S) DO NOT overload small groups or single trusses. ImThe contractor is responsible for equipment. improvisar. Repita los arrisotres diagonales para cada grupo de 4 trusses. Section A -A NO sobrecargue pequen-os grupos o trusses individuates. properly receiving, unloading and storing INSTALLATION OF SINGLE TRUSSES BY HAND 2) WEB MEMBER PLANE - PLANO DE LOS MIEMBROS SECUNDARIOS the trusses at the jobsite. Unload trusses to RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES M Place loads over as many trusses as possible. smooth surface to prevent damage. POR LA MANO = LATERAL RESTRAINT & DIAGONAL BRACING ARE Coloque las cargas sobre tantos trusses como sea El contratista tiene /a responsabilidad de �! - ; , - _ , ; ` _ VERY IMPORTANT posib/e. recibir, descargar y a/macenar adecuadamente Trusses 20' - + ` ' - - - 0 Trusses 30' t . _ _ 10 Position loads over load bearing walls. los trusses en /a obra. Descargue los trusses en (6.1 m) or (9.1 m) or f iLA RESTRICCION LATERAL Y EL ARRIOSTRE DIAGONAL Coloque las cargas sobre las Paredes soportantes. la tierra liso para prevenir el dano. less, support less, su art at SON MUY IMPORTANTES! PP PP Diagonal CLR splice reinforcement ALTERATIONS - ALTERACIONES near peak. quarter pointr. bracing Truss Member Refer tBCSI-B5*** Truss bracing not shown for clarity. Soporte Soporte de 2x CLR eero . cerca at Pico tos cuartos *** IDS trusses .4-Trusses up to 20' -► de tramo los F Trusses up to 30' -0- Web members Uea el resumen BCSI-85. de 20 pies o trusses de 30 � DO NOT cut, alter, or drill an structural member of a truss unless P (6.1 m) (9.1 m) 7 Diet ecificall y DO NOT store NO almacene menos. Trusses hasta 20 pies pies o menos. Trusses hasta 30 pies p y permitted by the truss design drawing. unbraced bundles verticalmente los O torte, altere o perfore ning6n miembro estrudural de un truss, " c upright. trusses sueltos. \, A menos que Este especificamente permitido en e/ dibujo del disen"o TEMPORARY RESTRAINT & BRACING 0 Trusses may be unloaded directly on the ground Bottom truss. at the time of delivery or stored temporarily in RESTRICCION Y ARRIOSTRE TEMPORAL � chords Minimum 2' 2x Scab block contact with the ground after delivery. If trusses ljl� centered over splice. Attach = Trusses that have been overloaded during construction or altered without the Truss Man - are to be stored for more than one week, place I *** Diagonal braces to CLR with minimum 8-16d ufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. blocking of sufficient height beneath the stack ® Refer to BCSI-B2 for more Top Chord Temporary 4 ,h ,' every 10 truss spaces (0.135x3.5") nails each side of trusses at 8' (2.4 m) to 10' (3 m) on -center information. Lateral Restraint 20' (6.1 m) max. of splice or as spec'died by the Trusses que se han sob iecargado durante la construccidn o han sido alterados sin la autor- (o.c.).*** TCTLR 10' (3 m) - 15' (4.6 m) max. Building Designer. izacidn previa del Fatincante de Trusses, pueden hacer nulo y sin efecto la garantia lim/tada del I" ," Uea el resumen BCSI-62 para mas infor- (TCTLR) Same spacing as bottom Note: Some chord and web members SECTION A -A Fabricante de Trusses. 2x4 min. P gLos trusses pueden, ser descargados directamente motion. chord lateral restraint not shown for clarity.en e/ suelo en aque/ momento de entrega o - . a/macenados tem ora/mente en contacto con el °" 0 Locate ground braces for first truss directlyft" Co... the Component Manufacturer far more information or consult a Registered Design Professional for assistance. P - 3) BOTTOM CHORD -CUERDA INFERIOR . . sue/o despues de entrega. Si los trusses estaran in line with all rows of top chord temporary : , Truss To view anon -panting PDF of this document, visit sbcindustry.com/tit. ).-,�.a.,.TM" _^ ...._. r, .r' guardados para mas de Una semana, ponga lateral restraint (see table in the next column). Lateral Restraints - 2x4x12' or Member NOTE: The truss manufacturer and truss designer rely on the presumption that the contractor and crane operator (if applicable) are bloqueando de a/tura suficiente detras de /a Pita (S) DO NOT store on NO almacene en tierra o greater lapped over two trusses professionals with the capability to undertake the work they have agreed to do on any given project. If the contractor believes it needs de los, trusses a 8 hasta 10 pies en Centro (o.c.). Coloque los arriostres de tierra para el primer =90° assistance in some aspect of the construction project, it should seek assistance from a competent parry. The methods and procedures or CLR splice reinforce - uneven ground. desigual. truss directamente en lineal con coda Una de P Note: Some chord outlined in this document are intended to ensure that the overall construction trusses techniques employed will put the trusses into place SAFELY. For trusses stored for more than one week, cover merit. and web members These recommendations for handling, installing, restraining and bracing trusses are based upon the collective experience of leading /d5 fills de feStrlCC/dn lateral temporal de Id personnel involved with truss design, manufacture and installation, but must, due to the nature of responsibilities involved, be presented bundles to protect from the environment." Brace first truss Bottom not shown for o cuerda superior (vea la tabla en la Proxima nly as a GUIDE for use by a qualified building designer or contractor. It is not intended that these recommendations be interpreted as > E securely before chords - Clarity. superior to the building designer's design specification for handling, installing, restraining and bracing busses and it does not preclude the Para hUs5e5 gudrddd06 por mas de una semana, _ : w� COlumnd). use of other equivalent methods for restraining/bracing and providing stability for the walls, columns, Floors, roofs and all the interrelated erection of additional structural building p y expressly y responsibility g cubra los paquetes para protegerlos del ambience. �-----_ g components as determined b the contractor. Thus, SBCP and 7PI ex ressl disclaim an res nsihili for damages � DO NOT walk on trusses. arising from the use, application, or reliance on the recommendations and information contained herein. Refer * for more detailed information �. unbraced trusses. pertaining to to handling and jobsite storage of r trusses. NO camine en trusses Diagonal braces every 30 ` Q sueltos. truss spaces 20' (6.1 m) max. TRUSS PLATE - Vea e/ folleto BCSI*** para informacidn mas detdl- 6300 Enterprise Lane • Madison, 5WIr53719 218 N L2 INSTITU TE VA 22314 lads sobre e/ manejo y almacenado de los trusses 10' (3 m) - 15' (4.6 m) coax. 608/274-4849 . sbcindustry.com 703/683-1010 • tpinst.org en area de trabaja. W 1 17 130318 . �. , , I , I I . = I • • , I I I I. I . I I I • • , . . I I I , I I' . I I - I- -/ I I I I I ' I I I I ' I I - I / I I- I I Building Materials and Construction Services 45491 Golf Center Parkway, Indio, CA 92203 Telephone: (760) 347-3332 Fax: (760) 347-0202 Legacy Homes / 2471- B La BUILDING & SAF=E-H DEPT. A� � �- FOR CONS 'UCTiON DATE --� Y 42-00-00 L 18-00-00 �. L 19-04-00 6 vo ° m CO O Go VC CO 0 a a u; r � N O vs o a a V L M 14 8-0 0 E O cc cc CO 7 m Z LL , o ~ lo ~ ~ �) z z z zi z� O N CU 9 o o O o 1= o f F ~~ N O W O CiO O LL: N N O N F r O O (3 o N a W � 3-02-0 Li VA C O O VC VB QA - Hg.26-2 WI) , rp o VD o O ©-Hm�s26(x5))A• S,° ( n T4_A 2200# o T2 A 4200# O- Uu26 (x25) J t. ; y n E N T4B c > T26 1-0 00 - QQ - Lus24 c2 ; L I>3 (n o 230- 2x-1 Std Blks �'' a? zap..' f � 1 Z Li ^• o T4B 2 T2D 1 5-08 4600# mo J E $ a T4C 0 8 0 J ` CO (� O o T2D o T4C 9 T2D o _ 1 v i T4C T2D 4 _ •; ' T4C n-1 -oa 2471 - B CL T20 14-04-08 T2E 500# 1-0 -00`� �a1< Lp s CD T4C Wa w�i 42 u v C O 2-0 00 _0 -00 �` i 7 016 b. i ' r G) N 24- -00 D V! e�.e t 3 N T4D T2D 2-0 -00 1-r�- w4 d L. t °) � M 1600# a T2_F 1600/� 0 -00 T4F s 1 �,, o Q T4F WOO T3A q�, tCdl ice° c f g ZLO CO T4F oo r T3A o a o .,y T4F 0- ro �,Y j U m T3A o� T4F r r ~ T3A T4F o m m 6 • t. 4 o T3A iL T4 G o 0 0 aica 2 L i N ll! 1-0 - 8 T3-B 1500# :/f 0 0 113 T4H a T3_C it! T3E 1700# i mow. T4J 1500# 8-08-08 3 11-08 5-00-0000 4 -06- 2-0 - 0 700# Lj ` a m „_, o_oo , 2_02_00 6_00_00 '113-00-00 21_00_00 Garage Roof Layout This is a truss placement diagram only. These trusses are designed as individual building components to be incorporated into the building design at the specification of the building designer. See individual design sheets for each truss design identified on the placement drawing. e building designer is responsible for temporary and permanent bracing of the roof and floor system and for the overall structure. The design of the truss support structure including headers, beams, walls, and columns is the responsibility f the building designer. For general guidance regarding bracing, consult "Bracing of Wood Trusses" available from the Truss Plate Institute: 583 D'Onifrio Drive Madison, WI 53179 =1l MiTek' Re: 2471 B MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by BMC-Indio, CA. Pages or sheets covered by this seal: R41608183 thru R41608225 My license renewal date for the state of California is December 31, 2015. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. Qq�OFESS/pN� SOO � ti C 074486 c m *� EXR 12-31-15 /* �F March 18,2014 Ong, Choo Soon The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSUTPI 1. t Job Truss Truss Type Qty Ply R4160 M 2471 B ' T1 A GABLE 1 1 Job Reference (optional) mme, mmo, GA -aaeus •• •-- ID:OLD2Ugh6zrYWLrO5DvlsXzPOke-XpMJ2FkCiIKhD3fHXSVEZC9gneiScHNkLHDiBzZfoT 1.0-0 2�•0 11-6-D 1D•415 D- Scale = 1:44.0 4,6 = 13 14 15 16 li� 3x4 = 43 42 44 41 45 40 46 39 47 38 48 37 49 36 50 35 51 345233 53 32 31 54 50 56 29 57 28 58 27 59 26 60 25 61 24 54 = 4x6 = 4x4 I I Plate Offsets (X Y): f3:0-3-0Edge] f22:0-3-0,0-2-01f24:Edae,0-3-91, f33:0-3-0,0-3-01 LOADING (pst) SPACING 24)-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.40 Vert(LL) 0.00 1 n/r 120 MT20 220/195 TCDL 14.0 Lumber Increase 1,25 BC 0.29 Vert(TL) 0.00 1 n/r 90 BCLL 0.0 ' Rep Stress Ina NO WB 0.52 Horz(TL) 0.01 33 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Weight 158 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. t&Btr G 'Except* TOP CHORD Structural wood sheathing directly applied or 4-9-13 oc puriins, except 3-14,14-22: 2x6 OF No.2 G end verticals. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 5-1-14 oc bracing. WEBS 2x4 DF Stud G 'Except* MiTek recommends that Stabilizers and required cross bracing 23-24: 2x4 DF No. 1&Btr G be installed during truss erection, in accordance with Stabilizer [installation OTHERS 2x4 DF Stud G guide. REACTIONS All bearings 24-10-8. (lb) - Max Horz 2=71(LC 13) Max Uplift All uplift 100 lb or less at joint(s) 33, 32, 27, 28, 29, 30, 31, 34, 40, 39, 36, 35, 42 except 24=1754(LC 14), 2 468(LC 9), 25=1466(1_C 15), 26=121(LC 16), 41=202(1_C 9) Max Grav All reactions 250 lb or less at joint(s) except 24=1816(LC 7), 2=635(LC 8), 33=299(LC 52), 32=298(LC 53), 25=1560(LC 22), 26=316(LC 59), 27=314(LC 58), 28=314(LC 57), 29=314(LC 56), 30=315(LC 55), 31=296(LC 54), 34=282(LC 51), 41=289(LC 44), 40=31 B(LC 45), 39=313(LC 46), 38=314(LC 47), 37=314(LC 48), 36=315(LC 49), 35=303(LC 50), 42=379(LC 23) FORCES (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=174911704, 4-5=1386/1360, 5-6=1254/1247, 6-7=1071/1055, 7-8=896/905, 8-9=721/737, 9-10=546/570, 10-11=369/364, 14-15=2221263, 15-16=304/355, 16-17=496/531, 17-18=-671/691, 18-19=-846/854, 19-20=1022/1023, 20-21=1179/1182, 21-22=1326/1320, 22-23=1534/1516, 23-24=1728/1685 BOT CHORD 2-42=1667/1706, 41-42=1322/1362, 40.41=1133/1189, 39-40=978/1017, 38-09=-806/845, 3738=633/673, 36-37=-461/500, 35-36=2891328, 32-33=246/283, 3132�319/364, 3031=499/536, 2930=-671n08, 28-29=843/8BO, 27-28=1015/1053, 26-27=117011225, 25-26=1360/1397 WEBS 22-25=254/185, 23-25=1773/1797 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.OpsF, h=25ft; Cat 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-" oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconeurrent with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 14)-0 wide will QROFESS/pN SOON 2 C 074486 *\ E?�Pj 131-15 /* March 18,2014 AeAweenglandbottom chord and any other members with BCDL = 10.0 sf. AtAWN-treWy&2 pparametersandREMMIESON7Hf8AFSrW. LM MrTEKREFERMA43FKff-Y473 ML 1/29/M4a9W1M Et valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicabirity of design parameters and proper incorporation of component is respondbUily of building designer - not truss designer. Bracing shown ^� Is for lateral support of individual web mem bers only. Additional temporary bracing to insure stability during construction a the responsfalflHy of the WOW lekerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fatirieatiorsrgndrityoonntroL storage. delivery, erectionn andbracing, Consult ANSUiPl1 Qivagty CsOeda, DSB-89 andLC51 BsuBding Component- -_ 7T/7'GreehbedcL"uine; Suite Yb9-'-'-' Safely bdonna8on ovallable from Truss Plate Institute. 781 N. Lee Street, Suite 312 Alexandria. VA 22314. Citrus Heights, CA 95610 N3ewshemP}neMhavib-i a .9sc, pn:srahta $ose ve DSO}fsffilti!yrAfSC Job Truss Truss Type ty y R416081 B3 2471 B T1_A GABLE 1 1 Job RefL.nce (optional) BMC, Indio, CA- 92203 7.430 s Jul 25 2013 MiTek Industries, Inc. Tue Mar 18 13:1321 2014 Page 2 ID:OLD2Ugh6zrYYVZrO50vlsXzPQke-?DvhFbkgTcSYgDET4AOT5QirX22gL dtaxyFFgzZfoS NOTES 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 33, 32, 27, 28, 29, 30, 31, 34, 40, 39, 36, 35, 42 except Qt=lb) 24=1754,2=468,25=1466,26=121,41=202. 11) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 12) This truss has been designed for a total drag load of 3100 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from D-0-0 to 24-0-0 for 129.2 plf. 13) No notches allowed in overhang and 10000 from left end and 0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-M c.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. LOAD CASE(S) Standard AWANOM-W.Trdesip9araserersand REM ADTFS5NWIT AIM fAK ORt417EW9FE8WAC4MY7473ML1f2W2014 119WHE Design volid for use only with Mgek connectors. Th's design is based only upon parameters shown, and is for an irsdrvidual building component. Applicability of design parameters and proper incorporation of component 6 responsibil8y of building designer - not truce designer. Bracing shown is for lateral support of Individual web members only. Additional temporary brocing to Insure stability during construction Is the responsibility of the erector. Additional bracing of the overall shucture a the the building designer. For M I�ek' permanent responslb8fty, of general guidance regarding •—.fabrication;' iu yf w;vtmL-slaege deUvWy rec#.^nancdbmcing. conzrrM—..AR}SI�l1�Quoltly�C-dies!amDSB�BfaaA.BGiI�&eBcrtrsgEomP®rserd�..-...--=--;=a _ ff f',�ryp�tSi':E; Sd�'MB' - Salery fnbrma8on ava0able from Truss Plate Irattfute, 781 N. Lee Street, Su11e 312 Alexandria VA 22314. ft3w fame >in4elsa �9sexelffessSneU6lD1T3D]-4lgrA= Citrus Heights, CA, 95810 Job Truss Truss Type Qty Ply R41608184 2471 B T1 B Special Tniss 7 1 Job Reference o 'anal �• m�a, w. - .,.,..a r.— is — zD zu, a mi i ex inausaies, ma 1 ue mar 18 13:1322 2014 Page 1 ID:OLD2Ugh6zrYYVZrO50vlsXzPQke-UC73TxrrEwaPSNpfaMedE iSEw46OtobipobzZfoR ;!14-2-0 I 20-313 24-10-8 1-0-0 78.22 6.7-14 6-7-13 4�11 Scale = 1:43.5 US = 4x4 = lu -- a - 8 .' 7 2x4 II 5x8 = 4x6 = 4x4 II 1-� 7-6-2 7$-2 14-2-0 6-7-14 2D-9.13 2410.8 5-7-1 a .1Plate Offsets MY): f2:0-3-9,Edge1, r7:Edge 03-91, f9:D-40,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in Qoc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0,57 Vert(LL) -0.20 2-10 >999 480 MT20 2201195 TCDL 14.0 Lumber Increase 1.25 BC 0.93 Vert(TL) -0.48 2-10 >612 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.87 Horz(TL) 0.08 7 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Wind(LL) 0.06 2-10 >999 240 Weight: 110lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.18BtrG TOP CHORD Structural wood sheathing directly applied or 3-6-8 oc puriins, except BOT CHORD 2x4 DF No.18BtrG end verticals. WEBS 2x4 DF Stud G BOT CHORD Rigid ceiling directly applied or 1 D-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=1167/0-5-8 (min. 0-1-8), 7=1076/Mechanical Max Horz 2=55(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - Ali forces 250 (lb) or less except when shown. TOP CHORD 23=2524/0, 3-4=1580/0, 4-5=1575/0, 5-6=1590/0, 6-7=1031/0 BOT CHORD 2-10=02314, 9-10=0/2314, 8-9=0/1477 WEBS 3-10=0/401, 3-9=980/5, 4-9=0/546, 5-0=341/42, 63=0/1451 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf, h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard OQRpFESS/pN S00/1 O �n ��OO C/ v c C 074486 rn * 12-31-15 s�glFOF LIFfl��\� March 18,2014 A 1lAHA814G -t`e *Jip 8arawem-n sad FFAC WYES OAI i3ff5 AW M1110 0 RXRFFBVRYM AASE IM-7473 2e I/n/JV1489WIM Design valid for use only with Mgek connectors. This design's based only upon parameters shown, and is for an individual building component. App➢cabQrty of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is far lateral support of Individual web members only. Additional temporary bracing to Insure stabW during construction's the responsbtlity of the erector. Additional permanent bracing of the overall stnx:ture a the responsibility of the building designer. For general guidance regarding M I�ek' ..._-��'fabitCetidlLiity�Rl�sP�'i;'Qc+➢ve1g°'@I"BCfior4and braCinH'�""''-SvRShrg-Eompenent--�=.ta-.-«�..= Safety Inbnno6on available from Truss Plate Institute, 781 N. Lee Street, Suite 312 Alexandria, VA 22314. tf l se.t» turnberss saeoffiied the desean aee,ift—g9eadve G&Mraax3 i-ju c[ Citrus Heights, CA, 95610 v k Job Truss Truss Type ty y R41608185 2471 B T1 C SPECIAL TRUSS 1 1 - - Job Reference (optional) nmu' maro, cA - aceus - � - o . ID:OLD2Ugh6zrYYVZrO50v1sXzPOke y01RgHmS?DiG4XOsCb3xBm8nsbkperAIERMK22Zfo0 3-0.0 + 7Frz 14-z-0 zo-9.13 za-1 o-8 1-D-o 3-0-0 4�-2 67-14 67-13 4-d11 Scale = 1:44.3 4x8 = 5 3x10 = 1. it ry 8 2.4 I I 3x6 = 5x8 = WO 4x4 I I 7-6-2 14-2-0 20-9.13 utn 4-6-2 6-7.14 6-7-13 4.11 Plate Offsets (XY): 18:Edge,0-3-91,19:0-3-9,0-1-81 f10:0-",0-341 LOADING (psf) SPACING 3-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.61 Vert(LL) -0.17 10-11 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.89 Vert(TL) -0.51 10-11 >574 240 BCLL 0.0 Rep Stress Inca NO WB 0.67 Horz(TL) 0.13 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.08 11 >999 240 Weight: 117lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No.1&BtrG TOP CHORD BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 OF Stud G BOT CHORD WEBS REACTIONS (lb/size) 2=175010-5.8 (min. 0-1-14), 8=1613/Mechanical Max Horz 2=83(LC 5) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-0=-4017/0, 3.4=3610/0, 4-5=2375/0, 5-6=2373/0, 6-7=2360/0, 7-8=1545/0 BOT CHORD 2-12=0/3715, 11-12=0/3715, 10-11=0/3389, 9-10=0/2209 WEBS 4-11=0/466, 4-10=1372/11, 5-10=01808, 6-10=2TViW, 6-9=512/61, 7-9=0/2164, 3-12=6/299, 3-11=-558/0 Structural wood sheathing directly applied or 3-2-9 oc pudins, except end verticals. Rigid ceiling directly applied or 104)-0 oc bracing. 1 Row at midpt 4-10 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. It; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-M tall by 14-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcunent with any other live loads. LOAD CASE(S) Standard OQROFESS/ON SOON 2 LU C 074486 m * P 2-31-15 LP I �Q EOFC March 18,2014 A WAMM-"desip Sara nets and 9W 0119 ON WS Ali t'A LM MM(ARTRFAa WME Mii-14n lee lf29 Mil ft9WVZ Design valid for use only with M7ek connectors. This design B based only upon parameters shown and is for an individual building component. ��p App9eabiGty of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during constructionis the resporaibiilfly of the M Tek• erector. Additional permanent tracing of the overa0 structure is the responsibility of the building designer. For general guidance regarding 'e,�geelrly es»traLjs5ora3sm�e{a'caY,-erecticn. G" WAb @'ro8 Safety Irdorrnon available from Truss Plate Institute781 N. Lee Street, Suite 312 Alexrdria�V a74. I Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply R41608168 2471_B T1 D SPECIAL TRUSS 1 1 Job Reference (optional) aMC, Indio, CA- 92203 7.430 s Jul 25 2013 MITek Industries, Inc. Tue Mar 18 13:13:24 2014 Page 1 ID:OLD2Ugh6zrYYVZr05ov1sXzPQke-QbbqudnjmXg7hgz2mlaAj2KJYGxyYTTJGuBvsUzZfoP 14-2-0 20.9-13 2540 26-4-0 1-D-0 3-D-0 41r2 6-7-14 6-7-13 46-3 3-0.0 2x4 11 3x6 = 4x8 = 5x8 = 5x8 = 2x4 II Scale = 1:49.4 3.0-0 7-0-2 14.2-0 20.9-13 254-0 284-0 3-Ra 4-6- 6-7-14 6-7-13 416-¢ 'Lrl-n Plate Offsets (X,Y): 110:0-3-9,0-2-81,f11:0r9-0,0-3-41 LOADING (psf) SPACING 3-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.61 Vert(LL) -0.17 11-12 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.89 Vert(TL) -0.52 11-12 >575 240 BCLL 0.0 ' Rep Stress Ina NO VJB 0.39 Horz(TL) 0.13 9 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.10 12-13 >999 240 Weight: 127lb FT=20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD WEBS 2x4 DF Stud G *Except* WEBS 7-10: 2x4 DF No.1 &Btr G REACTIONS (lb/size) 2=1748/0-5-8 (min. 0-23), 9=2186/0-5-8 (min. 0-2-10) Max Horz 2=98(LC 14) Max Uplift2=252(LC 9). 9=271(LC 12) Max Grav2=2034(LC 8),9=2472(LC 7) FORCES (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23=-4807/543, 3-4=4281/480, 4-5=2834/328, 5-6=2644/150, 6-7=2714/160, 7-8=255/1035 BOTCHORD 2-13=518/4444, 12-13=371/4253, 11-12=013756, 10-11=24/2421, 9-10=9501364, 8-9=950/138 WEBS 4-12=0/466, 4-11=1385125, 5-11=0/805, 6-11=-421/375, 6-10=-645/198, 7-10=-365/3242, 7-9=22431276, 3-13=3/299, 3-12=558/67 Structural wood sheathing directly applied or 2-10-15 or purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 4-11 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psF, BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-" wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=1b) 2=252, 9=271. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurent with any other live loads. 8) This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 25-4-0 for 59.2 plf. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (ptf) Vert: 15=102, 53=102, 2-9=30, 8-9=-60(F=30) h'AAWM-Veffirrazignparanselrsand REARADIFS01 itfSAR®fN2LMKrMrAEFFFj?fEACEMr-74nrec1/2VMJ 1M Design valld for use only wrlh Mfrek connectors This design B based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsmSdy of building designer- not truss desggnw. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibilldy of the erector. Additional permanent bracing of the overall structure Is the responsibOBy of the building designer. For general ourdonce reaardina 781 N. Lee 4RpF ESS/pN� SOON o2F� UJI C 074486 m t*\ /12-3115 /*i MTek' Citrus Heights, CA, 85610 March 18,2014 Job Truss Truss Type Qty Ply R41606187 2471 B T1 E special Truss 3 Job Reference (optional) BMC, Indio, CA- 92203 7.430 s Jul 252013 MTek Industries, Inc. Tue Mar 18 13:1326 2014 Page 1 ID:OLD2Ugh6zrYYVZrO50vlsXzPQke-MzjalJozlB4gx 6RtjceoTPgo3buG"CjCgDxMZZfoN rr_1_-0-0 I 7-6-2 14-2-0 20-413 + 25-0-0 28-0-0 a-e-0 1-0.0 7-6.2 6-7-14 6-7-13 41r3 3-D-0 1-0-0, n1 d 5x6 = 4x4 = 1Z 11 lu 9 2x4 II 5x8 = 3x10 = 2x4 II Scale = 1:50.1 i d i 7-152 i 14-2-0 20-9-13 25�-0 28.4-0 7.rs2 6-7-14 T 6-7-1 14f- rl Plate Offsets MY): f2:0-35 Edgej, f10:0-39,0-1-81, fl l:0-4-0,0-3-01 LOADING (psf) SPACING 2-M CSI DEFL in (hoc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.56 Vert(LL) -0.20 2-12 >999 480 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.92 Vert(TL) -0.48 2-12 >621 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.87 Horz( L) 0.08 9 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix) Wind(LL) 0.06 2-12 >999 240 Weight: 121 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3-6-14 oc purtins. BOT CHORD 2x4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 64)-0 oc bracing. WEBS 2x4 DF Stud G MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (lb/size) 2=1153/0-5-8 (min. 0-1-8), 9=1572/0-5-8 (min. 0-1-11) Max Horz 2=55(1_C 6)' Max Uplift9=18(LC 4) FORCES (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2482/0, 3-4=1538/0, 4-5=1533/0, 5-6=1476/0, 6-7=168/1047 BOT CHORD 2-12=012274, 11-12=0/2274, 10-11=0/1359, 9-10=971/178, 7-9=971/178 WEBS 3-12=0/400, 3-11=980/5, 4-11=0/533, 5-10=393/67, 6-10=0/2003, 6-9=1405/27 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-" wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 DO lb uplift at joints) 9. 7) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nommncurrent with any other live loads. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ¢QFESS/0 QQ LOAD CASE(S) Standard ��OO Sd�N O`F2 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 C-D Z` 2 G V G - Uniform Loads (plf) Vert 1-4=-68, 4-8=68, 2-9=20, 7-9=50(F=-30) j rn LU C 074486 M 12-31-15 * �hT'9P 1 �a�P EOFC O March 18,2014 A wmm -"design paraahewrs and &FAG tfO7FSONI€ sm IWCZt1 n kl7ffGRFFEFFA4FPAGE KF-Mn ree i/29 M41119WIlM Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an indvidual bu0dmg component. Applicability of design parameters and proper incorporation of component Is responsibMty of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary brocmg to insure stability during construction's the resporssibillity of the erector. AddiBonal permanent bracing of the overall structures the responsIbiltty of the buldng designer. For general guidance regarding M Tek' - ntrdlB-Gftft9G3i"Da'88dreg Ufilpoii:+ Safety Information q-flabie from Truss Plate IrsstthAe, 781 N. Lee Street, Sutie 31 Z Alexandria, VA 22314. !g`Sau$sempineE3{&r>meirr.yyhses ueRrese.nir.,,a„s 06'JYYifM hw,wesC 0m%77'Gta;ngne, a D ``- Cfhus Heights, CA, 95610 Job Truss Truss Type jQty italsoBlsa 2471 B Ti F SPECIAL TRUSS 5 IPIY 1 Job Reference (optional) BMC, Indio, CA- 92203 7.430 s Jul 25 2013 Mrrek Industries, Inc. Tue Mar 18 13:1327 2014 Page 1 ID:OLD2Ugh6zrWVZrO50vlsXzPQke-gAHyWfpb3SChYBhdRQ7tLhygkT7plRomysPaTpzzfoM e1-0-0 31-12 s-9-o 10-6.0 �I1.6-o 14-2-0 18-10.0 21-7-0 2 5- 28-4-0 29-4-0 1-D-D 11-12 3-7� 3-9-0 1-D-0 2-B-D 2-B-0 4-9-0 35-7 3.3-9 1-0-0 �1 0 3x6 = — n zu -- -- -- -- -- 1b -- 15 -• 14 --- 2x4 I1 5x8 — 412 MT20H — 5x8 3x10 2x4 11 Scale = 1:51.0 LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-M Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2009/TPI2007 CSI TC 0.61 BC 0.69 WB 0.60 (Matrix) DEFL in (loc) Vdefl L/d Vert(LL) -0.19 20-21 >999 480 Vert(TL) -0.62 20-21 >483 240 Horz(rL) 0.08 14 n/a n/a Wind(LL) 0.11 20-21 >999 240 PLATES GRIP MT20 220/195 MT20H 165/146 Weight: 151 lb FT=20% LUMBER BRACING TOP CHORD 2x4 OF No. I&Btr G TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc pudins. BOT CHORD 20 OF No. 1&Btr G *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 17-19: 2x6 DF No.2 G 6-0-0 oc bracing: 14-15,12-14. WEBS 2x4 OF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation side. REACTIONS (Ib/size) 2=1233/0-5.8 (min. 0-1.8), 14=1673/0-5-8 (min. 0-1-13) Max Horz 2=55(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-0=2850/0, 3-4=2649/0, 4-5=2164/0, 5-6=2250/0, 8-9=1761/0, 9-10=1865/0, 1D-1 1=1429/0,11-12=176/1030 BOT CHORD 2-22=0/2637, 21-22=0/2637, 20-21=0/2491, 16-20=0/1727, 15-16=0/1313, 14-15=954/185, 12-14=9541185 WEBS 10-16=0/492, 3-22=18/262, 11-14=-1467/0, 8-16=173/378, 6-20=011057, 4-20=613/26, 8-23=1539/0, 6-23=1539/0, 5-20=617/26, 9-16=148/294, 10-15=639/0, 4-21=0/390, 3-21=-407126, 11-15=0/1962 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=8.4psf; BCDL=6.Opst; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) 1180.0Ib AC unit load placed on the bottom chord, 14-2-0 from left end, supported at two points, 5-0-0 apart. 4) All plates are MT20 plates unless otherwise indicated. 5) Al plates are 3x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 bottom chord live load RQFESS/O psf nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-M tall by 1-" wide will fit between the bottom chord and any other members. �� O sooty 2 8) A plate rating reduction of 20% has been applied for the lumber �Z green members.O2� 9) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Bottom Chord, nonooncunent with any other live loads. W rn C 074486 10) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard * 12-31-15 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert 1-7=-68, 7-13=68, 2-14=20, 12-14=50(F=30) I �Q gTFOF C March 18,2014 A lyARfA'ASi-Vefffrdesip paramrm and READ ACTFS ON MAN f= R NI7f A&%l EARE PAX IW-74)3lee IIHI 14 a9 1 uz Design varid 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 � F Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibl0'ify of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. esigr. Far general guidance regarormg Welk' + e'wa%�Ca �„d2F9eN: �'nmeg• r-. '�SF7�7 osi-Btu' uBdi '.6ampsesnt-, Safety Informalien avaliable from Truss Plate institute, 781 N. Lee Street, Suife 31 Z Alexandria, VA 22314. b.. 17 Citrus Heights, CA, 95810 If3as ftg+J.kasdseris .a�edesie/,vabses are ffisaseelectFve DWG1J'2U3.alBA Job Truss Truss Type Qty Ply R41605183 2471 B T1_F SPECIAL TRUSS 5 1 Job Reference (optional) aMc, Indio, CA - 92203 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 27=90 29=90 7.430 s Jul 25 2013 MTek Industries, Inc. Tue Mar 18 13:1327 2014 Page 2 ID:OLD2UghSzrYWLrO50vlsXzPQke-gAHyVWpb3SChYBhdRQ7tlhygkT?plRomysPaTpzZfoM AL WARKM -Parr desip parameters and REAL PA7FS ON WU Alm Ft IXIM IdI7FKREFERFAff ACE MR-74P3 ML 11af204 M,E iCitrusHeIgft, Design valid for use only with MITek connectors. This design's based only upon parameters shown, and is for anindividual building component. Appficabirity of design parameters and proper incorporation of component iis responslbirrty of building designer - not truss designer. &acing shown 's for lateral support of individual web members only. Additiond temporary bracing to insure stabg'rfy during construction's the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingGomPon,.from Truss Plate Institute. 781 N. Lee Street,Suite 31Z Alexandria, VA22314.eees�ue 0GA21f2Q13hVAl1cC CA, 85610