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MST2012-00074 11023 SAGE TER MST2012-00075 11015 SAGE TER MST2012-00076 11007 SAGE TER MST2012-00077 10999 SAGE TER CONSULTING LLC DrJ Consulting, LLC 6300 Enterprise Lane Madison, Wisconsin, 53719 Re: B1203125 MiTek 20/20 7.2 PULTE HOMES SUM. CRK BLDG 7 MAIN FLOOR The truss drawing(s)referenced below have been prepared by DrJ Consulting,LLC under my direct supervision based on the parameters provided by ProBuild (Clackamas). Pages or sheets covered by this seal: I5380470 thru15380484 My license renewal date for the state of Oregon is December 31,2013. Important Notice:The accuracy of the Truss Design Drawings relies upon: 1.Accurate metal plate connector design values as published by MiTek. 2.Accurate design values for solid sawn lumber.Design values(E,Emin,Fb,F• ind Fv)for solid sawn lumber and approved,grade stamped, finger jointed lumber shall be as defined by the grade stamp prior to crm-- ..ordance with the published values of lumber rules writing agencies approved by the Board of Review of the American Lumber Standards C -ance with the latest edition of ANSIJTPI 1 Section 6.3. `�PtD PRO, • 00IN46. /D 85525PE 94,OSEp •••• � OFFICE COPY RENEWAL DATE: 12/31/2013 April 3,2012 Ryan J. Dexter, P.E. The seal on these Truss Design Drawings indicates acceptance of professional engineering responsibility for the design assumptions as defined on this truss design drawing,solely for the truss component(s)depicted. The design assumptions, loading conditions, suitability and use of this component for any particular building is the responsibility of the building designer or owner of the trusses,per ANSI/TPI 1. The responsibilities and duties of the truss designer,truss design engineer and truss manufacturer shall be in accord with the latest edition of ANSI/TPI 1 Chapter 2 unless otherwise defined by a contract agreed upon by the parties involved. Job Truss 'TrussT a yp 0tY Ply PULTE HOMES SUM.CRK BLDG 7 MAIN FLOOR 1 15380470 • B1203125 Al FLOOR 2 1 ' L _l.___ __ _ .-.__.______ _. Job Reference(optional) _ Pro-Build Clackamas Truss.Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc.Mon Apr 02 18:55:20 2012 Page 1 . ID:137NXXY W YXphsj8700XOGTzmm G-07r?3Iugy1H 5egovAS Hd6aE7zVhOVhGAOh?m 1 YzUg8L 2-1-2 I 2-6-0 I 2-6-6 I 2-54 I I_. 2-54 II 2-5-1 2-5-1 2=7-10_ Scale=1:57.7 2x4 II 3x4 4x10 - 2x4 1I 3x4 2x4 II 4x12= 2x4 I 5x14 3x6 FP = 4x10 = 2x4 II 3x6 = 4x8 = 3x4 I' 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 _ _-.) ); 26 25 24 23 22 21 20 19 18 17 16 4x8 = 4x8 = 4x10 = 2x4 II 4x12 = 3x4 = 3x6 FP= 4x8= 3x6 = 4x8 = 4x12 = 35-7-0 I- 4-11-10 I -___ ,19r11 f_ 12-8-1g__. 15-3-12 1P8-1213-}]-0 29-9--12 i 25-6-6 __ 30-7-2 33-7.4 36-8-12 4-11-10 5-1-8 2-7-8 2-7-2 2 5 0 0.Z-8 2-]-8 __¢]1-10 5-0-12 3-0-2 1-11-6 0-d3 Plate Offsets(X,Y): [4:0-1-6,Edge],[6:0-5-8,Edge],[13:0-2-2,Edge],[14:0-1-8,Edge],[16:Edge,0-1-8],[17:0-2-12,Edge],[18:0-3-12,Edge],[24:038,Edge],[25:0-3-4,Edge], [26:Edge,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.21 24-25 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.36 24-25 >587 360 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(TL) 0.04 21 nta n/a BCDL 5.0 Code IBC2006/rP12002 (Matrix) Weight:180 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 OF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 21=2290/0-5-8 (min.0-1-8),26=770/0-4-0 (min.0-1-8),16=611/Mechanical Max Grav21=2290(LC 1),26=832(LC 2),16=713(LC 3) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2676/0,3-4=-2677/0,4-5=-2786/0,5-6=-2786/0,6-7=-10/1159,7-8=-12/1159, 8-9=-166/1589,9-10=-166/1589,10-11=-166/1588,11-12=-2201/412,12-13=-2240/404, 13-14=1682/0 BOT CHORD 25-26=0/1468,24-25=0/3041,23-24=-500/1690,22-23=-504/1686,21-22=-3486/0, 20-21=3186/0,19-20=-3486/0,18-19=-918/1496,17-18=-86/2256,16-17=0/1677 WEBS 8-21=-2249/0,2-25=0/1295,4-25=-393/130,4-24=-441/0,7-22=-255/0,6-24=0/1344, 6-22=-1990/0,8-22=0/2779,10-19=-263/0,8-19=0/2544,12-18=-260/0,11-19=-1718/0, 11-18=0/1022,13-18=-341/0,13-17=-620/195,5-24=-269/0,3-25=-261/0, 14.17=-29/279,2-26=-1642/0,14-16=-1764/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)A plate rating reduction of 20%has been applied for the green lumber members. 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 5)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and Fastened to each truss with 3-10d(0.131"X 3")nails. Strdngbacks to ��� (}`ID�Q �s be attached to walls atM3eir outer-ends ids or restrained-by other means. , 7)CAUTION,Do not erect truss backwards. . .: .,' 4G lyOlN, �� /, LOAD CASE(S) Standard Q- 85525PE c" • �/ e <Cr -94, 4/4i2 2 . %/OSEPN O.- RENEWAL DATE: 12/31/2013 April 3,2012 1 WARNING-Ver' des'n aemmeters and read notes on this Truss Desi n Drawin and instde0 DrJ Reference Sheet rev.03-11' before use.Desi i A dY 5 P 9 9 ( 1 9 valid son Nut with s a dap proper incorporation clorps a This a coni is based esp nson pa of buiern shown,and r wr er f t e trus es and nsmper. La Apprestrain disignati parametershownn in ctthebers compressionbucklingareftispsyuck ogdesigneruidi gsafthy buses and Additional temporarypoa restraint designations bracing on ire ivldual web and chordmembers are for thtae only,tona permanentming stability bracing tybracingf overall structure diagonal responsibilityel to insure Buildi duringnor constructionerf the us es.Forty of the installer.Additional sig building e fabrication,iby of the sstor ge, is the of the building designer or owner of the trusses. general guidance regarding design responsibilities, quality control,storage, • delivery,erection,lateral restraint and diagonal bracing,consult ANSI/I-PI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindusby.com. Job Truss Truss Type aty Ply PULTE HOMES SUM.CRK BLDG 7 MAIN FLOOR 15380471 I B1203125 A2 ,FLOOR 6 1 Job Reference(optional)_ . Pro-Build Clackamas Truss,Cleckemas,OR 97015-1129 63L55Aug 252011 MiTek Industries,vTjbPG Inc. Mon Aprn 18_rntE bK Page 1 ID:RepW9ZbPrS BGjBU3L55u6zmrnD-tJOOGSvTjbPyG_NSkAoseomKFu_mEEbKFLkJZ_zUgBK 2-1-2 2-6-0 I— 2-4-14 — Scale=1:30.4 3x4 — 4x10 — 2x4 1 4x6 — 2x4 4x8— 3x4 I'. 1 2 3 4 5 6 74 8 — q N to-- 12 11 10 9T 4x8= 4x10 -- 3x8 — 4x8 — 4x8 — 4-11-10 10-1-2 15-1-2 17-10-8 17-11-4 411-10_.. 51.8 c�r9rIl... Plate Offsets(X,Y): [6:0-2-10,Edd e],.[7:0-1-8,Edge1.[9;Edge,0-1-8],[10:0-3-0,Edgel,[11:0-2-0,Edge],(13:Edge00-1-8)___ LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deb L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.36 Vert(LL) -0.27 11-12 >776 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.50 11-12 >424 360 BCLL 0.0 Rep Stress!nor YES WB 0.38 Horz(TL) 0.09 9 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight:93 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Sid G BOT CHORD Rigid ceiling directly applied or 10-0-D oc bracing. REACTIONS (lb/size) 13=976/0-4-0 (min.0-1-8),9=964/0-1-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3243/0,3-4=-3283/0,4-5=-4154/0,5-6=-4154/0,6-7=-2240/0 BOT CHORD 12-13=0/1870,11-12=0/4054,10-11=0/3495,9-10=0/2230 WEBS 2-12=0/1500,4-12=-826/0,6-11=0/711,5-11=-258/0,3-12=-257/0,6-10=-1356/0, 7-10=0/557,2-13=-2061/0,7-9=-2374/0 NOTES 1)A plate rating reduction of 20%has been applied for the green lumber members. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. 3)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 4)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard co PROF �• 140N4 `pro \ 4" 85525PE j 9!/ GOP, 1 4.r 1. )'12 2P. `/OSE:PN O� RENEWAL DATE 12/31/2 013 April 3,2012 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included Did Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component_Applicabilityg of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint igolo/ designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint( diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure I is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB 89 and BCSI(Building Component Safety Information)available from CONSULTING[LC SBCA al www.sbcinduslry cam Jab 'Truss ''ITmss Type Oty Ply PULTE HOMES SUM.CRK BLDG 7 WIN FLOOR 15380472 B1203125 A3 FLOOR 2 1 1 Job Reference(optional) 1 Pro-Build Clackamas Truss,Clackamas,OR 97 01 5-11 2 9 L2507 Aug mmB-MiTek Industries,Inc.Mon Apr 02 mMIu 2E TK Page 1 ID:N 1wGaFCFN3RyU05Am77zXzmmB-tJOOGSvTjbPyG_NSkAoseomMlu42EETKFLkJZ_zUgBK 1 2-5-7 j 2-6-0 I H 1-4-1 Scale=1:20.1 2x4 4x8 = 2x4 j''. 4x6 — 5x6 = 2x4 12 3 4 5 67 89 o 13 5x8 12 11 10 3x8 = 4x6 = 5x8 -_ 11-11-12 • 5-3-3 103-3 j 11-104 11-ftC • 5-3-3 5-0-0 1-7-1 0-d-112 0-0-12 _Plate Offsets(X,Y): [2:0-1-8,Edge1,13;0-3-2,Edge],[5:0-2-6.Edge],[6:0-2-4,Edge] [8:0-1-8.Edgel.f10:0-1-9.Edgey fl t0 2-12 Edge] [12;0-3-8,Edge],[13:0-1-8 Edge1-__ __ . LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.07 12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.32 Vert(TL) -0.16 12-13 >908 360 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.03 10 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight:54 lb FT=0%F,0%E • LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 OF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=660/Mechanical,13=666/Mechanical FORCES (Ib)-Max.Comp.Rvlax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=-1880/0,4-5=-1880/0,5-6=-918/0,6-7=-918/0 BOT CHORD 12-13=0/1288,11-12=0/1734,10-11=0/877 WEBS 3-12=0/639,7-11=0/375,7-10=-1062/0,5-11=-881/0,3-13=-1388/0 NOTES 1)A plate rating reduction of 20%has been applied for the green lumber members. - 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2006 International Building Cade section 2306.1 and referenced standard ANSI/TPI 1. 4)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard ���EtS PROF¢, Q- 85525PE { f CC x_u- :-1k 94,V�Y12,2d + JQSEpt1 RENEWAL DATE: 12/31/2013 April 3,2012 i WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DM Reference Sheet(rev.03-111 before use.Design • valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusseses end installer. Lateral restraint art designations shown on individual web and chord members are for compression buddingnsta only,not al permanent stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consul ANSI/TPI 1,DSB89 and BCSI(Building Component Safety Information)available from CONSULT1NG LLC • j SBCA at wwwsbcindustry.com. -.1 Job Truss ITruss Type I Oty Ply PULTE HOMES SUM.CRK BLDG 7 MAIN FLOOR 15380473 B1203125 IiA4 FLOOR 2 1 • Job Reference(optional) Pro-Build Clackamas Truss.Clackamas,OR 97015-1129 7.250 a Aug 25 2011 MITek Industries,Inc.Man Apr 02 18:55:21 2012 Page 1 ID:occPCGfYg_pZpylfsugGb9zmm8-tJOOG5vTjbPyG_255k/�oseomNfu73EJrKFLkJZ_zUg8K I 1-10-14 1 2 2x4 l I 3 3x4 — 4 5 Scale=1:9.4 , • • I t• 7 6 4x4 = 4x4 • 4-2-4 Plate Offsets_(X,Y) 12;0-1-8.Edge] [4:0-1-8.Edge].[6:0-1-9 Edge] [7:0-1-10 Edge] _.. LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.14 Vert(LL) 0.00 7 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.07 6-7 >738 360 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight:20 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-2-4 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. • WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. • REACTIONS (lb/size) 7=234/Mechanical,7=234/Mechanical,6=234/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 3-7=-261/0,3-6=-261/0 NOTES 1)A plate rating reduction of 20%has been applied for the green lumber members. 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 'co PRQ -ss 85525PE • T' 9x 4, • +N �� 9 U(yY2 2 ,¢� �`/QSE PN 04 RENEWAL DATE: 12/31/2 013 April 3,2012 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11)before use.Design I valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraintDi/,,LLJ ',. designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, ' delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and SCSI(Building Component Safety Information)available from CONSULTING t.cc SBCA at www.sbcindustry.com. Jab 'Truss Truss Type I Qty IPIP y •PULTE HOMES SUM.CRK BLDG 7 MAIN FLOOR , 15380474 B1203125 A FLOOR 10 1 • Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc Mon Apr 02 18:55.19 2012 Page 1 ID:k_k9dygoCb3G3Fv2zJjkgazmm6-wxHdrPuCB_9E0gOjdIOZNhyp5LBmEm1 n 1 FDU5zUg8M 1 2-1-2 2-6-0 i 1 2-8-6 _ 2-5-4 2-5-4 ,__.2-r 2-5-1 1 1 2-1-10 Scale=1:61.1 2x4 3x4 = 4x10 - 2x4 I 3x6 - 2x4 I! 4x12 = 3x6 FP= 5x14 = 2x4 4x10 -- 2x4 I 3x6 = 2x4 11 4x10 - 3x4 I. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 �-�. ' � " � I'1' • 27 26 25 24 23 22 21 20 19 18 17 • 4x8 = 4x8 = 4x10- 2x4 I I 4x12 - 3x6 = 3x6 FP= 4x8 = 4x8 = 4x8 = • 4x12 = ill • • 35-7-4 4-11-10 10-1-2 __. 12-8-10_..y__15-3-12 17-8-12 17-11-4 20-6-12 25-6-6 30-7-2 35-6-12 33 1) 4-11-10 5-1-8 2-7-8 2-7-2 2-5-3 0--8 2-7-8 4-11-10 --- 5-0-12 4-11-10 0- 0-0-4 Plate Offsets_GX.Y) [6:0-5-4.Edgej.[13:0-2-14,Edgeb[17:Edae.0-1-81.118:0-2-0.Edoel.119:0-3-12.Edael.[25:0-3-4,Edgel.[26:0-3-4.Edae1,[27:Edge,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.21 25-26 >999 480 • MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.36 25-26 >598 360 BCLL 0.0 Rep Stress Incr YES WB 0.72 Hcrz(TL) 0.04 17 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight:188 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr 0 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except DOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Sid G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 22=2420/0-5-8 (min.0-1-8),27=746/0-4-0 (min.0-1-8),17=724/Mechanical Max Grav22=2420(LC 1),27=830(LC 2),17=810(LC 3) • FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2668/0,3-4=-2668/0,4-5=-2769/254,5-6=-2769/254,6-7=0/1569,7-8=0/1569, 8-9=0/1569,9-10=0/1587,10-11=0/1587,11-12=-2593/354,12-13=-2632/346, 13-14=-2678/0,14-15=-2678/0 BOT CHORD 26-27=0/1464,25-26=0/3028,24-25=-841/1668,23-24=-845/1664,22-23=-3886/0, 21-22=-3886/0,20-21=-3886/0,19-20=-887/1617,18-19=0/2978,17-18=0/1541 WEBS 9-22=-2378/0,7-23=-255/0,6-25=0/1410,6-23=-2051/0,9-23=0/2841,10-20=-263/0, 9-20=0/2630,12-19=-257/0,11-20=-1992/0,11-19=0/1280,13-19=-610/0, 13-18=-324/230,14-18=-262/0,15-18=0/1219,5-25=-269/0,4-25=-503/0,3-26=-261/0, 4-26=-389/205,2-26=0/1290,2-27=-1638/0,15-17=-1688/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)A plate rating reduction of 20%has been applied for the green lumber members. 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. ���c,D PRQI ,, LOAD CASE(S) Standard k,� �>��ijNE 45 /Q'A Q' 85525PE 1" 31,L O1h' RENEWAL DATE: 12/31/2013 April 3,2012 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included Ord Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability Et • of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint • designations shown on intlivitlual web and chord members are for compression buckling only,not forbulding stability bracing.Additional temporary restraint/ I diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure j • is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSIITPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING CLC L_ SBCA atwww.sbcinduslry.com. CONSULTING Job 'Truss ITuss Type Qty ,Ply PULTE HOMES SUM.CRK BLDG 7 MAIN FLOOR III B1203125 'AG-1 FLOOR I2 ^ 15380475 I - _�__. L Job Reference/ootionall Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc.Tue Aix 03 16:58:17 2012 Page 1 4- -0 yy ID:8ZPIG_igUWRrwjedeRGRlDzmm3-i2aUg5Kxbse5YlGNresrBgH9RrzY9G)AnkhdXWEzUMm4 8-4 Oli- 3-11-81 -_-_- d-2-0 4-1-8 0--8 11-8 Scale=1:15.8 10x10 -- 1 2 10x10 — 3 4 5 -o i _. _.. I _. i_ o N WI W2 r..-W1 ! W2 W1 l HHUS26-2 __ 10''9..,.% 8 7 6 10x10= 0)1 4-1-0 4-3-0 ____ 8-4-8 _ 8) 0-1 3-11-8 _ tl-2-0 4.1-8 0-1 Plate Offsets(X,Y): [2:03-2,0-3-31,[4:0-3-2,03-31[8:0-5-0,0-3-8) LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Ildefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 'i Vert(LL) -0.07 8 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.43 Vert(TL) -0.12 8 >830 240 BCLL 0.0 Rep Stress lncr NO WB 0.75 Horz(TL) -0.00 9 n/a n/a BCDL 5.0 Code IRC20061TP12002 (Matrix) Weight:83 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0oc pudins. BOT CHORD 2 X 6 DF No.2 G ROT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4DF Sid REACTIONS (lb/size) 9=968/0-5-8 (min.0-1-8),7=968/0-3-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2903/0,34=-2903/0 WEBS 3-8=-399/0,2-8=0/2956,4-8=0/2956,2-9=-784/0,47=-784/0 NOTES 1)2-ply buss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2 x 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-7-0 oc. Webs connected as follows:2 x 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)A plate rating reduction of 20%has been applied for the green lumber members. 4)This truss Is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSPTPI 1. 5)"Fix heels only"Member end fixity model was used in the analysis and design of this buss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)Use Simpson Strong-Tie HHUS26-2(14-10d Girder,4-10d Truss)or equivalent at 4-3-12 from the left end to connect truss(es)AG-2(2 ply 2 X 6 DF) to front face of bottom chord. 8)Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-5=100,6-10=-10 . ti PROFec Concentrated Loads(Ib) 't�' 0 Vert:8=-1000(F) ytr � jN �C . s/t�� ¢ 85525PE r 13 EGON Q' RENEWAL DATE: 12/31/2013 April 3,2012 A WARNING-Verify design parameters and read notes on tNs Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage. CONSULTING delivery,erection,lateral restraint and diagonal bracing,consult ANSIITPI 1,DSB-89 and BCSI(Building Component Safety Information)available from . W/NVL!/a�N LLC I SBCA al www_sbcinduslrycom. Job -_.. !Truss (Truss Type__—.. —__- Qty Ply_- PULTE HOMES SUM.CRK BLDG 7 MAIN FLOOR 1 15380476 1 181203125 AG-2 FLOOR 2 ' Job Reference(optional)2 Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 sAug 25 2011 MiTek Industries,Inc. Mon Apr 0218:55'24 2012 Page 1 ID:Sy X2ggkx08hZ91 nOmsJvNezmrnl-Hu4Wv7yLOWrW7R5gPILZGQOu464yQg4mxJz_AJzUg8H 3-7-02x4 -8-81 1 1$', 10-A' 3-5-8 0-1-8 • 1 2 4x4 - 3 4 Scale=1:9.3 • • • (V . _. — _...__1 l I 4x4 8 7 9 6 2x4 I 1-8I _._ .. 3-7-0 -84e 1-0 -- —_—__ 3-58.. _ _ 0-1-8 LOADING(psf) SPACING 2-0-0 ', CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 1 TC 0.13 Vert(LL) -0.01 6-7 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.43 Vert(TL) -0.02 6-7 >999 180 BCLL 0.0 Rep Stress!nor NO WB 0.01 Horz(TL) 0.00 6 Na Na BCDL 5.0 Code IRC2006/TPI2002 (Matrix) ', Weight:36 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-8-8 oc purtins. BOT CHORD 2 X 6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 DF Std G REACTIONS (lb/size) 6=641/0-2-0 (min.0-1-8),7=567/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2 x 4-1 row at 0-9-0 oc. - Bottom chords connected as follows:2 X 6-2 rows at 0-9-0 oc. Webs connected as follows:2 x 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)This truss is not designed to be used as a floor truss. 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 at joint(s)6. 7)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8)'Fix heels only"Member end fixity model was used in the analysis and design of this truss. 9)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)800 lb down at 2-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 'i-0 PR},Fe 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 cJ GiNE S% Uniform Loads(plf) '- "9 •1 • Vert:1-4=-100,5-8=-10 40 $5525PE .17 • Concentrated Loads(Ib) Cr r. Vert:9=-800(F) . ' ' OREG 1 It g )' 2fl +'L tiOsEpvi RENEWAL DATE 12/31/2013 April 3,2012 u WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev,03-11')before use.Design • valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint ii,Et ' designations shown on individual web and chord members are for compression buckling only.not forbuilding stability bracing.Additional temporary restraint/ 1 • diagonal bracing to insure Stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure 1 is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,OSB-89 and SCSI(Building Component Safety Information)available from CONSULTING LLC SBCA al www.sbcinduslry.com. Job Truss Tn1SS Type Qty Ply PULTE HOMES SUM.CRK BLDG 7 MAIN FLOOR 15380477 81203125 AG-3 FLOOR 2 2 Job Reference(optional) • Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc.Mon Apr 02 18:5524 2012 Page 1 ID:VXDBJhmpJ3480UWaR?sc?Gzmm -H 4Wv7yLOWnW7R5gPI LZGQOvz67QQg6mxJz_AJzUg8H 2-10-0 274 11 11-� 2-8-8 1-8 1 2 4x4 3 4 Scale=1:9.3 11 5 7 9 10 8'- 1 2x4 I 4x4— 0-1-S 2-10-0 _._ __._. 2-11-8 0-1-8 2-8-8 1-8' LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) -0.00 6-7 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.01 6-7 >999 240 BCLL 0.0 Rep Stress Ina NO WB 0.01 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IRC2006/TPI2002 (Matrix) Weight:29 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-11-8 oc purlins. BOT CHORD 2 X 6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4DFStdG REACTIONS (lb/size) 6=740/0-5-8 (min.0-1-8),7=585/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All farces 250(Ib)or less except when shown. NOTES 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2 x 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-9-0 oc. Webs connected as follows:2 x 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)A plate rating reduction of 20%has been applied for the green lumber members. 4)Refer to girder(s)for truss to truss connections. 5)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)500 lb down at 1-0-0,and 500 lb down at 2-4-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Floor-Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pit) ��fG,Q PROren Concentrated Loads(Ib)5.8=-10 � ,t1G(NEFq SiQ Vert:9=-500(F)10=-500(F) 44485525PE 9r. 'I, RENEWAL DATE 12/31/2013 April 3,2012 AWARNING-Veriry desgn parameters and read notes on this Truss Design Drawing and included D. Reference Sheet(rev.0&11')before use.Design valid for use with MiTek connector plates only.This design In based only upon parameters shown,and star an indivdual buiiaing oxuponent. abitly of design parameters and proper incorporation of the component is responsibility of building designer or owner of the busses and installer. Lateral restraint • • designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ ..., diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure li is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSITrPI 1,DSB-89 and BCSI(Building Component Safety Information)available from � � LLC SBCA at wwvisbandusiry.com. --__. _-_ _._. • Hid.) Truss I!TNss Type 'Qty Ply [PULTE HOMES SUM.CRK BLDG 7 MAIN FLOOR 1 15380478 '61203125 AG FLOOR 2 __-____j_ _ Job Reference(optional) Pro-Build Clackamas Truss,Cladramas,OR 97015-1129 7.250 s Aug 25 2011 MIT&my-p Industries,Inc.Mon Apr 02 18:55:23 2012 Page 1 ID:RwKxkNo3rgKsFogz2Qu44hzmmry-piWBhnxjFDffVH WUrbgKjOsh1 ierh65dif0Qdsztlg81 3-7-8 -__. _. 7-11-4___ ____,_ 12-3-0___,..___._-__ I 15-10-8 I 3-7-8 4-3-12 4-3-12 3-7-8 _- Scale=1:26.9 2x4 II 4x4 -- 4x8 = 1 2 4x8 = 3 4x4 = 4 5 6 7 vr _.__ _._. ___ _ _.._ L , '. r.l 14i,; 11 10 95xe- 2x4 5x8 = 4x6 = HHUS26-2 2x4 I 3-7-8 I 7-114 1123-0 _..___ 15-10-8 ! 3-7-8 4-3-12 _.. 4-3-12 3-7-8 Plate Offsets(X,Y) [2 0-3-4,0-1-81,f3:0-1-12,0.2-01.f5:0-1-12.0-2-0].[6:0-3-4,0-1-8],[9:0-3-8,0-2-81[11:0-3-8,0-2-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d • PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.28 Vert(LL) -0.23 9-10 >804 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.81 Vert(TL) -0.40 9-10 >459 360 !. BCLL 0.0 Rep Stress Ina NO WB 0.51 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 I Code IBC20061TP12002 (Matrix) i I Weight:155 lb FT=10% LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 1.7E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 6 DF No.2 G end verticals. WEBS 2 x 4 DF Std G`Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W2:2 x 4 DF No.1&Btr G REACTIONS (Ib/size) 12=1085/0-5-8 (min.0-1-8),8=1654/0-5-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-12=-1022/0,2-3=-3634/0,3-4=-5606/0,4-5=-5606/0,5-6=-5453/0,6-8=-1478/0 BOT CHORD 10-11=0/3634,9-10=0/5453 WEBS 3-11=-776/0,4-10=-417/0,5-9=-399/0,2-11=0/3732,3-10=0/2003,6-9=0/5600 NOTES • 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2 x 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-7-0 oc. Webs connected as follows:2 x 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)A plate rating reduction of 20%has been applied for the green lumber members. 4)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/-Pi t. 5)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails, Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)Use Simpson Strong-Tie HHUS26-2(14-10d Girder,4-10d Truss)or equivalent at 12-0-8 from the left end to connect truss(es)A06(2 ply 2 X 6 OF) to front face of bottom chord. 8)Fill all nail holes where hanger is in contact with lumber. �Q,co PRDF�'SS LOAD CASE(S) Standard NCO �NC'[�'EFq fOi7 1)Floor:Lumber Increase=1.00,Plate Increase=l.D0 85525PE Uniform Loads(Alf) Vert:8-12=-10,1-2=-100,2-6=-100,6-7=-100 . Concentrated Loads(Ib) Vert:9=-1000(F) ,p1- ✓ II.. •,; /��� `iOSEP% O • (RENEWAL DATE: 12/31/2 013 ! April 3,2012 i n ramelers and road notes on this Truss Des'n Drawin and included DrJ Reference Sheet(ree.03-I1')before use.Design WARNING-Verity desg pa g 9 valid fir use with a connector plates only.This design is based only upon parameters shown,and is for an Individual building component Applicability , Ey of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses end installer. Lateral restraint G designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, 1 delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPl 1,OSB-89 and BCSI(Building Component Safety Information)available from CONSULTINGLLC • • SBCA at w.w/sbclndustnLaa _ Job Truss Truss Type City Ply I PULTE HOMES SUM.CRK BLDG 7 MAIN FLOOR 15380479 .B1203125 C1 !FLOOR 12 1 1- - Job Reference(optional) —_-__—_�_—___ — -a— Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 h- MiTek Industries,Inc. Mon Apr 02 JvnCu 920123O Page 1 ID:RBSM18?kruTRoPTE2Ui3GGzmrmh-DHCHJpzbY82EMIF3XjN1LrllCJvnCuS930dS4EBzUgBF 2J-8 —. I —_2-6-0 1 I 1-0-8 Scale=1:19.7 4xB — 3x6 --- 2x4 5x8 = 3x6= 1 3 6 2 3 4 5 6 p i i N Ii, - 9 ri I 4x10 = 3x6 — 8 7 7 4x8 = 5x8 -- 7-10-4 _-_-- _._ 11-10-0 _.... Plate Offsets(X.Y): f2:0-2-8,Edgel.f7:Edge.0-1-8],[8:0-3-0.Edgel.110.Edge.0-1-81 • LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.28 Vert(LL) -0.06 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 ,'1 BC 0.32 Vert(TL) -0.16 8-9 >891 360 BCLL 0.0 - Rep Stress Incr YES WB 0.49 Horz(TL) 0.03 7 n/a n/a BCDL 5.0 Code IBC2006/TP12002 ''I (Matrix) Weight:58 lb FT=0%F,0%E • LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 OF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=641/0-2-0 (min.0-1-8),7=641/0-2-0 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1294/0,3-4=-1676/0,4-5=-1676/0 BOT CHORD 9-10=0/1285,8-9=0/1788,7-8=0/786 WEBS 4-8=-263/0,3-9=-534/0,5-8=0/960,5-7=-981/0,2-10=-1390/0 NOTES 1)A plate rating reduction of 20%has been applied for the green lumber members. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. 3)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced al 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 's,��,�p PROpt s tiG]NEF� /p- Q 85525PE r' 'Sy ✓ • i . ,Q 1 G(yi2 el\ -i-` `0sEPN O RENEWAL DATE 12/31/2013 April 3,2012 'I A WARNING-Verify design parameters and read notes on this Truss Design Drawing and included Dm1 Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and Is for an individual building component.Applicability of design parameters and proper incorporator of the component is responsibility of building designer or owner of the trusses end installer.Lateral restraintii2ort I designations shown on individual web and chord members are for compression buckling only,not forbullding stability bracing.Additional temporary restraint ' diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage. delivery,erection,lateral restraint and diagonal bracing,consult ANSIITPI 1,DSB-89 and BC51(Building Component Safety Information)available from CONSULTINGac SBCA at www.sbcindustry.com. Job Truss I Truss Type Qty i Ply :PULTE HOMES SUM i .CRK BLDG 7 MAIN FLOOR 15380480 B1203125 C2 '.FLOOR 1 1 IJob Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MRek Industries,Inc.Mon Apr 02 18:55:27 2012 Page 1 ID:Oa_7jtl_N Wj91jddAvkYLhzmrmf-hTmfX9_EJRA5_vgF4 RvGu3oM2J6NdtVcd H BemezUg8E 2-7-12 __.__._____. 2-6-0 -__ 2-4-12 Scale=1:17.7 2x4 4x10 = 2x4 '. 12x4 2 4x10 — 3 4 56 Sd ` I N - N 9---i 4x8 — 8 7 4610 — 4x6 — 10-8-0 _- 2-9-4 I —_.. _ 5-4-0 -____-_ 1050 2-9-4 2-6-12 -. 5-1-0 —_.-- ip-(}1 2 0-2-4 Plate Offsets(X,Y): [5:0-1--8 Edge].[7:0-1-8,Edgej,[9:Edge,0-1-8] LOADING(psf) i SPACING 2-0-0 CSI DEFL in (loc) 1/deb L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.34 Vert(LL) -0.04 8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.32 Vert(TL) -0.13 8-9 >937 360 BCLL 0.0 Rep Stress!nor YES WB 0.61 Horz(TL) 0.02 7 n/a n/a 1 BCDL _.. .5.0 1 Code IBC20067TPI2002 Matrix Weight:55 lb FT=0%F,0%E-. _.---__ __-- _ - _—_ LUMBER BRACING TOP CHORD 4 X 2 DF No.1&13tr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.18Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 9=566/0-2-0 (min.0-1-8),7=583/Mechanical Max Grav9=962(LC 3),7=979(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-962/962,2-3=-2513/0,3-4=-2506/0,4-5=-875/875 BOT CHORD 8-9=0/2122,7-8=-19/2043 WEBS 3-8=-263/0,2-8=-695/1528,4-8=-611/1597,2-9=-2213/0,4-7=-2074/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)A plate rating reduction of 20%has been applied for the green lumber members. 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. 5)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)This truss has been designed for a total drag load of 380 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 10-5-12 for 380.0 plf. 7)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 8)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard T,ktO PR°Fe to �NG]N�F9 sD1, 85525PE r it- 1+ ' h 2 2o� '}- �aSEPN ° RENEWAL DATE: 12/31/2013 April 3,2012 WARNING-Nerdy desgn parameters and read notes on thin Truss Design Drawing antl included Dr,l Reference Sheet(rev.03-11')before use.Design valid for use with MuTek connector plates only.Tnis design is based only upon parameters shown,and isfor ar individual building component.Applicability , of design parameters and proper incorporation of the component is responsibility of building designer or owner of the Imsses and installer. Lateral restraint r designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ 0 diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the Trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery.erection,lateral restraint and diagonal bracing.consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING i.i SBCA atwww.sbcindustry.com. 'Job Truss Truss Type Oty Ply PULTE HOMES SUM.CRK BLDG 7 MAIN FLOOR 15380481 I IB1203125 C FLOOR 20 1 L. '—_ '.Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc. Mon Apr 02 18:55:25 2012 Page 1 ID:EgN5AgOtTrNyVMXwygLf2xzmrg2-DHCHJpzbY82EMIF3XjN1 LrUCAvIvuWF3OdS4EBzUg8F 2-3-8 t 2-6-0 — I 2-3-6_... Scale=1:26.4 3x6 — 4x6 — 4x6 2x4 I. 4x6 = 3x6= 1 2 3 4 5 6 4x6 7 \ N i l y .. __ 1�-, _ �` Fri 11 10 9 8 21 4x10 — 4x6 -- 3x6 = 4x6 — 4x10 = r 7-104__.. __-- 15-8-8 7-10-4 7-19A _.. Plate Offsets(X,Y): 12:0-1-8.Edge],f3:0-2-10,Edge],[5.0-1-14,Edge],[6:0-1-8,Edge),[8:Edge,0-1-8],[9:0-2-4,Edge),[11:0-2-4,Edge),[12:Edge.0-1-8] _____ LOADING(psi') SPACING 2-0-0 CSI DEFL in (loc) 1/defl L/d 1 PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.29 Vert(LL) -0.16 10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.47 Vert(TL) -0.30 9-10. >619 360 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.06 8 n/a n/a BCDL 5.0 Code IBC20061TP12002 (Matrix) Weight:83 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 12=843/0-2-0 (min.0-1-8),8=843/0-2-0 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1797/0,3-4=-3161/0,4-5=-3162/0,5-6=-1798/0 BOT CHORD 11-12=0/1789,10-11=0/2777,9-10=0/2779,8-9=0/1789 WEBS 4-10=-260/0,3-11=-1059/0,3-10=0/415,5-10=0/413,5-9=-1060/0,2-11=0/444, 6-9=0/444,2-12=-1934/0,6-8=-1934/0 NOTES 1)A plate rating reduction of 20%has been applied for the green lumber members. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. 3)This truss is designed in accordance with-the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard StPE4 PROF6- 85525PE r- 11 v ;'4f. 4Q 9,,y �)"12,2°• -ice' ts `10SEPN ° RENEWAL DATE: 12/31/2013 April 3,2012 WARN NG-Verify design parameters and read notes on this Truss Design Drawing and included Dr.]Reference Sheet(rev.03-11')before use.Design - valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint Zfri designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ • diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure • is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,tabri quality control,storage, jcation, delivery,erection,lateral restraint and diagonal bracing,consult ANSITTPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING Lir SBCA at www.sbondushy.com. Job 'I Truss 'Truss Type 01y Ply PULTE HOMES SUM.CRK BLDG 7 MAIN FLOOR 15380452 B1203125 C-DRAG FLOOR I 2 1 L '.Job Reference(optional) _ _._ Pm-Build Clackamas Truss,Clackemas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc.Mon Apr 02 18:55:28 2012 Page 1 ID.kXnOma47B2LS8 UVazSKj2lzmrma-99J 1 kU7s4llyb3PRe8QVQGZTnjQLMHIMsxxBJ4zUg8D I— 2-3-8 ___..._.._26-0 2-3-8 Scale=1:26.4 3x6= 4x8 = 4x10 = 2x4 4x10— 3x6— 1 2 3 4 J 5 6 4x8 7 ` 10 9 8 4x10= 4x6 — 4x12— 4x6 — 4210 -- 2-9-8 _.. 7-104_.. I 12-11-0 — _158-8. 2-9-8 5-0-12 5-0-12 2-9-8 -- Plate ORsets_(X,Y): [2:0-1-8,Edge].[6:0-1-8.Edge].[8:Edge.0-1-8],[9:0-1-8,Edge],111:0-1--8 Edael 112:Edge 0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (hoc) I/dell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.60 Vert(LL) -0.08 9-10 >999 480 i MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.47 Vert(TL) -0.16 9-10 >951 360 ''. BCLL 0.0 Rep Stress!nor YES WB 0.79 Horz(TL) 0.04 8 n/a n/a • BCDL 5.0 Code IBC2006/TPI2002 • (Matrix) Weight:98 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.i&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 12=-412/4-2-0 (min.0-1-8),8=594/0-2-0 (min.0-1-8),11=1505/4-2-0 (min.0-1-8) Max Holz 12=-126(LC 6) Max Uplifl12=-1568(LC 7),8=-103(LC 8),11=-276(LC 8) Max Grav12=1043(LC 8),8=859(LC 7),11=2300(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-966/966,2-3=-1292/2878,3-4=-3277/1468,4-5=-2303/592,5-6=-2477/870, 6-7=-966/966 BOT CHORD 11-12=-3371/1768,11-13=-2520/1615,10-13=-2520/2941,9-10=-877/2852, 8-9=-320/1829 WEBS 4-10=-275/0,3-10=-347/1754,5-10-963/678,2-11=-1876/745,3-11=-2485/319, 2-12=-2440/4154,6-9=-184/458,5-9=-1104/602,6-8=-1977/345 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)A plate rating reduction of 20%has been applied for the green lumber members. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1568 lb uplift at joint 12,103 lb uplift at joint 8 and 276 lb uplift at joint 11. 5)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/1-PI 1. 6)This truss has been designed for a total drag load of 380 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 4-2-0 for 1432.5 plf. 7)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. /0 PR open 8)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement .C, NE.-G]N /0 at the bearings.Building designer must provide for uplift reactions indicated. V. 9)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 4� $5525PE i" be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard / ' d OREGON,, WQ . 94, 4'01220\ �� do sEPN Off' RENEWAL DATE: 12/31/2013 April 3,2012 I A WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown.and Is for an Individual building component. reebiain of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint wriEll designations shown on individual web and chord members are for compression buckling only,not al padding stability bracing.Additional temporary restraint diagonal bracing to insure stability during r or owner is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSITTPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSI/LTiNt9 LLC SBCA at wwwsbcindustry.com. __-- i Job Truss Truss Type Qty Ply PULTE HOMES SUM.CRK BLDG 7 MAIN FLOOR I 15380483 B1203125 CG ,FLAT :4 2 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MITek Industries,Inc. Mon Apr 02 18:55:28 2012 Page 1 10:5Vavp18FOa_kEFOYI?wulozmrmV-9gJ 1 kU?s4l lyb3PRe8QVQGZScjN4M MvMsxx9J4zUg80 5-3-7 10-5-1 I 15-8-8 5-3-7 5-1-11 5-3-7 Scale=1:27.2 2x4 '.I 2x4 I 4x8 = 1 4x8 _ 2 3 4 n —— _-_ -. i.;. _.___ - -____..___ `_ii � Y , I. ` a _. . 7 __.. fi4x8 = 9 10 'k-6 .1 2x4 4x8 = 2x4 I i 5-3-7 10-5-1 —H 15-8-9 5-37 __.. 51-11 5-3-7 Plate Offsets(X.Y): 11:Edge,Q-1-8L f4:Edge,0-1-81,[6:0-3-8,0-1-81[7:0-3-8 0-1-81 ------- LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud i PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.67 Vert(LL) -0.32 6 >572 360 • MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.57 6 >327 240 BCLL 0.0 j Rep Stress Incr NO WB 0.47 Horz(TL) 0.01 5 n/a n/a BCDL 5.0 Code IRC2006/TPI2002 (Matrix) 1 I'I Weight:140 lb FT=10% LUMBER -__.. ` BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 4-8-11 oc purlins, except BOT CHORD 2 X 6 DF 2400F 2.0E end verticals. WEBS 2 x 4 DF Std G"Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W2:2 x 4 DF No.1&Btr G REACTIONS (lb/size) 8=1114/0-5-8 (min.0-1-8),5=2182/0-5-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-8=-1082/0,1-2=-5881/0,2-3=5881/0,3-4=5881/0,4-5=-1164/0 BOT CHORD 6-7=0/5881 WEBS 2-7=-653/0,3-6=-423/0,1-7=0/5946,4-6=0/5946 NOTES 1)2-py truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2 x 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-9-0 oc. Webs connected as follows:2 x 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced floor live loads have been considered for this design. 4)A plate rating reduction of 20%has been applied for the green lumber members. 5)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)800 lb down at 12-0-0,and 800 lb �Rt0 PR afikss down at 14-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. c �11,01 (,�€g /� LOAD CASE(S) Standard 4.0CC 'S7' 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 85525PE r Uniform Loads(plf) Vert:5-8=-10,1-4=-100 Concentrated Loads(Ib) Vert:9=-800(F)10=-800(F) �� 4i,ARE ��' 9'Je �1Y12,2c) + dOSEPO Q PENEWAL DATE: 12/31/2013 April 3,2012 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design I valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraintl Ca diagonal bracing to insure stability during construction's the responsibility of the installer.Additional permanent building stability bracing of the overall structure I is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safely Information)available from CONSULTING L SBCA at www.sbcindustry.com. _ Job Truss Truss Type Oty Ply PULTE HOMES SUM.CRK BLDG 7 MAIN FLOOR i 1 i 15380484 I B1203125 CSTUB FLOOR -4 1 _._` __-_____ Job Reference(optional) J Pro-Build Clackamas Truss,Clackemas,OR 97015-1129 7.250 s Aug252011 MiTek Industries,Inc Mon Apr 0218:55:292012 Page 1 I D:EqN 5AgOtTrNyVMXwygLf2xzmrg2-estPyq?Ug3QpDC_eCrxkzU6jR7mi5lxV4bgkrWzUg 8C ,_ 2-3-e_-. L_. 2-6-0_ —..___H 2-3-8 __.-._a Scale=1:26.2 3x6 = 4x6= 4x6 = 2x4 4x6 — 2x4 I 1 2 3 4 5 6 4x678 .c - , - 11 —f'— 1 i , = i N 43 12 11 10 9 4x10 — 4x6 — 3x6 = 4x6 — 4x6 = 15 -8 7-104 7-74 0-d'-8 0-2-8 Plate Offsets(X.Y): f2:0-1-8,Edge1,13:0-2-1D,Edge1,15:0-1-10,E)ge]�.f6;0-1-8 Edge] 17:0-1-8,Edge1-J9:0-1-8.Edge1,110:0-2-0,Edgel,f12:0-2-4,Edge],f13:Edge,0-1.8�_ LOADING(psf) SPACING 2-0-0 'i CSI DEFL in (loc) 1/defi Ud III I PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.28 Vert(LL) -0.16 11 >999 480 I MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.46 Vert(TL) -0.29 11-12 >630 360 BCLL 0.0 Rep Stress!nor YES WB 0.23 �!11 Horz(TL) 0.06 9 n/a n/a BCDL 5-0 Code IBC200677PI2002 (Matrix) Weight:79 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Blr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=836/0-2-0 (min.0-1-8),9=853/Mechanical FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1780/0,3 4=3110/0,4-5=-3110/0,5-6=-1709/0 BOT CHORD 12-13=0/1772,11-12=0/2743,10-11=0/2712,9-10=0/1700 WEBS 4-11=-259/0,3-12=-1041/0,3-11=0/396,5-11=0/430,5-10=-1084/0,2-12=0/437, 6-10=0/452,2-13=-1915/0,6-9=-1852/0 NOTES 1)A plate rating reduction of 20%has been applied for the green lumber members. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)13. 4)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard ,,cp �GINE.4-Ssca 44, 'z'' 85525PE r 9 y4 0 4¢ 14, 41'12,2o1 - dOSEPN O` RENEWAL DATE: 12/31/2013 April 3,2012 f use.Design WARNING-with design parameters and read notes on this Truss Design Drawing and included DM n Reference Sheet(rev.03-11')before g valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint X' designations shown on individual web and chard members am for compression buckling only,nil al ding stability bracing.Additional temporary ll structure diagonal bracing to insure stability during r or ow construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the tmsses.For general guidance regarding design responsibilities,fabrication,quality control,storage, ''' delivery.erection,lateral restraint and diagonal bracing,consult ANSIITP!1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING_L SBCA at www.sboindustry.com. _.. Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION �" Center plate on joint unless x,y Failure to Follow Could Cause Property 4 offsets are indicated. 6-4-8 Damage or Personal Injury dimensions shown in B-in-sixteenths g 1 ry ,_� Dimensions are in ft-in-sixteenths. I (Drawings not to scale) • • �� Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g.diagonal orx-bracing,is always required. See and fully embed teeth. Bcsl1. 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves may require bracing,or alternative T,I,or Eliminator bracing should be 0-VI 6 1 2 3 considered. HORDS 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 4 owner and all other interested parties. 1610P 5. Cul members to bear tightly against each other. p 6. Place plates on each face of truss at each pint and embed fully.Knots and wane at joint locations are regulated by ANSI/TPI 1. For 4 x 2 orientation,locate , O 7. Design assumes trusses will be suitably protected from the environment in accord with plates 0-'na'�from outside ive � U Unless P11. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. edge of truss. c-s cca O 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative - treated,or green lumber. BOTTOM CHORDS 10.Camber is a non-structural consideration and is the responsibility of truss fabricator.General This symbol indicates the practice is to camber for dead load deflection. required direction of slots in ''., 8 7 6 5 I1.Plate type,size,orientation and location dimensions indicated are minimum plating requirement. 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that connector plates. specified. 13.Top chords must he sheathed or purlins provided at spacing indicated on design. *Plate location details available in MiTek 20/20 14.Bottom chords require lateral bracing at lo ft.spacing,or less,if no ceiling is installed,unless software or upon request. otherwise noted. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 15.Connections not shown are the responsibility of others. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 16.Do not cut or alter truss member or plate without prior approval of an engineer. PLATE SIZE THE LEFT. 17.Install and load vertically unless indicated otherwise. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance CHORDS AND WEBS ARE IDENTIFIED BY END JOINT risks.Consult with project engineer before use. The first dimension is the plate19.Review all portions of this design(front,back,words and pictures)before use.Reviewing 4 x 4 width measured perpendicular NUMBERS/LETTERS. pictures alone is not sufficient to slots.Second dimension is 20.Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. the length parallel to slots. I 21.Unless information is otherwise provided to DrJ in writing,the use of these designs presumes approval,through the building designer or owner of the trusses,of the loads and related PRODUCT CODE APPROVALS design assumptions(e.g.spans,profiles,deflection,etc.)found on each of the individual LATERAL BRACING LOCATION design drawings. ICC-ES Reports: 22.These trusses are designed using MiTek Sapphire standard analysis methods in accordance with ANSIRPI 1 and related proprietary information. • /I Indicated by symbol shown and/or ESR-131 l,ESR-1352,ER-5243,9604B, 23.It is extremely important to properly install temporary lateral restraint and diagonal bracing,in �/ by text in the bracing section of the accordance with BCSI-B2 or using proprietary methods(e.g.Stabilizer,etc.). 9730,95-43,96-31,9667A 24.Sheathing applied in the plane of the truss Is not considered in the design of the individual truss output. Use T.I or proprietoy bracing NER-487,NER-561 components unless specifically noted. (e.g.eliminator) if indicated. 95110,84-32,96-67, ER-3907,9432A 25.Graphical purlin representation,if shown,does not depict the size or orientation of the purlin along the top and/or bottom chord.Purlins must be designed by others for size,and positioned in such away as to support the imposed load along the clearspan of the puriin. BEARING I 26.Due to the lateral thrust developed by scissor type trusses,if scissor type trusses are part of this design,careful consideration should be given to bearing wall conditions.Bearing walls of I Indicates location Icwons vary bearings scissor type trusses should be designed in such a manner that the walls will safely withstand the lateral forces of the trusses.Consideration of these items is not a part of this truss design (supports) occur. Icons but and is not the responsibility of the truss plate supplier,the truss designer,nor the truss ©2011 DrJ Consulting,LLC All Rights Reserved fabricator. Cora III��III� reaction section indicates Joint _. __ ___ petent trussdprofessional dra ingrele houldbe secured rmetalplat connector 1111.111 .._ number where bearings occur. -. 27.The accuracy of the truss design drawing relies upon accurate metal plate connector design values as published by MiTek and accurate design values for solid sawn lumber. Design values(E,Emin,Fb,Fc,Fcp,Ft,and Fv)for solid sawn lumber and approved, grade stamped,finger jointed lumber shall be as defined by the grade stamp prior to cross cutting and in accordance with the published values of lumber rules writing Industry Standards: 'I I r . , agencies approved by the Board of Review of the American Lumber Standards ANSI/TPII: National Design Specification for Metal t Committee in accordance with the latest edition of ANSIrtP11 Section 6.3. Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. DrJ Consulting, LLC • BCSI1: Building Component Safety Information, " 6300 Enterprise Lane Guide to Good Practice for Handling,Installing&Bracing of Metal Plate Madison, WI 53719 CONSULTING cc c Connected Wood Trusses. .E11 CONSULTING ccc DrJ Consulting, LLC 6300 Enterprise Lane Madison, Wisconsin, 53719 Re: B1203127 MiTek 20/20 7.2 PULTE SUM CRK BLDG 7 UPPER FLOOR The truss drawing(s)referenced below have been prepared by DrJ Consulting,LLC under my direct supervision based on the parameters provided by ProBuild (Clackamas). Pages or sheets covered by this seal: I5380485 thruI5380498 My license renewal date for the state of Oregon is December 31,2013. Important Notice:The accuracy of the Truss Design Drawings relies upon: 1.Accurate metal plate connector design values as published by MiTek. 2.Accurate design values for solid sawn lumber.Design values(E,Emin,Fb,Fc,Fcperp,Ft,and Fv)for solid sawn lumber and approved,grade stamped, finger jointed lumber shall be as defined by the grade stamp prior to cross cutting and in accordance with the published values of lumber rules writing agencies approved by the Board of Review of the American Lumber Standards Committee in accordance with the latest edition of ANSI/TPI 1 Section 6.3. <<,0,0 PROF? ,,pIN4R Q' 85525P 1111. 1.,� OREGON ie q4I li4y12 2p, � '103EPN O� RENEWAL DATE: 12/31/2ai3 April3,2012 Ryan J. Dexter, P.E. The seal on these Truss Design Drawings indicates acceptance of professional engineering responsibility for the design assumptions as defined on this truss design drawing,solely for the truss component(s)depicted. The design assumptions, loading conditions,suitability and use of this component for any particular building is the responsibility of the building designer or owner of the trusses,per ANSI/TPI 1.The responsibilities and duties of the truss designer,truss design engineer and truss manufacturer shall be in accord with the latest edition of ANSI/TPI 1 Chapter 2 unless otherwise defined by a contract agreed upon by the parties involved. IP 'Job 'Truss Truss Type Qty 'Ply PULTE SUM CRK BLOG 7 UPPER FLOOR 7 15380485 B1203127 •Al iFLOOR 4 _ 1 Job Reference(optional) _._. ____ ___- ID:eOJsMJ Pro-Build2012 Clackamas Trans.Clackamas,DR 97015-1129 cfEf SAug zI 0u- MiTek Industries,Inc. Mon Aprs Ky1rr01 ZNO Page 1 )3D1JPcfEffSljb?zIEOu-vkxwdMl kf3F2EMRfaubQUsKKy1 muuNQFSJVHzUg30 0-8-12 2-6-0._11 1-10-8 HI1-0-0 lH1-6-0 11-6-0,-1 -2-4-7 2-7-9 ; i 1-11-12 i 0.6-0 Scale=1:58.1 4x8 = 4x6= 4x10 = 3x6 FP- 6x6= 3x4 2x4 'I 4x6 2x4 !! 3x6 - 2x4 I 3x6 FP= 3x4 ..I 4x10 2x4 4x8 - 2x4 ''I 4x8- 3x4 II 1 2 33A. 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 2 _I+lr E J $, 32 31 30 29 28 27 26 25 24 23 22 21 20 4x6- 4x10 = 2x4 I 3x6  4x8 _ 4x6 = 4x12 = 3x6 FP= 4x12 2x4 3x6 6x6 - 4x8 -- 3-74 1 5-7-4 I6-11-4 10-0-12 17-7-2 -17-9[11 25-9-12 y-27-9-8 32-11-0 3-9A 35-9-8 3-7-4 2-0-0 1-0-0 3-1-8 _ 7-6-6 0-2-9 8-0-1 - 1-11-12 5-1-8 -10-8 2-0-0 Plate Offsets(X,Y): [1:Edge,0-1-8],[2:0-3-8,Edge],[4:0-1-8,Edgel,[5:0-1-8,0-0-0],[8:0-1.8,Edge],[15:0-1-B,Edge],[16:0-1-8,0-0-0],[17:0-2-10,Edgel,[20:Edge,0-1-8],[21:0-3-0 ,Edgej,[22:0-1-8,Edge],[23:0-1-8,Edgel,[24:0-5-8,Edgel.[26:0-4-4,Edge],[27:0-1-8,Edge],_[28:0-2-0,Edge],[29:0-1-8,Edgel,[30:0-1-8,Edgel LOADING(psf) I, SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.82 Vert(LL) -0.26 28-29 >830 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 • BC 0.69 Vert(TL) -0.41 28-29 >524 360 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(TL) TL) 0.05 20 n/a n/a BCDL 5.0 Code IBC2006/TP12002 (Matrix) - _ _ Weight:175 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS All bearings 0-4-0 except(jt=length)26=0-5-2. (Ib)- Max Gray All reactions 250 lb or less at joint(s)except 32=841(LC 2),26=2266(LC 1), 20=736(LC 3),20=648(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2075/0,3-4=-2102/0,4-5=-2946/0,5-6=-2946/0,6-7=-2832/6,7-8=-2834/5, 8-9=-1836/466,9-10=-1836/466,10-11=0/3245,11-12=0/3249,12-13=-1626/724, 13-14=-1665/722,14-15=-1665/722,15-18=-2419/76,16-17=-2416/75,17-18=-620/0 BOT CHORD 31-32=0/756,30-31=0/2943,29-30=0/2946,28-29=0/3049,27-28=-462/1848, 26-27=-1159/133,25-26=-1344/305,24-25=-1344/305,23-24=-78/2419,22-23=-76/2419, 21-22=0/1860,20-21=0/578 WEBS 8-27=-730/0,12-26=-2581/0,12-24=0/1646,13-24=-260/28,15-24=-1337/0, 11-26=-283/0,3-310-268/14,4-31=-936/9,2-31=0/1447,2-32=-1118/0,17-22=-231/600, 17-21=-1340/0,18-21=0/574,18-20=-994/0,8-28=0/1228,10-26=-2620/0, 10-27=0/2024,6-29=-155/475,6-28=-441/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)A plate rating reduction of 20%has been applied for the green lumber members. 3)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TP11. 4)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. .<<y �p POf ,sS 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to �, F be attached to walls at their outer ends or restrained by other means. �NG)NE . /' 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard 85525PE r • 9i_ J 0-E r N 9 (it),12,`201 -4� 4, 12, ION- RENEWAL DATE 12/31/2013 April 3,2012 1 Al, WARNING-Verify design parameters and read notes on this Tnlss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint Emit • designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ • diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure 1 is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult AN51R CONSULTING 1,DSB-89 and BCSI(Building Component Safety Information)available from LLc SBCA at wwbndustcom. • Job (Truss Truss Type Qty Ply PULTE SUM CRK BLDG 7 UPPER FLOOR 15380486 B1203127 A01-A FLOOR 1 • -y -- _ L Job Reference(optional) Pro-Build Clackamas Truss,Clackamas.OR 97015-1129 7250 s Aug 25 2011 MiTek Industries,Inc. Mon Apr 02 19:00:56 2012 Page 1 ID:aORdn?kJIUZ7sy01 at3BgQzIEOs-Zm81 aezbgXcQyTUUs11QjR8WcrJDDczeHz0YOzUg35 3-2-4 1 6-4-8I 7-8-8_ --1 11-8-8 i..__._____—_—_ 15-8-8 � 3-2-4 3-2-4 1-4-0 4-0-0 4-0-0 Scale=1:27.2 I 1-4-0 2x4 I' 4x10 - 3x8 - 2x4 5x10 -' 2x4 1 1 2 3 4 5 6 I 1 , I 14 16 12 16 11 10 95 8 4x8 — 2x4 I 848 — 2x4 ''I 2x4 4x6 HUS26 I_ 3-2-4 6-4-8 7-8-8 11-8-8 __ __15.8-8 - 3-2-4 3-2-4 _ 1-4-0 4-0-0 —_._. 4-0-0 _Plate Offsets(X.Y): [2:0-4-8,0-1-12],[3:0-2-12,0-1-8],[5:0-5-0,0-1-12],[9:0-3-0 0-1-121 LOADING(psf) SPACING 2-0-0 CSI DEFL in (hoc) I/deft Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.62 Vert(LL) -0.30 10 >611 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.72 Vert(TL) -0.53 9-10 >349 240 BCLL 0.0 Rep Stress Incr NO i WB 0.86 Horz(TL) 0.07 7 n/a n/a • BCDL 5.0 Code IRC2006/TPI2002 (Matrix) i Weight:138 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-11-0 oc purlins, except BOT CHORD 2 X 6 DF 2400F 2.0E`Except' end verticals. B2:2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 DF Std G REACTIONS (lb/size) 13=2869/0-4-0 (min.0-1-8),7=1327/0-4-0 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-9093/0,3-4=-7962/0,4-5=-7962/0 BOT CHORD 13-14=0/7944,14-15=0/7944,12-15=0/7944,12-16=0/7944,11-16=0/7944,10-11=0/8007, 9-10=0/7962,8-9=0/4807,7-8=0/4807 WEBS 4-9=-464/0,3-10=-1275/0,2-12=0/1321,2-13=-8208/0,5-9=0/3405,3-11=0/1978, 2-11=0/1228,5-7=-4929/0 NOTES 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2 x 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-5-0 oc,2 X 4-1 row at 0-9-0 oc. Webs connected as follows:2 x 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced floor live loads have been considered for this design. 4)A plate rating reduction of 20%has been applied for the green lumber members. 5)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. ` 7)Recommend 2x6 slrongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to <Pt,O PRaces, be attached to walls at their outer ends or restrained by other means. c, G]NE +9/ 8)Use Simpson Strong-Tie HUS26(14-10d Girder,4-10d Truss,Single Ply Girder)or equivalent at 3-10-0 from the left end to connect t? ' �''q 'a truss(es)BEAM(1 ply 2 x 4 DF) to front face of bottom chord. , .4 47 o c')c'Ei •.f" 9)Fill all nail holes where hanger is in contact with lumber. . . 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)500 lb down at 1-4-0,and 500 lb down at 2-8-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 9 RE 0 (V� 11, 4)'122P\ +A' Continued on page 2 �0)'12 (Si RENEWAL DATE: 12/31/2013 April 3,2012 • AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev-03-11')before use-Design 1I valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component-Applicability 1 of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer- Lateral restraint i , r I designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ I diagonal bracing to insure stab.hly during constmclion is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, rk ». delivery,erection,lateral restraint and diagonal bracing,consul)ANSIRPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LL SBCA at www.sbcindustry.com. Job -Muss Truss Type Oty Ply - PULTE SUM CRK BLDG 7 UPPER FLOOR • 15380486 B1203127 A01-A FLOOR 1 2 hob Reference(optional) Pm-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc.Man Apr 02 19:00:56 2012 Page 2 ID:aORdn.kJ� IUZ7sy01at36gOzIEOs-Zm8laezbgXcQyTUUs110jR8WcxJDDrzeHzOYg3zUg35 LOAD CASE(S) Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:7.13=-10,1-6=-100 Concentrated Loads(lb) Vert:14=-500(F)15=-500(F)16=-1500(F) • A WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11)before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint • designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint �"VJ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available front CONSULTING SBCA at www.sbcindustry.com. Job 'I,TN$$ ITN55 Type Qly Ply PULTE SUM CRK BLDG 7 UPPER FLOOR 15380487'. 61203127 A2 FLOOR 4 1 • _ Job Reference Optional) 1 Pm-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc. Mon Apr 02 19:01:02 2012 Page 1 ID:XnZNBgmaH6pr5GXQiH6flrzIE0q-OwVld1 MPNNZgOxeCHPgziOWmMLVdMPWfvrs1jzUg3? 10-10-4 i __.2b0 F 1-10-8 I 1-4-_. , 148 i I 140 1 1 2-5-4 Scale=1:30.7 2x4 '..I 4x8 -- 2x4 I 5x8 = 2x4 I' 4x6 = 3x8 = 2x4 II 4x8 — 4x8 -- 1 2 3 4 5 6 7 8 9 10 -- -- --__ al O � � = ,,-' o iii] 19 18 17 16 15 14 13 124xe = 1�1 4x4 5x12 -- 2x4 I 4x6 -- 3x4 = 2x4 II 4x10 = 2x4 II 3-7-4 • —__5-7-4 8-114 1 8-6-0 10-0-12 I 11-3-12 ; 12-8-4 15-2-4 I 17-9-11 __.17- 0-6 __,___ 3-74 2-0-0 1-4-0 1-6-12 1-6-12 1-3-0 __1d 0 _ 2-6-0 2-7-7 0-d-13 Plate Offsets(X,Y): [2:0-3-8,Edge],[4:0-1-8,Edge],[5:0-1-8,0-0-0],[7:0-2-8,Edge],[9:0-2-8,Edgel,[10:0-1-8,Edge],[11:0-1-8,Edge],[12:0-1-8,Edge],[13:0-3-0,Edge],[16:0-1-8 ,Edge],[17:0-1-8,Edge],[18:0-5-12,Edge],[19:Ege,0-1-8] LOADING(psf) SPACING 2-0-0 CSI 1 DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.71 Vert(LL) -0.33 15-16 >636 480 I MT20 220/195 TCDL 10.0 Lumber Increase 1.00 '' BC 0.79 Vert(TL) -0.59 15-16 >363 360 • BCLL 0.0 Rep Stress!nor YES WB 0.74 Horz(TL) 0.08 11 n/a n/a ' BCDL 5.0 Code IBC2006/TPI2002 l (Matrix) Weight:92 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-9-0 oc purlins, except BOT CHORD 4 X 2 DF 2400F 1.7E end verticals. WEBS 4 X 2 OF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 19=976/0-4-0 (min.0-1-8),11=976/0-1-12 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2519/0,3-4=-2543/0,4-5=-3739/0,5-6=-3743/0,6-7=-4193/0,7-8=-3484/0, 8-9=-3484/0,9-10=-2116/0 BOT CHORD 18-19=0/927,17-18=0/3734,16-17=0/3739,15-16=014189,14-15=0/4114,13-14=0/4114, 12-13=0/2132 WEBS 10-11=-964/0,9-13=0/1457,9-12=-831/0,10-12=0/2284,4-18=-1400/0,2-18=0/1746, 2-19=-1331/0,4-17=0/251,8-13=-265/0,7-13=-677/0,6-16=-747/107 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)A plate rating reduction of 20%has been applied for the green lumber members. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 4)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard 0,0 PROF? ¢ 85525PE re 9 ,/ s• C,sf @ the `'4'12,2Q' -$�`' `fOSEPN RENEWAL DATE: 12/31/2013 April 3,2012 WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design Is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component Is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ Eit I diagonal bracing to insure stability during construction's the responsibility of the installer.Additional permanent building stability bracing of the overall structure 1 1 is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING'lc SBCA at www.sbdndustry.com. Job ;Truss Truss Type - City Ply PULTE SUM CRK BLDG 7 UPPER FLOOR • 15380488 • 81203127 1A03FLOOR 2 2 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 sAug 25 2011 MiTek Industries,Inc. Mon Apr 02 19:00:57 2012 Page 1 ID:xMEWgioSal BQykONVQfMN UzlE0n-1 yiPo_zDbglGac3gQkpfGehmcLg?yBXn Wd75MVzUg34 4-2-8 8-5-0 _ 4-2-8 ---4-2-8 Scale=1:16.2 4x6 1 2 4x6 — 32x4 11 4 5 • • _u — — - HHUS26-2 $ > 7 9 6 4x12 = 2x4 1 2x4 'I 4-2-8 8-5-0 4-2-8 4-2-8 Plate Offsets(X,Y): [2:0-1-12 00-2-Oy[4:0-1-12,0-2-0[,[7:0-6-0,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/de6 L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.29 1 Vert(LL) -0.07 6-7 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.13 6-7 >702 240 BCLL 0.0 Rep Stress!nor NO WB 0.33 Horz(TL) -0.00 6 n/a n/a BCOL 5.0 Code IRC2006/TPI2002 (Matrix) Weight:82 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 6 DF No.2 G end verticals. WEBS 2 x 4 DF Std G`Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W2:2 x 4 DF No.18Btr G REACTIONS (lb/size) 8=1241/0-5-8 (min.0-1-8),6=1477/0-5-8 (min-0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-8=-1089/0,2-3=-4091/0,3-4=-4091/0,4-6=-1089/0 WEBS 3-7=-350/0,2-7=0/4177,4-7=0/4177 NOTES 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2 x 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-7-0 oc. Webs connected as follows:2 x 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)A plate rating reduction of 20%has been applied for the green lumber members. 4)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 5)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced al 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)Use Simpson Strong-Tie HHUS26-2(14-10d Girder,4-10d Truss)or equivalent at 4-0-8 from the left end to connect truss(es)A04(2 ply 2 X 6 DF) to front face of bottom chord. 8)Fill all nail holes where hanger is in contact with lumber. S"<c- 0,0 PROfieS, 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)800 lb down at 5-4-0 on bottom � ,NGiNE�cR /e.\ chord. The design/selection of such connection device(s)is the responsibility of others. � LOAD CASE(S) Standard 85525PE r" 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:6-8=-10,1-2=-100,2-0=-100,4-5=-100 yot- (t<V 12,20,E aQ Continued on page 2 t(i JOSEPH 12 ;RENEWAL DATE /31/2 013 April 3,2012 1 A WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability Eft of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint desgnations shown on individual web and chord members are for compression buckling only.not forbuilding stability bracing.Additional temporary restraint/diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, /a/a����/q delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1.DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www sbdndustry.com. I • Job Truss Truss Type - t]ty Ply PULTE SUM CRK BLDG7UPPER FLOOR 3 2 ^ 15380488 BI203127 A03 •FLOOR I L Job Reference(optional) I Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc. Mon Apr 02 19:00:57 2012 Page 2 ID:xM EWgioSai BQykG?NafMNUzIEOn-1 yiPo_zDbglGac3gQkpfGehmcLg?yBXn Wd75MVzUg34 LOAD CASE(S) Standard Concentrated Loads(lb) Vert:7=-1000(F)9=-800(F) WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and Is for an individual building component.Applicability of design parameters and proper incorporation of me component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ ' diagonal bracing to insure stability during construction'a the responsibility of the installer.Additional permanent building stability bracing of the overall structure a is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, /a/a 2/� delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONS/p LTM LLC • SBCA at wvrw.sbcindustry.com. Job iTNSS TN33 Type Qly Ply PULTE SUM CRK BLDG 7 UPPER FLOOR 1 1 15380489 B1203127 A3 IFLOOR 2 1 1 _ Job Reference(optional) Pro-Build Clackamas Truss,Glackamas,OR 97015-1129 7.250 r Aug zI2011 wV11Industries,Inc.Mon Apr i02O 1 W5 XM Page 1 ID:tkMGFOgj6eR881 ONUrhgSvzIE01.OwVld1 MPNNZgOxeOHPgziOfi M WSdXMWivrsljzUg3? I 1-9-10 1 2 2x4 ' 3 3x4 = 4 2x4 Scale=1:9.4 r-_- _.. • 0 0 diN r 1 1 6 3x4 = 3x4 3-10-8 3-10-8._.__— (late Offsets(X.Y) R2.0-1-8,Edge],[4:0-1-8.Edge1.16:0-1-8,Edge[ ___.___.. LOADING(psf) SPACING 2-0-0 CSI DER_ in (loc) I/deft Ud PLATES GRIP TCLL 40.0 1 Plates Increase 1.00 1TC 0.18 Vert(LL) 0.00 6 "" 480 ) MT20 220/195 TCDL 10.0 1 Lumber Increase 1.00 BC 0.11 Vert(TL) -0.05 5-6 >904 360 BCLL 0.0 1 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 5 rda n/a BCDL 5.0 1 Code IBC20061TPI2002 (Matrix) L Weight:19 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 6=222/Mechanical,5=205/0-4-0 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)A plate rating reduction of 20%has been applied for the green lumber members. 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 slrongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard • REp PROj �.o'`�Np[�E�9 sio_9 85525PE r 9 N Q 19 0'12,rt°\ -ft� y�QSEPt4 0 RENEWAL DATE: 12/31/2013 April 3,2012 1 Al, WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DM Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicabitty of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint Eit • designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ • diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure I is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities.fabrication,quality control,storage. CONSULTING I+ delivery.erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from I CONSI LTING LLC SBCA at www.sbcindustry.com. • Job Truss Truss Type Oty Ply T PULTE SUM CRK BLDG 7 UPPER FLOOR • • 15380490 81203127 A04 FLOOR �ii2 • � - _ _..... Z Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc. Mon Apr 02 19:00:57 2012 Page 1 ID:g7U0f4rzdFisRLamcFklXKzIE0j-1 yiPo3DbglGac3gQkpfGehm6LpQyGfnWd75MVzUg34 3-8-8 3-8-8 1 2 4x4 3 2x4 II 4 Scale=1:9.4 o _ — N .I _-- • c.�— — _ --.. it - 2x4 7 6 5 < 4x4 = 3-8-8 I 3-8-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.32 : Vert(LL) -0.00 5-6 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.08 Vert(TL) -0.00 5-6 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IRC2006fTP12002 (Matrix) Weight:36 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF Std G TOP CHORD Structural wood sheathing directly applied or 3-8-8 oc puffins, except BOT CHORD 2 X 6 DF No.2 G end verticals. WEBS 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 7=345/Mechanical,5=381/05-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2 x 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-9-0 oc. Webs connected as follows:2 x 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)A plate rating reduction of 20%has been applied for the green lumber members. 4)Refer to girder(s)for truss to truss connections. 5)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6)"Fix heels only'Member end fixity model was used in the analysis and design of this truss. 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:5-7=-110(F=-100),1-2=-100,2-3=-100,3-4=-100 ��ED PR O � „s0,01N4. Sly Q 85525PE >' 9 1 ft'. 1v -5f+ 4Y12,`�4 $1-` 4Ot- "SEp . RENEWAL DATE: 12/31/2013 April 3,2012 1, A WARNING-Verify design parameters and read notes on this Truss Design Drawing and included Dr.)Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an Individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraintEt • designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ • diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery.erection,lateral restraint and diagonal bracing,consult ANSUTPI 1,DSB-89 and BCSI(Building Component Safely Information)available from IONS r SBCA at www.sbclrtdastry.com. �vr�4suLflu^ttC Job Truss (Truss Type Oty Ply PULTE SUM CRK BLDG 7 UPPER FLOOR : 15380491 I B1203127 A06 FLOOR 1 2 ,Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug25y lE0 MiTek Industries,Inc. Mon Apr 0o Es1951 h WS201 Page 1 ID:Ei9915tnvA401oILHOHg'.f9yzlE0g-V9Gn?K_rM8t7BmdszSLuosEs51?hh WSwkHtfuyzUg33 3-24 6-4-8 7-8-8 _i__ 11-8-8 _—.... 15-8-8 3.24 3-2-4 1-4-0 4-0-0 4-0-0 Scale=1:27.2 14-0____r 2x4 I 4x10 — 3x6 — 2x4 5x10 2x4 1 2 3 4 5 6 c. �' _ _ �_i— _—_ _ _ —_ - _ _ _ =1 14 15 12 16 11 10 95x6 = 8 a , 4x8= 2x4 I 8x8 = 2x4 I 2x4 I I 4x6 = HUS26 3-2-4 _� 6-4-8 —+'- 7-8-8 __. 11-8-8 _.__-__--_ — —_ 15-8-8 _ 3-2-4 3-2-4 __. 1-4-0 4-0-0 —._ _ _..—._ 4-0-0 Plate Offsets(X,Y): [2:0-4-8.0-1-12],[3:0-2-12—1-8L F5:0-5-0,0-1-12].[9:0-3-0,0-1-12] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ltd • PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.62 Vert(LL) -0.30 10 >611 360 MT20 220/195 TCDL 10.0 • Lumber Increase 1.00 BC 0.72 Vert(TL) -0.53 9-10 >349 240 BCLL 0.0 Rep Stress Ina NO ' WB 0.86 Horz(TL) 0.07 7 n/a n/a BCDL 5.0 Code IRC2006/TPI2002 1 (Matrix) Weight:138 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 RBtr G TOP CHORD Structural wood sheathing directly applied or 3-11-0 oc purlins, except BOT CHORD 2 X 6 DF 2400F 2.0E°Except° end verticals. B2:2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 DF Std G REACTIONS (lb/size) 13=2869/0-4-0 (min.0-1-8),7=1327/0-4-0 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-9093/0,3-4=-7962/0,4-5=-7962/0 BOT CHORD 13-14=0/7944,14-15=0/7944,12-15=0/7944,12-16=0/7944,11-16=0/7944,10-11=0/8007, 9-10=0/7962,8-9=0/4807,7-8=0/4807 WEBS 4-9=-464/0,3-10=1275/0,2-12=0/1321,2-13=-8208/0,5-9=0/3405,5-7=-4929/0, i 3-11=0/1978,2-11=0/1228 NOTES 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2 x 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-5-0 oc,2 X 4-1 row at 0-9-0 oc. Webs connected as follows:2 x 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced floor live loads have been considered for this design. 4)A plate rating reduction of 20%has been applied for the green lumber members. 5)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. ,�'��' P��FFSS 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to E. be attached to walls at their outer ends or restrained by other means. `c0 N0]NE.- l� 8)Use Simpson Strong-Tie HUS26(14-10d Girder,4-10d Truss,Single Ply Girder)or equivalent at 3-10-0 from the left end to connect . c� ' 9 1- truss(es)BEAM(1 ply 2 x 4 OF) to front face of bottom chord. �� $5525PE ter' 9)Fill all nail holes where hanger is in contact with lumber. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)500 lb down at 1-4-0,and 500 lb down at 2-8-D on bottom chord. The design/selection of such connection device(s)is the responsibility of others, AN �f�' LOAD CASE(S) Standard 0 ,ky !it ZG1'122 - ' Continued on page 2 VO SEPN RENEWAL DATE: 12/31/2 313 April 3,2012 '., AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included OrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connects plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability , p' of design parameters and proper incorporation of the component Is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,nal forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent buiiding stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage. delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1.DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING-LC SBCA al www.sbcinduslry.com. - • Job (Truss II Truss Type T)Iy Ply PULTE SUM CRK BLDG 7 UPPER FLOOR 15380491 61203127 1A06 FLOOR '.1 � 2 (Job Reference(optional) Pro-Build Clackamas Truss,Clackames,OR 97015-1129 7250 s Aug 259y IE0 MiTek Industries,Inc. Mon Apr 02 Es5l h WS Page 2 ID:Ei99151rwA401oILHOH.9yzlEOg-V9Gn?K_rM8t7BmdszSLuosEs51?hhWSwkHttuyzUg33 LOAD CASE(S) Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:7-13=-10,1-6=-100 Concentrated Loads(lb) Vert:14=-5D0(F)15=-500(F)16=-1500(F) _a - .... . .. AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability E • of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint mi; designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner at the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available front CONSULTING_,c SBCA al wwwsbdndustry.com. Job (Truss Truss Type Qty Ply i PULTE SUM CRK BLDG 7 UPPER FLOOR 15380492 B1203127 AOB 'FLOOR 1 _ L 2 Job Reference(opjonal) Pro-Build Clackamas Truss,Clackamas,OR 97075-1129 7.250 s Aug 252011 MiTek Industries,Inc. Mon Apr 02 19:00:59 2012 Page i ID:A5Hvjnv6SoK8X6SjPpJTENzIE0e-zLp9Cg?U7S?_pwC3X9s7L3m0L8KeQzJ4zscCQOzUg32 3-2-4 _ 6-4-8 7-8-8 11-8-8 15-8-8 __.. ___.__._; 3-2-43-2-414-0 —_----4-00 - --- 4-0-0 Scale=1:27.2 2x4 1 4x10 = 3x6= 2x4 1I 5x10= 2x4 'I 1 23 2 24 3 25 4 26 5 27 6 13 14 15 16 12 17 18 11 19 10 20 95x6 "- 21 8 22 7l 4x8 - 2x4 11 8x8 2x4 I. 2x4 I 4x6 = HUS26 3-2-4 I 64-8 I 7-8-8 11438 _.... l _158-8 3-2-4 3-2-4 1-4-0 4-0-0 4-0-0 Plate Offsets(X,Y): [2:0-4-8,0-1-12].[5:0-5-0,0-1-121,19:0-3-0.0.1.121 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.66 Vert(LL) -0.28 10 >654 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.73 Vert(TL) -0.59 9-10 >312 240 BCLL 0.0 Rep Stress Incr NO WB 0.89 Horz(TL) 0.07 7 n/a n/a BCDL 12.0 Code IRC2006/TPI2002 (Matrix) Weight:138 lb FT=10"/ I LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-9-1 oc pudins, except BOT CHORD 2 X 6 DF 2400F 2.0E`Except* end verticals, B2:2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 DF Std G REACTIONS (lb/size) 13=2977/0-4-0 (min.0-1-8),7=1435/0.4.0 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-13=-298/0,2-24=-9524/0,3-24=-9524/0,3-25=-8419/0,4-25=-8419/0,4-26=-8419/0, 5-26=-8419/0,6-7=-294/0 BOT CHORD 13-14=0/8240,14-15=0/8240,15-16=0/8240,12-16=0/8240,12-17=0/8240,17-18=0/8240, 11-18=0/8240,11-19=0/8463,10-19=0/8461,10-20=0/8419,9-20=0/8419,9-21=0/5167, 8-21=0/5167,8-22=0/5167,7-22=0/5167 WEBS 4-9=-457/0,3-10=-1259/0,2-12=0/1354,2-13=-8515/0,5-8=0/327,5-9=0/3504, 5-7=-5298/0,3-11=0/1942,2-11=0/1365 NOTES 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2 x 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 X 6-2 rows al 0-5-0 oc,2 X 4-1 row at 0-9-0 oc. Webs connected as follows:2 x 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced floor live loads have been considered for this design. 4)A plate rating reduction of 20%has been applied for the green lumber members. 5)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. ��‘Ea PRQF�4,s 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 104 Top Chord and Bottom Chord.nonconcurrent with any other live loads. C i4NG �F-F t7- 7)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 414 1:- $5525PE 9V 8)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. / 9)Use Simpson Strong-Tie HUS26(14-10d Girder,4-10d Truss,Single Ply Girder)or equivalent at 3-10-0 from the left end to connect / truss(es)BEAM(1 ply 2 x 4 DF) to front face of bottom chord. 10)Fill all nail holes where hanger is in contact with lumber. 1 I 0 0 4 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)500 lb down at 1-4-0,and 500 lb 9 .//.. .12 201 Contf)RYd9 841 Mg@ 4n bottom chord. The design/selection of such connection device(s)is the responsibility of others. V `/OSEPH O RENEWAL DATE 12/31/2013 April 3,2012 1 A WARNING-Verily design parameters and read notes on Ibis Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint writ ' designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ . diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure •is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and SCSI(Building Component Safety Information)available from /a/a�4Qltp�pG LLC SBCA etwww.sbcindustly_oom WI�IVL ,i •Job Truss Truss Type Qty Ply l PULTE SUM CRK BLDG 7 UPPER FLOOR 15380492 01203127 A08 FLOOR 1 ' Job Reference(optional) J Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug25 2011 MiTek Industries,Inc. Mon Apr 02 19:00:59 2012 Page 2 ID:ASHvjnv6SoK8X6S)PpJTENztE0e-zLp9Cg?U7S?ywC3X9s7L3mOL8KeQzJ4zxcCQOzUg32 LOAD CASE(S) Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:7-13=-24,1-6=-100 Concentrated Loads(lb) Vert:14=-500(F)16=-500(F)17=-1500(F) .._ WARNING-Verify design parameters and read notes on this Truss Design Drawing and included Dr!Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the componenl is responsibility of building designer or owner of the trusses and installer.Lateral restraint ii designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication quality control,storage, /l/a��/�■ry p/� . delivery,erection,lateral restraint and diagonal bracing,consult ANSUTPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC 1 SBCA at wvrw.sbandushy.com. r Job Truss Truss Type Oty Ply PULTE SUM CRK BLDG 7 UPPER FLOOR 1 15380493 B1203127 A09 FLOOR 2 i,__ _,.�- Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 sAug 25 2011 MiTek Industries,fro.Mon Apr 02 19:01:00 2012 Page 1 ID:bgz2Lpx_IjijOa BI4x1AsOzIEOb-RXNY0006u177rR4nF5sN MuHJFxYjk9VyDCbMmzgzUg31 0-3-0 5-3-7 _ 1 10-8-11 15-9-12 16-0-12 0-3-b 5-0-7 5-5-3 -- 511 -_--_ 0-3-0 Scale x 1:27.1 2x4 I I 2x4 I 5x8 1 2 5x8 = 3 4 5 6 • r —..—� —_ r _- o b 1-:' - Hi 10 9 a 5x8= 7 3x4 = 5x8 3x4 ''''. 0-3-0 5-3-7 10-8-11 _ I 15-9-12__.. 18f0-12 —__0-30 507 5fi4 --..._5-1-1 _ 0-3-0 Plate Offsets(XX): [2:0-3-8,0-2-4[5:0-3-8,0-2-01,[7:0.2.0,0.1.13,,LS.0-3-8,0-2-01,f9:0-3-8,0-2-01,[10:0-0-5.0-1-81 • LOADING(psf) SPACING 2-0-0 CSI I DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.41 Vert(LL) -0.33 8-9 >548 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.55 Vert(TL) -0.58 8-9 >313 240 BCLL 0.0 Rep Stress Incr NO WB 0.54 1 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code IRC2006/TPI2002 (Matrix) Weight:142 lb FT=10% _L —_ LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 1.7E TOP CHORD Structural wood sheathing directly applied or 5-9-0 oc purlins. BOT CHORD 2 X 6 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 DF Std G"Except" WI:2 X 6 DF No.2 G.W2,W4:2 x 4 DF No.1&Btr G • REACTIONS (lb/size) 10=1822/0-3-8 (min.0-1-8),7=1822/0-4-0 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-6764/0,3-4=-6764/0,4-5=-6764/0 BOT CHORD 8-9=0/6764 WEBS 3-9=-525/0,4-8=-525/0,2-10=-1391/0,5-7=-1383/0,2.9=0/6856,5-8=0/6854 NOTES 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2 X 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-9-0 oc. Webs connected as follows:2 x 4-1 row at 0-9-0 oc,2 X 6-2 rows 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 floor live loads have been considered for this design. 4)A plate rating reduction of 20%has been applied for the green lumber members. 5)This truss is designed in accordance with the 2006 International Residential Cade sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 7)Recommend 2x8 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls al their outer ends or restrained by other means. ..- PROFEs LOAD CASES) Standard Gs ,�GIfrI,F� sWe ) 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 C3 f!. 9 1, Uniform Loads(plf) kr 855)IZDC 17 Vert:1-6=-100,7-10=-135(F=-125) r. 9 /OREGON 2- Voi IllL'4Y12,2fl� �"s ufOSEPN ° RENEWAL DATE: 12/31/2013 • April 3,2012 aWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design i valid for use with MiTek connector plates only.This design is bawd only upon parameters shown,and is for an individual building component.Applicability I of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint �. (( designations shown on individual web and chord members are for compression buckling only,notforbuilding stability bracing.Additional temporary restraint diagonal bracing to insure stability during construction is Ore responsibility of the installer.Additional permanent building stability bracing of the overall structure qj is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consultANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING Ltc L_ SBCA atwww.sbcinduslrycom. Job Truss r Truss Type Qly [Ply PULTE SUM CRK BLDG 7 UPPER FLOOR l 81203127 A !FLOOR :10 1 I`____ [Job Reference(optional) Is3aoasa• Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 v 7250 sAug 25 2011 MiTek Industries,Inc. Moo Apr 02 19:00:54 2012 Page 1 ID:vNRpamX9cady0_T3weoV12zIE3i-dNOG9zxLlvMij9K5kcGye037e7eDlmwLpfvRl BzUg37 0.8 1 _2-6-0 -_ 1-10-8 II 1-4-0 1 180 1 1-6E0 1 2-4-7 - ___2-6-1 ! 1-11-12 I. 2-5-4 i. 2-5-4 Scale=1:61.5 4x8 = 4x8 = 4x10 - 3x6 FP= 3x4 11 4x6 - 2x4 11 2x4 II 4x6 = 2x4 1 3x6 FP= 3x4 4x8 -- 4x12 = 2x4 1 2x4 4x8 _. 4x6 - 3x4 1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 .._ - ., - _ ff-- .11 19 0 H - c- N 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 4x8= 4x6 = 4x61 f9-04x6 - 4x10 - 4x6= 4x12 - 3x6 FP- 2x4 11 4x6 - 3x6= 2x4 1 4x6 = 4x8 = 4x6 - 27-11-0 3-7-4 5-7-4 16-11-4 10-0-12 178-11 17-1p-0 20.5.3 1 25-912 27-48 i 30-5-0 32-1170 35.9--.. 3-7-4 2-0-0 1-4-0 3-1-8 7-8-15 0-0-5 2.7-3 5-0-9 1-11-12 2.6-0 2-6-0 2-10-8 0-1-8 Plate Offsets(X,Y): [1:Edge,0 1-8],[2:0-3-8,Edge],[3:0-2-12,Edge],[4 0-1-8,Edge],[5:0-1-8,0-0-0],[8:0-3-4,Edge],[12:0-1-8,Edge],[15:0-1-8,Edge],[16:0-1-8,0-0-0],[17:0-2-8 ,Edge],[18:0-1-8,Edge],[20:Edge,0-1-8],[21:0-2-0,Edge],[23:0-1-8,Edge],(24:0-1.8,Edge],[26:0-1-8,Edge],[29:0-1-8,Edge],[30:0-3-12,Edge],[31:0-1-8,Edge], 132:0-1-8,Edgeh[33:0-1-8,Edge] _- __. ___ - LOADING(psf) SPACING 2-0-0 CSI DEFL in (hoc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.85 Vert(a) -0.26 22-23 >813 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.69 Vert(TL) -0.45 22-23 >471 360 BCLL 0.0 Rep Stress!nor YES WB 0.64 Horz(TL) 0.07 20 n/a n/a !, BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight:192 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Blr G`Except' end verticals. B2:4 X 2 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 4 X 2 DF Std G REACTIONS (lb/size) 34=760/0-4-0 (min.0-1-8),20=770/0-4-0 (min.0-1-8),28=2380/0-5-2 (min.0-1-8) Max Grav34=835(LC 2),20=849(LC 3),28=2380(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2.3=-2141/0,3-4=-2907/0,4-5=-2914/0,5-6=-2914/0,6-7=-2776/173,7-8=-2778/172, 8-9=-1770/674,9-10=-1770/674,10-11=0/3518,11-12=0/3520,12-13=-274/1380, 13-14=-3047/17,14-15=-3047/17,15-16=-3047/17,16-17=-3044/15,17-18=-187710 BOT CHORD 33-34=0/753,32-33=0/2155,31-32=0/2914,30-31=0/3003,29-30=-669/1782. 28-29=-1411/47,27-28=-1380/274,26-27=-1380/274,25-26=-695/1932,24-25=-695/1932, 23-24=-17/3047,22-23=0/2891,21-22=0/2891,20-21=0/1869 WEBS 8-29=-744/0,17-23=-510/198,15-24=-389/0,11-28=-277/0,12-26=0(757,3-32=-68/852, 3-33=-588/0,2-33=0/1508,2-34=-1113/0,18-21=0/436,17-21=-1095/0,18-20=-2005/0, 12-28=-2848/0,13-26=-1978/0,13-24=0/1632,10-29=0/2069,10-28=-2662/0, 8-30=0/1268,4-32=-296/8,6-31=-110/521,6-30=-473/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)A plate rating reduction of 20%has been applied for the green lumber members. 3)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �� �� PROf s� 4)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. .tit, e 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to `c� ,GIN E,F /� be attached to walls at their outer ends or restrained by other means. �. 9 rji 6)CAUTION,Do not erect truss backwards. Q" 85525PE -o'e LOAD CASE(S) Standard OREGON ,s is.�¢ 9 �'4'12,2�, -¢- ubsEPN RENEWAL DATE: 12/31/2013 April 3,2012 1 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included OrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component. reabiily of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateraleral restraintiffil designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing_Additional temporary restraint/ nsIII ,,,, diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,labricalion,quality control,storage, Information)erection,lateral restraint and diagonal bracing,consult ANSI7TPI 1,DSB-89 and SCSI(Building Component Safely Information)available tram CONSULTING LLC L SBCA at wwwsbdndustry com ' • Job )Tmss Truss Type Oh/ Ply PULTE SUM CRK BLDG 7 UPPER FLOOR I 15380495 lI B1203127 B3A FLOOR 1 1 1 _ l Job Reference(optional) J Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc Mon Apr 02 19:01:03 2012 Page 1 I D:xdmxO W?7aF KOUL3GtUSLZ3zlE0 W-s63g222_Ag VQIXWgm?w3VvxolmpU Mw7fuZaQZ9zUg3_ 2-5-4 ..._...-+._.—.._- 2-6-0 I I __._._ 2-8-0 -.._. Scale=1:17.9 4x8 — 2x4 I 3x6 1 3x5 ... 2 3 4 4x8 = 5 r r a o , I ` A9, • d 7 16. 3x6 — 4x10 = 4x10 _2-9-12. 5-4-8 i 7-11-4 _ 1 10-9-0 __-I 2-9-12 2-6-12 2-6-12 __.—. 2-9-12 Plate Offsets(X,Y): [2:0-3-15,Edge],[4:0-3-0,Edge],[6:Edge,0-1-8].[8:Edge,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft LJd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.05 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.29 Vert(TL) -0.14 6-7 >933 360 BCLL 0.0 Rep Stress her YES WB 0.26 Horz(TL) 0.02 6 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight:53 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 4 X 2 DI No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 8=578/0-4-0 (min.0-1-8),6=578/0-4-0 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1519/0,3-4=-1519/0 BOT CHORD 7-8=0/1155,6-7=0/1156 WEBS 2-7=0/393,4-7=0/392,2-8=-1239/0,4-6=-1239/0 NOTES 1)A plate rating reduction of 20%has been applied for the green lumber members. 2)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 srongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard ��$ PR 4FF t.v. INEE�Sipkr q 85525PE 14, 6L Y 12 25 ...-!;s. `/asEPH O RENEWAL DATE 12/31/2013 April 3,2012 u WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design I valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint or designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure I is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, 'i I:v,-�i delivery,erection,lateral restraint and diagonal bracing,consult ANSUTPI 1,DSB-89 and BCS1(Building Component Safety Information)available from CONSULTING tcc SBCA at www.sbcindustry.com. Job Truss Truss Type -- Qty 'Ply 'PULTE SUM CRK BLDG 7 UPPER FLOOR 15380496 131203127 ICI FLOOR 14 1 job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc.Man Apr 02 19:01:04 2012 Page 1 ID:MCS40Y2?sAjaLoorYd02BizIEOT-KJd2GN3cx_d Hvh501GR127Utr9035Npp7DKz5bzUg2z 1 2-3-0 1 14-0 — F_.__- _..._. 2-8-0 i -_.__ ._—..2-6-0 I Scale=1:19.9 2x4 5x8- 2x4 I 3x8 3x6 — 1 2 3 4 5 4x8 = 6 I I av 1-4-0 ,= ,�� 1 1 — 1 , __ 4Y' e li • 12 5x8 11 10 3x6= 9 8 7 2x4 2x4 3x6 = --- 4x10 = _.. 5-3-0 I 8-0-8 7-8-8 1 0-4 0 __.._.._ I 12-11-8 15-8-8 I 1-4-8 • 1-1-8 I 1-1 2-7-8 2-7-8 2-9-0 Plate Offsets(X.YI: f2:0-1-8 Edge].[3:0-1-8,0-0-0],[4:0-3-0,Edge1.[5:0-2-8.Edgel.[7:Edge.0-1-8],[8:0-2-8,Edgel.110:0-1-8,Edgel.111:0.1.8,Edge1.f12:Edge.0-1-81 _._.. LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deb Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.67 Vert(LL) -0.17 9-10 >810 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -0.30 9-10 >475 360 BCLL 0.0 1 Rep Stress!nor YES WB 0.30 Horz(TL) 0.03 7 n/a n/a • BCDL 5.0 1 Code IBC2006/TPI2002 (Matrix) Weight:56 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 7=644/0-4-0 (min.0-1-8),12=638/Mechanical FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1430/0,3-4=-1431/0,4-5=-1289/0 BOT CHORD 11-12=0/1426,10-11=0/1430,9-10=0/1890.8-9=0/1890,7-8=0/1278 WEBS 4.10=-585/22,2-12=-1549/0,5-7=-1381/0,5-8=0/252,4-8=-648/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)A plate rating reduction of 20%has been applied for the green lumber members. 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard RED PROF 414 "9 cc 85525PE +' 9 ' s- cs wQ 14, 641'12g0 +'S 40SEPH 04 RENEWAL DATE: 12/31/2013 April 3,2012 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included Dot Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint , 6. diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSIRPI 1,DSB-89 and SCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbctndustry.com. Job Truss 1Tmss Type Qty Ply PULTE SUM CRK BLDG 7 UPPER FLOOR 15380497 I B7203127 C 1 1FLOOR 22 1 Job Reference(optional) _- _ _.__.__ Pro-Build Clackamas Truss,Cleckamas,OR 97015-1129 7.250 s Aug 2011 MiTek Industries,Inc.Mon AprV xl19:01:03 t2012Efu Page 1 ID:IbZgRE3FOnzIb6yDf12 WG7zIE0R-s63g222_AgVQIXWgm?w3Vvxlcmj_MtETuZaQZ9zUg3_ 0-9-0_, _...2-6-0 I 1 1-4-0 I- 2-4-8 Scale=1',26.4 6x6 — 4x10 — 2x4 2x4 'I 4x6 = 3x6= 13x6 — 2 3 4 5 6 7 4x6 = 8 ; A`r -- \ a - 4x8 — t4-J 13 12 11 10 9 6x8 06= 3x6— 4x6 — 4x10 1-3-0 ___ 6-4-8 I 7-8-8 10-4-0 12-10-0 _._______ 15-8-8 1-3-0 5-1-8 -..__ _-_1-4-0 2-7-8 2-6-0 2-10-8 Plate Offsets(X,Y): [2:0-2-8,Edge],[3:0-4-2,Edge],[4:0-1-8,Edge],[5:0-1-8,0-0-0],[6:0-1-14,Edge],[7:0-1-8,Edge],[9:Edge,0-1-8],[10:0-2-4,Edge],[11:0-1-8,Edge],[12:0-1-8,Edge] ,[13:0-1-12 Edge1,f14:Edge,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.51 Vert(LL) -0.22 10-11 >862 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.41 10-11 >452 360 BCLL 0.0 Rep Stress!nor YES WB 0.51 Horz(TL) 0.06 9 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight:79 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 OF No.18Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 14=850/0-4-0 (min.0-1-8),9=850/0-4-0 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-868/0,3-4=-3118/0,4-5=-3123/0,5-6=-3121/0,6-7=1903/0 BOT CHORD 13-14=0/828,12-13=0/2293,11-12=0/3123,10-11=0/2855,9-10=0/1895 WEBS 4-12=-268/0,6-11=-59/589,6-10=-1029/0,7-10=0/444,3-12=0/1003,3-13=-1540/0, 2-13=0/621,2-14=-1187/0,7-9=-2033/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)A plate rating reduction of 20%has been applied for the green lumber members. 3)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Slrongbacks to • be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard <c,Q,ED PROpps ca �N3 N�F9 /fj# 85525PE t- 9 GON Q 11, `4)'12.2P + `'QSE:PN04 RENEWAL DATE: 12/31/2013 April 3,2012 aWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and Is for an individual building component.Applicabitty of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint airt designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure j is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage. ' delivery,erection,lateral restraint and diagonal bracing,consult ANSI/-PI 1,o5B-89 and BCSI(Building Component Safety Information)available from GDNSULJ7NG LLC L SBCA at www.sbcinduslry com_ _ _ _ Job Truss !.T/i ss Type Qty Ply PULTE SUM CRK BLDG 7 UPPER FLOOR 15380498 B1203127 C-DRAG 'FLOOR 1 1_ _ L Job Reference(optional) . __-. _._ Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 252011 MiTek Industries,Inc. Mon Apr 02 19:01:05 2012 Pagel I D:Ezhasv5WwPDDgQ6cnS5_LYzIEOP-oV BRTj4Fill8Xrg DuQzXbKO02LOgn7yLt3 Wd2zUg2y 0-9-0 ; 2-6-0 1 1-4-0 2-3-0 _. Scale=1:26.8 4x8 = 2x4 !I 2x4 I 4x8 = 5x12 MT18H= 3x6 13x6 — 2 3 4x6— 4 5 q 6 7 8 0 14 16 13 12 11 10 'Q"Li! 4x3 4x8 — 4x6 — 4x6 = 2x4 I 4x6 = 5x12 MT18H— 3-9-0 _ 6-4-8 � 7-88 : 10-4-0 12-11-8 15--B __. 3-9-0 2-7-8 _. 1-4-0 : 2-7-8 2-7-8 2-9-0 Plate Offsets(X,Y): [2:0-3-8,Edge].[3:0-1-8.Edge1,14A-1-8,Edge1.f5:0-1-8,0-0-0],[6:0-3-8,Edge],[9:Edge.0-1-81,f12:0-1-8,Edge].f13:0-1-8.Ed�ceJ,j14:0-1-8,Edgel.[15:0-3-8.Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.80 ! Vert(LL) -0.26 11-12 >552 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.84 1 Vert(TL) -0.38 11-12 >374 360 ! MT18H 220/195 BCLL 0.0 1 Rep Stress Incr YES I WB 0.48 j Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight:851b FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-2-2 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 15=114/4-0-0 (min.0-1-8),9=630/0-4-0 (min.0-1-8),14=957/4-0-0 (min.0-1-8) Max Holz 15=-92(LC 6) Max Uplift15=-1123(LC 7),9=-15(LC 8),14=-505(LC 8) Max Grav15=1275(LC 15),9=817(LC 2),14=1863(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1.2=-418/418,2-3=-3243/3580,3-4=-4297/2623,4-5=-3299/1625,5-6=-2648/1073, 6-7=-2751/1054,7-8=-964/964 BOT CHORD 14-15=-3765/4404,14-16=-2471/2116,13-16=-2471/2134,12-13=-1180/2854, 11.12=-390/2711,10-11=-389/2712,9-10=-128/1711 WEBS 4-13=-551/47,6-12=-1271/627,6-10=-1059/277,3-14=-1029/0,3-13=-254/2396, 2-14=-3135/2539,2-15=-1835/1687,7-10=-92/417,7-9=-1849/139 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)A plate rating reduction of 20%has been applied for the green lumber members. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1123 lb uplift at joint 15,15 lb uplift at joint 9 and 505 lb uplift at joint 14. 5)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)This truss has been designed for a total drag load of 380 plf.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 1492.3 plf. ��P PR ASS 7)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 0 OF 8)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ]pj J be attached to walls at their outer ends or restrained by other means. w .c.• �,[;"9 t?.. LOAD CASE(S) Standard cc' 85525PE r L y y72 2 '. +4' �OSEPNO ' RENEWAL DATE: 12/31/2 013 April 3,2012 , A WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DM Reference Sheet(rev.03-11')before use.Design !i valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability ! of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint12://k/ designations shown on individual web and chord members are for compression buckling only,not forbuitding stability bracing.Additional temporary restrainil diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure ! is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSUTPI 1,DSB-89 and BCSI(Building Component Safety Information)available from I CONSULTING LLC L__ SBCA at www.abcindusiry.com. i Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x,y Failure to Follow Could Cause Property l �4 Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths g 1 ry r�� Dimensions are in ft-in-sixteenths. I I (Drawings not to scale) •110‘. and f Apply ulplylatesembed to both sidesteeth. of truss 1. Additional stability bracing for truss system,e.g.diagonal or X-bracing,is always required. See 1, BCSI1. 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves may require bracing,or alternative T,I,or Eliminator bracing should be • 0-T/16 r 1 2 3 considered. TOP CHORDS 3. Never exceed the design loading shown and never stack materials on inadequately braced !! �� trusses. 4. Provide owner and all other This interested ed design to the building designer,erection supervisor,property I � 4 Cut b otherir h apartite. 5. Cut members to bear lightly against each other. o 6. Place plates on each face of truss at each joint and embed fully.Knots and wane at joint locations are regulated byANSI/TPI 1. For 4 x 2 orientation,locate = O 7. Design assumes trusses will be suitably protected from the environment in accord with 0 = 0 g plates 0-'hi'from outside fl U8. UnleANSss otherwise noted,moisture content of lumber shall not exceed19%attimeoffabrication. edge Of truss. O-ILIIIPAIPAI n z C5� 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative C6 r- treated,or green lumber. BOTTOM CHORDS 10.Camber is a non-structural consideration and is the responsibility of truss fabricator.General This symbol indicates the practice is to camber for dead load deflection. required direction of slots in 8 7 6 5 it Plate type,size,orientation and location dimensions indicated are minimum plating requirements. • 12.Lumber usedshall be of the species and size,and in all respects,equal to or better than that Connector plates. 13.Top chords must be sheathed or purlins provided at spacing indicated on design. *Plate location details available in MiTek 20/20 14.Bottom chords require lateral bracing at 10 ft.spacing,or less,if no ceiling is installed,unless software or upon request. otherwise noted. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 15.Connections not shown are the responsibility of others. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 16.Do not cut or alter truss member or plate without prior approval of an engineer. THE LEFT. 17.Install and load vertically unless indicated otherwise. PLATE SIZE 18.Use of green or treated lumber may pose unacceptable environmental,heath or performance CHORDS AND WEBS ARE IDENTIFIED BY END JOINT risks.Consult with project engineer before use. The first dimension is the plate 19.Review all portions of this design(front,hack,words and pictures)before use.Reviewing 4 x 4 width measured perpendicular NUMBERS/LETTERS. pictures alone is not sufficient. to slots.Second dimension is 20.Design assumes manufacture in accordance with ANSIITPI 1 Quality Criteria. the length parallel to slots. 21.Unless information is otherwise provided to DrJ in writing,the use of these designs presumes approval,through the building designer or owner of the trusses,of the loads and related PRODUCT CODE APPROVALS design assumptions(e.g.spans,profiles,deflection,etc.)found on each of the individual LATERAL BRACING LOCATION design drawings. • ICC-ES Reports: 22.These trusses are designed using MiTek Sapphire standard analysis methods in accordance with ANSI/TPI 1 and related proprietary information. p Indicated by symbol shown and/or ESR-1311,ESR-1352,ER-5243,9604B, 23.Itisextremelyimportanttoproperlyinstalltemporarylateralrestraintanddiagonalbracing,in accordance with BCSI-B2 or using proprietary methods(e.g.Stabilizer,etc.). by text in the bracing section of the 9730,95-43,96-31,9667A 24.Sheathing applied in the plane of the truss is not considered in the design of the individual truss output. Use T,I or proprietay bracing NER-487,NER-561 components unless specifically noted. (e.g.eliminator) if indicated. • 95110,84-32,96-67,ER-3907,9432A 25.Graphical purlin representation,if shown,does not depict the size or orientation of the purlin • along the top and/or bottom chord.Purlins must be designed by others for size,and positioned in such a way as to support the imposed load along the clearspan of the purlin. BEARING 26.Due to the lateral thrust developed by scissor type trusses,if scissor type trusses are part of this design,careful consideration should be given to hearing wall conditions.Bearing walls of scissor type trusses should be l g ©2011 DrJ Consulting,LLC All Rights Reserved abricatottCompetent le designed in such amanner that the walls,nortsafely withstand Indicates location wherebeann S the lateral forces of the trusses.Consideration of these items is not a part of this truss design (supports) occur. Icons vary butresponsibility the truss plate supplier,the truss designer,nor the truss ■=0 reaction section indicates joint _ professional advice should be secured relative to these items. number where bearings occur. 27.The accuracy of the truss drawing relies upon accurate metal plate connector design values as published by MiTek and accurate design values for solid sawn lumber. Design values(E,Emin,Fb,Fc,Fcp,Ft,and Fv)for solid sawn lumber and approved, �� grade stamped,f nger jointed lumber shall be as defined by the grade stamp prior to cross cutting and in accordance with the published values of lumber rules writing Industry Standards: agencies approved by the Board of Review of the American Lumber Standards ' •• ANSI/TP l: National Design Specification for Metal Committee in accordance with the latest edition of ANSIfTPI 1 Section 6.3. Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. DrJ Consulting, LLC BCSI1: Building Component Safety Information, 111# 6300 Enterprise Lane Guide to GoodPractice for Handling, CONSULTING LLC Madison,WI 53719 Installing&Bracing of Metal Plate Connected Wood Trusses. RECENED APR 1 1 2012. CITY OF TIGARD CONSULTING LLC Pt_1+,L.,OING DWISION DrJ Consulting, LLC 6300 Enterprise Lane Madison, Wisconsin, 53719 Re: B1203128 MiTek 20/20 7.2 PULTE HOMES DLG 7 ROOF SUM CRK • The truss drawing(s)referenced below have been prepared by DrJ Consulting,LLC under my direct supervision based on the parameters provided by ProBuild (Clackamas). Pages or sheets covered by this seal: I5380499 thruI5380531 My license renewal date for the state of Oregon is December 31, 2013. Important Notice:The accuracy of the Truss Design Drawings relies upon: 1.Accurate metal plate connector design values as published by MiTek. 2.Accurate design values for solid sawn lumber.Design values(E,Emin,Fb,Fc,Fcperp,Ft,and Fv)for solid sawn lumber and approved,grade stamped, finger jointed lumber shall be as defined by the grade stamp prior to cross cutting and in accordance with the published values of lumber rules writing agencies approved by the Board of Review of the American Lumber Standards Committee in accordance with the latest edition of ANSI/TPI 1 Section 6.3. <c�ro PROpps, �\� �NGrNEER /04. 85525PE 11 ORE ON 9y G(y 12 2p, �0sEPN 4<c RENEWAL DATE 12/31/2013 April 3,2012 Ryan J. Dexter, P.E. The seal on these Truss Design Drawings indicates acceptance of professional engineering responsibility for the design assumptions as defined on this truss design drawing, solely for the truss component(s)depicted. The design assumptions, loading conditions, suitability and use of this component for any particular building is the responsibility of the building designer or owner of the trusses,per ANSI/TPI 1. The responsibilities and duties of the truss designer,truss design engineer and truss manufacturer shall be in accord with the latest edition of ANSI/TPI 1 Chapter 2 unless otherwise defined by a contract agreed upon by the parties involved. r . , Job Truss I Truss Type Qty Ply I PULTE HOMES DLG 7 ROOF SUM CRK l 15380499 B1203128 A01 -GABLE 1 1 _. _. -i -Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 9 7 01 5-1 129,tom 7.250 s May 11 2011 MiTek Industries,Inc.Tue Apr 03 17:07:08 2012 Page 1 I D:psYpOtl_XY7VhnhSwsUJYxzgerh-fC9E7g10YOXIluMQSfu MCpnq BuBC4koxgol8fyzUMdn 1 1-0-4 _..19-6-0 39-0-0 -0-0 19-6-0 19-6-0 Scale=1:66.7 5x6 = 6.00 12 16 17 18 13i2 ii - 19 5x6 12 / 1 -6 20 11 /. \ 21 5x6. 10 _' 22 9 'r' I I I s1F, 23 rh o 24 8 ST13 ST14 5T13 '- 1 25 6 ST9 ST10 ST11 ST12 ST12 ST11 ST10 ST9 26 6, fk ST7 S�fB ST6 ST7 ST6 27 28 1 ST5 ST4 'T$ 29 • s 0 I SSTT 3• k^ S 64 1 � 3 ST2 F 30 7z ,.•- -ST1 1 I Rf l 51 s 1 sT1 Hug J 7 -r2 4 6510 S 6x10 57 56 55 54 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 5x6 - _. ___.___-_ 39-0-0 39-04 Plate Offsets(X,Y): 12:0-5-6,0-3-01,[10:0-3-0,0-3-01,[22 0.3-0,0-3.0],[30:0-5-6,0-3A],144:0-3-0,0-3-0] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ltd PLATES GRIP TCLL 25.0 Plates Increase 1.15 • TC 0.52 Vert(LL) -0.00 1 n/r 180 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.47 Vert(TL) -0.00 1 n/r 180 BCLL 0.0 " Rep Stress Incr YES WB 0.10 Horz(TL) 0.05 43 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) -0.00 1 n/r 90 Weight:303 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Bur G TOP CHORD Structural wood sheathing directly applied or 3-1-1 oc pudins. BOT CHORD 2 x 4 DF No.1&Bir G BOT CHORD Rigid ceiling directly applied or 3-4-9 oc bracing. WEBS 2 x 4 DF Std G WEBS 1 Row at midpt 16-44,15.45,14.46,17-43,18-42 OTHERS 2 x 4 DF Std G"Except` ST14:2 x 4 DF No.1&Btr G • WEDGE Left:2 X 6 OF No.2,Right:2 X 6 DF No.2 REACTIONS All bearings 39-0-0. (Ib)- Max Horz 2=138(LC 15) Max Uplift All uplift 1001b or less atjoint(s)45,47,48,49,50,51,52,53,54,55,56,57,43,41, 40,39,38,37,36,35,34,33,32 except 2=-2052(LC 11),30=-2004(LC 14),31=-124(LC 17) Max Gray All reactions 250 lb or less at joint(s)44,45,46,47,48,49,50,51,52.53.54,55,56, 57,43,42,41,40,39,38,37,36,35,34,33,32 except 2=2196(LC 10),30=2105(LC 9), 31=260(LC 28) FORCES (Ib)-Mae.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=4575/4373,3-4=-4026/3917,4-5=-3697/3625,5-6=-3371/3336,6-7=-3049/3047,7-8=-2734/2768, 8.9=-2414/2486,9-10=-2123/2219,10-11=-1819/1937,11-12=1522/1857,12-13=-1220/1375, 13-14=-922/1098,14-15=-625/823,15-16=-330/510,16-17=330/506,17-18=-625/810,18-19=922/1076, 19-20=-1220/1346,20-21=1522/16113,21-22=-1819/1889,22-23=-2123/2171,23-24=-2411/2438, 24-25=-2713/2720,25-26=3011/2998,26-27=-3323/3286,27-26=-3650/3566,28-29=-3976/3868, 29-30=-4530/4375 BOT CHORD 2-57=-3851/4043,56-57=-3461/3583,55-56=-3195/3343,54-55=-2928/3077,53-54=2661/2810, 52-53=-2395/2543,51-52=2128/2277,5051=-1861/2010,4950=-1596/1745,48-49=-1329/1478, 47-48=-1063/1212,46-07=796/945,45-46=-529/678,44.45=-263/412,43-44=-263/412,42-03=-529/678, 41-42=-796/945,40-41=-1063/1212,39-00=-1329/1478,38-39=-1596/1745,37-38=-1861/2010, 36-37=-2128/2276,35-36=2395/2543,34-35=-2661/2810,3334=-2928/3076,32-33=-3168/3343, 31-32=3461/3583,30-31=3874/4043 PR OPes NOTES •�(, IG1N S+" 1)Unbalanced roof live loads have been considered for this design. ICJ , E�19 Q 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.0psf;h=258;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; �C? *,31? Lumber DOL=1.33 plate grip DOL=1.33 2 E5525rE +' 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 es applicable,or consult qualified building designer as per ANSUTPI 1. / 4) 115.olb AC unit load placed on the bottom chord,19-6-0 from left end,supported al two points,5-0-0 apart. 5)All plates are 2x4 MT20 unless otherwise indicated. err 6)Gable requires continuous bottom chord bearing. `i/' 0,t 4. (r 7)Gable studs spaced at 1-4=0 on. {I y 1+� - 8)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 'S1A. '(Y 12 2- ` 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 2-0-0 wide will lit between the bottom Y✓ ' i Con fAlV eo er members. OSEPN p RENEWAL DATE: 12/31/2013 April 3,2012 v.,.- AWARNING-Verify design parameters and mad notes on Ibis Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design I valid for use with MiTek connector plates only This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint IAi designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from i CONSULTING.LTIN^c1.0 SBCA at www.sbcindustrycom. VV/ Job Truss I Truss Type Oty 'Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380499 B1203128 - A01 GABLE 1 1 • L __ __ Job Reference(optional). _-— Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc.Tue Apr 03 17:07:09 2012 Page 2 ID:psYpOtL_XY7 VhnhSwsUJYxzgerh-7PjcKOmfJJfcN2xd0NPb10J?xIXRpB 143SVhBOzUMdm NOTES 10)A plate rating reduction of 20W 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)45,47,48,49,50,51,52,53,54,55,56,57,43,41,40,39,38,37,36,35,34,33,32 except (jt=lb)2=2052,30=2004,31=124. 12)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13)This truss has been designed for a total drag load of 200 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 39-0-0 for 200.0 pPP. 14)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard AWARNING-Verity design parameters and read notes on this Truss Design Drawing and included Dia Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability • of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint jr designations shown on individual web and chord members are for compression buckling only,not lorbuilding stability bracing_Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer_Additional permanent building stability bracing of the overall structure . .a is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, ae2r0zd delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING I SBCA at wwwsbcindustry.com. i (Job (Truss Truss Type Qty Ply PULTE HOMES DLG 7 ROOF SUM CRK • I 15380500 131203128 A02 DBL.FINK 2 1 Job Reference lootional)_ Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc.Tue Apr 03 17:07:10 2012 Page 1 ID:Lg_RBYLLmE?e3e7GM8z4?kzgeri-bbH_YLnH3doT?C Wpa4wgHEs4AimYW VE16EFjgzUMdl .1-0 7-10-13 , 14-0-0 19-6-0 25-0-0 __.._:,... _... 31-1-3 39-0-0 —4_11 1-0 7-10-13 6-1.3 5-6-0 5.6.0 6-1-3 7-10-13 1-0-0 Scale=1:67.3 5x6 = 6.00 6 2x4 '! 2x4 II 3x6 6 � 7 / iIIi- 3x6 4 721 ,`- 3x4it 8, 3 i ;LM1 W1TIIiII 9 • W; W2 W, W:f W4 12 ®t • B2 El o 31110 = 15 14 13 12 3x10 2x4 I 8x8 = 8x8 2x4 I 7-10-13 14-0-0 25-0-0 31-1-3 39-0-0_ 7-10-13 6-1-3 11-0-0 6-1-3 7-10-13 Plate Offsets(XY): (2:0-10-4,0-0-141,110:0-10-4,0-0-141,113:0-2-12,Edgel,114:0-2-12,Edgel _- - LOADING (psf) SPACING 2-0-0 CSI DEFL in (loot Udell L/d PLATES GRIP TCLL 25.0 ' Plates Increase 1.15 TC 0.93 Vert(LL) -0.39 13-14 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.53 Vert(TL) -1.03 13-14 >450 180 BCLL 0.0 ' • Rep Stress Incr YES WB 0.53 Horz(TL) 0.19 10 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight 200 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2 X 4 OF 2400F 1,7E*Except" BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B2:2 X 6 DF 2400F 2.0E WEBS 2 x 4 DF Std G-Except- W1:2 x 4 DF No.1&BtrG REACTIONS (lb/size) 2=2008/0-5-8 (min.0-2-2),10=2008/0-5-8(min.0-2-2) Max Horz 2=128(LC 6) Max Uplift 2=-270(LC 5),10=-270(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.•All forces 250(Ib)or less except when shown. TOP CHORD 2-3=3621/364,3-4=-3033/276,4-5=2865296,5-6=-3035/423,6-7=-3035/423,7-8=-2865/296, 8-9=3033/276,9-10=3621/365 EDT CHORD 2-15=-33613111,14-15=-338/3111,14-16=-39/1959,16-17=-39/1959,17-18=39/1959,18-19=-39/1959, 13-19=39/1959,12-13=-210/3111,10-12=-210/3111 WEBS 6-13=-217/1330,7-13=-422/241,9-13=-602/230,9-12=0/261,6-14=-217/1330,5-14=422/241, 3-14=-602/229,3-15=0/261 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II:Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 115.0Ib AC unit load placed on the bottom chord,19-6-0 from left end,supported at Iwo points,5-0-0 apart. 4)This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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(jt=lb)2=270,10=270. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. n 9)-Fix heels only"Member end fixity model was used in the analysis and design of this truss. �C-ikED PRQpE, LOAD CASE(S) Standard`L�NGy ��G� fp�, Q• 85525PE 1' 9� i { ,2 9+ 641'12 '- 4' J"SEPH .0 RENEWAL DATE: 12/31/2013 April 3,2012 A WARNING-Verily design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design I valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability a of design parameters and proper incorporation of the component is responsibility of building designer or owner of the busses and installer. Lateral restraint or • designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, �k/�p�)� delivery,erection,lateral restraint and diagonal bracing,consult ANSVTPI 1,DSB-89 and BCSI(Building Component Safely Information)available from i CONSULTING LLC SBCA at www.sheindustry.com. _. I— ,- ;Job 'Truss I Truss Type (AY )Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380501 /31203128 A03 DBL.FINK 5 1 i _.__. I I Job Reference(optional) _ I Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,torn 7.250 s May 11 2011 MTek Industries,Inc. Tue Apr 03 17:07:11 2012 Page 1 ID:Lg_RBYLLmE?e3e7GM8z4?kzgeri3nrMlhovgxwKcM5?7oS3gRPE76ByHy4N Wm_oFHzUMdk I_...._ 7-10-13 ____14-0_0 I 19-6-0 I 25-0-0 __.. I 31-1-3 39-0.0 - 0-0� 7-10-13 6.1.3 5-6-0 5-6-0 6-1-3 7-10-13 1-0-0 Scale=1:66.7 5x6 zs 6.00 112 5 • • i: '- 2x4 II % \� 2x4 II 3x6 -� 4 TZ,'� 6 3x6 3 7 y- ell3x4 3x4 0 2 'ld1 W1 e v . , '13 m Y • • -_.. . —__. 19 m o _ 61 't:4 B2 fd 3x10 = 14 13 12 11 3x10 = 2x4 I I 8x8 — 8x8 = 2x4 I 7-10-13 t____—_14-0-0 25-0-0 31-1-3__ 39-0-0 7-10-13 6-1-3 11-0-0 6-1-3 7-10-13 _Poole Offsets IX,V1: 11:0-10-0,0-0-141,19:0.10.9p-0-14],112:0-2-12,Ed9el,[13:0-2-12,Edgel LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/deg L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.98 Vert(LL) -0.39 12-13 >999 240 I MT20 220/195 TCDL 10.0 Lumber Increase 1,15 BC 0.53 Vert(TL) -1.04 12-13 >447 180 BCLL 0.0 ' Rep Stress Incr YES WB 0,58 Horz(TL) 0.19 9 n/a n/a BCDL 10.0 Code IRC20091TPI2007 1 (Matrix) 1 Weight:198 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2 X 4 DF 2400F 1,7E'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B2:2 X 6 DF 2400F 2.0E WEBS 2 x 4 DF Std G'Except' W1:2 x 4 OF No.18Btr G REACTIONS (lb/size) 1=1926/Mechanical,9=2016/0-5-8 (min.0-2-2) Max Horz 1=-138(LC 6) Max Uplift 1=-215(LC 5),9=-270(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-3683/381,2-3=-3061/282,3-4=-2893/303,4-5=-3046/424,5-6=-3035/420,6-7=-2938/297, 7-8=-3047/277,8-9=-3639/367 BOT CHORD 1-14=355/3179,13.14=355/3179,13-15=47/1987,15-16=47/1987,16-17=47/1987,17-18=-47/1987, 12-18=-47/1987,11-12=212/3127,9-11=-212/3127 WEBS 5-12=203/1308,6-12=-399/227,8-12=-606/233,8-11=0/261,5-13=-207/1327,4-13=-395/225, 2-13=-651/246,2-14=0/267 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL 5.0psf h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 115.01b AC unit load placed on the bottom chord,19-6-0 from left end,supported at two points,5-0-0 apart. 4)This Puss 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 2-0-0 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)Refer o girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift et joints)except Qt=lb)1=215,9=270. -'--n 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4>Gp PRO;rF 10)-Semi-rigid pitchbreaks with fixed heels'Member end fixity model was used in the analysis and design of this buss. <. s LOAD CASE(S) Standardke Cj tica N 'Me��s�Q- ' 85525PE p 0 G N ¢ JOSEPN 'CO" RENEWAL DATE: 12/31/2013 April 3,2012 A WARNING-Verity design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid Icr use with MiTek connector plates only_This design is based only upon parameters shown,and is for an individual building component.Applicability ' of design parameters and proper incorparalon of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ , �" diagonal bracing to insure stability during construction is the responslbilly of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication.quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING__C __.SBCA at www.sbcindustry cam, 'Job I Truss Truss Type Qty Ply 1 PULTE HOMES DLG 7 ROOF SUM CRK 15380502 B1203128 A04 GABLE '1 1 I 1Jnh Refrnmrr.jootionall Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 a May 11 2011 MiTek Industries,Inc. Tue Apr 03 17:07:14 2012 Page 1 ID:psYpOtL_XY7VhnhSwsUJYxzgerh-UMWVNjgn7sluTpgapw?mS41 sgJEnURHpDkCSsdzUMdh 1-0- 19-6-0 39-0-0 V-0� 1-0-0 19-8-0 19-6-0 1-0-0 Scale=1:67.3 5x6 = 6.00 112 16 17 I 15 14 ,,I<?" 18 ll 13 T ;�@., 6x6 12 T$ 11 i 1 21 5k6 10 -H�� , 20 22 • 9 r 23 n 8 li 24 - 7 Af ST12 ST13 StI4 ST13 s-T1I2 25 6 ST10 5T11 Sill ST10 r: 26 5 T1 SIB 5T9 ST9 ST8 27 4 STS ST6 ST7 ST7 ST6 ST5 i7 28 3 ST3 ST4 ST4 ST3 • ST2 I ' I i ST2 i. m t ' I , I I J- Oil H4V2.30 1 0 2 3T1 y 6x10 6x10 58 57 56 55 54 53 52 51 50 49 48 47 48 45 44 43 42 41 40 39 38 37 36 35 34 33 32 5x6 39-0-0 39-0-0 Plate Offsets(X,Y): 12:0-5-6,0-3-01,[10:0-3-0,0-3-01,[22:0-3-0,0-3-Oh 130:0-5-6,0-3-01,[45:0-3-0,0.3-0] LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.52 Vert(LL) 0.00 30 n/r 180 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.46 i Vert(TL) 0.00 30 n/r 180 BCLL 0.0 - Rep Stress'nor YES WB 0.10 1 Horz(TL) 0.05 44 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Wind(LL) 0.00 31 n/r 90 Weight:304 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 3-1-2 0c puffins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 3-4.14 oc bracing. WEBS 2 x 4 DF Std G WEBS 1 Row at midpt 16-45,15-46,14-47,17-44,18-43 OTHERS 2 x 4 DF Std G-Except' ST14:2x 4 DF No.1&BtrG WEDGE Left:2 X 6 DF No.2,Right:2 X 6 DF No.2 REACTIONS All bearings 39-0-0. (lb)- Max Horz 2=128(LC 18) Max Uplift All uplift 100 lb or less at joint(s)46,48,49,50,51,52,53,54,55,56,57,58,44,42, 41,40,39,38,37,36,35,34,33,32 except2=-2054(LC 11),30=-2038(LC 18) Max Gray All reactions 250 lb or less at joint(s)45,46,47,48,49,50,51,52,53,54,55,56,57, 58,44,43,42,41,40,39,38,37,36,35,34,33,32 except 2=2196(LC 10),30=2196(LC 9) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=4571/4374,3-4=4021/3921,4-5=-3693/3629,5-6=-3367/3340,6-7=-3044/3057,7-8=-2729/2778, 8-9=-2411/2497,9-10=21232230,10-11=-1819/1947,11-12=-1522/1668,12-134-1220/1386, 13-14=-922/1108,14-15=-624/833,15-16=-329/520,16-17=-329/516,17-18=-624/820,18-19=-922/1086, 19-20=-1220/1356,20.21=-1522/1629,21-22=-1819/1893,22-23=-2123/2175,23-24=24112442, 24-25=-2713/2724,25-26=-3011/3002,26-27=-3313/3292,27-28=-3639/3581,28-29=3967/3873, 29-30=-4516/4373 BOT CHORD 2-58=3851/4059,57-58=-3461/3599,5657=-3195/3359,55-56=-2928/3092,54-55=-2661/2825, 53-54=-2395/2559,52-53=-2128/2292,51-52=-1861/2025,50-534-1596/1760,4950=-1329/1493, 48-49=-1063/1227,47-48=-796/960,46-47=-529/693,45.46=-263/427,44-05=-263/427,43-44=529/694, 42-43=796/960,41.42=-1063/1227,40-41=-1329/1493,39-40=-1596/1760,38-39=-1861/2025, 37-334-2128/2292,36-37=-2395/2558,35-334-2661/2825,34-35=-2928/3092,33-34=-3195/3358, 32-33-3461/3625,30-32=3851/4058 NOTES ,kED PROi 1)Unbalanced roof live loads have been considered for this design. 'C,� s 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL 6.Opsi h=25ft;Cat II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; (GNCT[NEy�'TA 4, Lumber DOL=1.33 plate grip DOL=1.33 �T 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 ,. 85525PE applicable,or consult qualified building designer as per ANSI/TPI 1. 4) 115.01b AC unit load placed on the bottom chord,19-6-0 from left end,supported at two points,5-0-0 apart. 5)All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. -/ F 7 Gable studs spaced at 1-4-0 oc. '13 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - r N� �( 9)'This truss has been designed fora live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom 'Qz}_ 64,',z 2, A. chord and any other members. -Y J^ Q tT� 1lt� ats rgduction of 20%has been applied for the green lumber members. SEPN RENEWAL DATE. 12/31/2013 April 3,2012 aWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint Emit designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ I diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, /� • delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and SCSI(Building Component Safety Information)available from CONSULTING tic • SBCA at wwwsbcindustry.com. Job Tress Tmss Type Clay Ply PULTE HOMES OLG 7 ROOF SUM CRK 15380502 B1203128 A04 GABLE 11 1 _ - Job Reference(ooeonal)_-_ _ Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,torn 7.250 s May 11 2011 MiTek Industries,Inc.Tue Apr 03 17:07:14 2012 Page 2 ID:psYpOtL_XY7VhnhSwsUJYxzgerh-UMW VNjgn7sluTpgapw?mS41 sgJEnURHpDkCSsczUMdh NOTES 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)46,48,49,50,51,52,53,54,55,56,57,58,44,42,41,40,39,38,37,36,35,34,33,32 except(jt=1b)2=2054,30=2038. 12)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. 13)This truss has been designed for a total drag load of 200 plf.Lumber DOL=(1.33)Plate grip DOLg1.33)Connect truss to resist drag loads along bottom chord from 0-0-0 to 39-0-0 for 200.0 plf. 14)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1 A WARNING-Verify design parameters and read notes on this Truss Design Drawing and included Dr.)Reference Sheet(rev.03-11')before use.Design I valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicabiity of design parameters and proper incorporation of me component is responsibility of building designer or owner of the trusses and installer.Lateral restraint designations shown on individual web and chord members am for compression buckling only,notforbuilding stability bracing.Additional temporary restraint/ 1 I diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage. ,,. delivery,erection,lateral restraint and diagonal bracing,consult ANSUTPI 1.DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LW SBCA at www.sbcindustry corn. I Job Tress Truss Type Qty Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380503 B1203128 801 GABLE 2 1 -- [Job Reference(optional) Pro-Build Clackamas Trues,Clackamas,OR 97015-1129,tom 7250 s May 11 2011 MITek Industries,Inc. Tue Apr 03 17:07:17 2012 Page 1 ID:ieoKEFPUbmdxAP?D9hZFinzgerd-uxCdOlsgQngTKHY9U2YT4ifNl W Guh0OGviR6TwzUMde 11-0-0; 18-0-0 I 36-0-0 7-0-0 18-0-0 18-0-0 -0-0 Scale=162.3 5x6 -- 6.00 12 15 16 14 - 1S -� 17 12 i 18 axe 1 � 0 1,e I 20 3x6 8 g I j 21 7 22 ) i • 23 STO ST11 $T12 BT111 ST10 �"r 24 5 -�� I ST� ST id 25 pT8 ST tl4 '�I S i i ST� 26 i � T ST{ L27 ,..- STT I SI14 ST3 T1 2 ST2 ST�I w LI qlt 2 1 _ j"IB1 I q a Fit__ -1 Ri Ei- -..ST1• _Hw7.2829 xi? l 4x8 = 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 4x8 5x6 = 36-0-0 36-0-0 Plate Offsets(X,Y): [2:0-0-00-0-0],[28:Edge,0-0-0],[41:0-3-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.49 Ven(LL) 0.00 29 n/r 180 . MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.43 Vert(TL) 0.01 29 n/r 180 BCLL 0.0 * Rep Stress Incr YES WB 0.10 Horz(TL) 0.04 40 n/a Na BCDL 10.0 I Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.00 29 n/r 90 I.• Weight:263 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 3-2-14 oc puffins. BOT CHORD 2 x 4 DF No.i&Btr G BOT CHORD Rigid ceiling directly applied or 3-6-9 oc bracing. OTHERS 2 x 4 OF Sid G WEBS 1 Row at nlidpt 15-41,14-42,16-40 WEDGE Left 2 X 4 DF Stud/Std,Right:2 X 4 DF Stud/Std REACTIONS All bearings 36-0-0. (Ib)- Max Horz 2=120(LC 16) Max Uplift All uplift 100 lb or less at joint(s)42,44,45,46,47,48,49,50,51,40,38,37,36,35, 34,33,32,31 except 2=-1868(LC 11),52=-109(LC 16),30=-108(LC 17),28=-1871(LC 18) Max Gras All reactions 250 lb or less at joint(s)41,42,43,44,45,46,47,48,49,50,51,40,39, 38.37,36,35,34,33.32,31 except 2=2053(LC 10),52=320(LC 25),30=320(LC 28),28=2053(LC 9) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-4204/4073,3-4=-3382/3328,45=-3063/3036,5-6=-2739/2755,6-7=-2424/2476,7-8=-2118/2198, 8-90-1897/1934,9-10=182011919,10.11=-1521/1641,11-120-1223/1362,12-130-925/1084,13-14=-627/809, 14-150-333/496,15-16=-333/493,16-170-627/797,17-180-925/1062,18.19=-1223/1332,19-20=1521/1602, 20-21=-1820/1872,21-22=-1854/1884,22-23=-2118/2148,23-24=-2416/2427,24-25=-2714/2705, 25-26=-3013/2993,26-27=-3332/3284,27-28=-4155/4029 BOT CHORD 2-52=-3570/3753,51-52=-2928/3086,50-51=-26342820,49-50=-2394/2553,48-49=-2128/2286, 47-080-1861/2020,46-47=-1594/1753,45-46=-1328/1486,44-45=-1061/1220,43-44=-794/953, 42-43=528/686,41-42=-261/420.40-41=-261/420,39.40_528/686,38-39=-794/953,37-38=-1061/1220, 36-370-1328/1486,35-36=1594/1753,34-350-1861/2020,33-34=-2128/2286,32-33=-2394/2553, 31-32=-2634/2820,30-31=2928/3086,28-30=-3548/3753 NOTES 1) Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; - - Lumber DOL=1.33 plate grip DOL=1.33 ,i(Q PROF. 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 r4 s applicable,or consult qualified building designer as per ANSI/TPI 1. .. , 1 DINE, 9, ro 4) 115.01b AC unit load placed on the bottom chord,18-0-0 from left end,supported at two points,5-0-0 apart. 45.? 9 5)All plates are 2x4 MT20 unless otherwise indicated. 85525PE. 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 1-4-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live Iced nonconcurrent with any other live loads. 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 2-0-0 wide will fit between the bottom chord and any other members. B.Py'Z. 10)A plate rating reduction of 20%has been applied for the green lumber members. y = i�r !y 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)42,44,45,46,47,48,49,50,51,40,38,37, '�,r1. L()✓1,2 rtQ�`1'� 36,35,34,33,32,31 except(jt=1b)2=1868,52=109,30=108,28=1871. LT' C1aakttrAgeligned in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. �0SEPN Q RENEWAL DATE: 12/31/2D13 April 3,2012 aWARNING-Verify design parameters and read notes on this Trues Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design III valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint! -. I diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TP11,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLc SBCA at www.sbcindustry.com. Job Truss 1Truss Type Qty Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380503 B120312E1 1801 GABLE 2 1 _._._— _. __L—_ Job Reference laoliouelA_.__ Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,torn 7.250 s May 11 2011 MiTek Industries,Inc. Tue Apr 03 17:07:18 2012 Page 2 ID:ieoKEFPUbmdxAP?D9hZFinzgerd-M7m0D5tlB4oKyR7L2nn4icwBY2wc7QFGP7MAg?NzUMdd NOTES 13)This truss has been designed for a total drag load of 200 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 36-0-0 for 200.0 plf. 14)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD GASE(S) Standard AWARNING Verify design parameters and rend I,t1,un Ihis Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only TI ii,ileipgri is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint i designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracng to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure iF i is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabnoation,quality control,storage, If I delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and SCSI(Building Component Safety Information)available from CONSULTING_-: SBCA at www.sbcinduslry com Job (Truss •Truss Type illy Ply i PULTE HOMES DLG 7 ROOF SUM CRK 15380504 I B1203128 ''B02 DBL.FINK 7 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackames,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc. Tue Apr 03 17:07:18 2012 Page 1 ID:Aq MiRbP6M4ln nZaQjP4UF?zgerc-M7m0D5tl B4oKyR7L2 m4icwBZPwW BQ80P7MAg?NzUMdd I _.._ 29-8-4 36-0-0 70-1 3-0-0 1-0-0 6-3-12 6-8-4 1 5-0-0 ( 25-0-0 6-8-4 6-3-12 1-0-0 Scale=1:62.3 5x6 — 6.00 12 6 2x4 1 2x4 1 5 2 T 7 3x8 3x8 4 m 3x4 ;••ft/1 IN Ti 3x4 3 i• W2 W7 �3 W 2 �A n 10 r q. B1 ., ___ B2 Y� H1 ® --_ I� of 3x10 = 15 14 13 12 3x10 — 2x4 I 3x8 = 8x8 = 2x4 I 6-3-12 _____.. 13-0-0 _ 23-0-0 29-84 • 36-0-0 1 6-3-12 6-8-4 10-0-0 6-8-4 6-3-12 Plate Onsets(XV): 12:0-18,0-0-101.110:0-104,0-0-101,j13:0.2--- i - - 1 e1.I74:0-2-12,Edge_ LOADING (psi) • SPACING 2-0-0 1 CSI DEFL in (loc) Udell L/d PLATES GRIP TCLL 25.0 iPlates Increase 1.15 TC 0.41 Vert(LL) -0.30 13-14 >999 240 MT20 220/195 TCDL 10.0 I Lumber Increase 1.15 BC 0.81 Vert(TL) -0.8213-14 >523 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.54 Horz(TL) 0.16 10 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 • (Matrix) Weight 185 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 3-3-2 oc pudins. BOT CHORD 2 x 4 DF No.18Btr G"Except" BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B2:2 X 6 DF No.2 G WEBS 2x4DFStdG REACTIONS (lb/size) 10=1843/0-5-8 (min.0-1-15),2=1843/0-5-8 (min.0-1-15) Max Horz 2=-120(LC 6) Max Uplift 10—249(LC 6),2=-249(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3344/337,34=-2773/241,4-5=-2670/253,5-6=-2770/385,6-7=-2770/384,7-8=-2670/253, 8-9=-2773/241,9-10=-3344/337 BOT CHORD 2-15=-324/2883,14-15=-324/2883,14-16=-26/1786,16-17=26/1786,13-17=-26/1786,12-13=-205/2883, 10-12=-205/2883 WEBS 6-13=-203/1222,7-13=-451/255,9-13=-566/221,6-14=203/1222,5-14=451/255,3-14=-566/220 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.opsf;h=25tt;Cat.II;Exp 6;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 115.01b AC unit load placed on the bottom chord,18-0-0 from left end,supported at Iwo 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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 atjoint(s)except(t=1b)10=249,2=249. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9)'Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard .' c$) PRO .��cc- IN E1? .. c 85525PE • r' ' v OREGON it- <vQ 94. G(y12 2° -}7‘ jOSEPN 0(c' RENEWAL DATE: 12/31/2 013 April 3,2012 Al WARNING-Verify design parameters and mad notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability Z of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not lorbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction's the responsibility of the installer.Additional permanent building stability bracing of the overall structure • is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication.quality control,storage, M I delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from N �� L�Q SBCA at wwwsbcindustry.com. WSIJL NG Job TrusS Truss Type (Ny Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380505 B1203128 CO1 GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc.Tue Apr 03 17:07:21 2012 Page 1 ID:e0v4fxQ17OtePi9cH6bjnCzgerb-nl R8r6wAU?Avpuswj ud PEYp3a8e7d crrgKPKcizUMda -1-0-0 17-0-0 34-0-0 35-043 1.0-0 17-0-0 17-0-0 1-0-0 Scale=1:59.0 4x4 - 6.00 I 12 14 13 15 2 @ A 18 17 11 3x6 10 rvi 18 9 -� 19 3z6 8 20 21 6 _ �, 22 5 7 '.� T ET110 Sill ST10 ST I R.. 23 5 8 9 ST8 ST 8 fr 4 ST7 S,7 Tt • 5T 5T6 ST3 sirs 25 3 �Hf_kktt� • 3T2 • 5-3 ST4 ST4 ST3 S 2 `"I sl1 i I SIT zs 7.1 L _ � Ty , _ y c r 9 -81 Bit �"� e © ti, 27 n v 4z8 49 48 47 46 45 44 43 42 41 40 39 30 37 36 35 34 33 32 31 30 29 28 4x8 3x6 = 34-0-0 I 34-0-0 Plate Offsets(X,Y): 12:0-0-0,0-0-0),120:0-0-0,0-0-0),126:0-0-0,0-0<1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.47 Vert(LL) 0.00 27 Mr 180 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.41 Vert(TL) 0.01 27 Pk 180 BCLL 0.0 * Rep Stress Ina YES WB 0.11 Horz(TL) 0.04 37 Ma Ws BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wirxt(LL) 0.00 26 n/r 90 1 Weight 238 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-4-1 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 3-7-13 oc bracing. OTHERS 2x4 DF Std G WEBS 1 Row at midpt 14-38 REACTIONS All bearings 34-0-0. (Ib)- Max Horz 2=-114(LC 17) Max Uplift All uplift 100 lb or less at joint(s)40,41,42,43,44,45,46,47,48,37,36,35,34,33, 32.31,30,29 except26=1772(LC 18),2=-1781(LC 17),49=-114(LC 16),28=-114(LC 17) Max Gray All reactions 250 lb or less at joint(s)38,40,41,42,43,44,45,46,47,48,37,36,35, 34,33,32,31,30,29 except 26=1958(LC 9),2=1958(LC 10),49=352(LC 25),28=352(LC 28) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2.3=3965/3846,3.4=-3063/3031,4-5=-2716/2739,5-6=-2428/2463,6-7=-2118/2185,7-8=1819/1907, 8-9=-1646/1643,9-10=-1521/1628,10-11=-1223/1350,11-12=925/1071,12-13=627/796,13-14=-333/484, 14-15=-333/480,15-18=-827/784,16-17=-925/1050,17-18=-1223/1320,18-19=-1521/1589, 19-20=-1605/1634,20-21=-1819/1859,21-22=-2118/2138,22-23=-2416/2416,23-24=-26902698, • 24-25=-3037/2990,25-26=-3917/3805 BOT CHORD 2-49=-3371/3545,48-49=-26612812,47-48=-2368/2545,46.47=-2128/2279,45.46=-1861/2012, 44-45=-1594/1745,43-44=-1328/1479,42.43=-1061/1212,41-42=-794/945,40-41=-528/679,39-40=-261/412, 38-39=-128/279,37-38=-281/412,36-37=528/679,35-36=-794/945,34-35=-1061/1212,33-34=-1328/1479, 32-33=-1594/1745,31-32=-1861/2012,30-31=-2128/2279,29-30=-2368/2545,28-29=-26612812, 26-28=3351/3545 WEBS 3-49=-255/143,25-28=-255/142 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.0psf;h=258;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip OOL=1.33 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 es per ANSITTPI 1. ... PROFF s. 4)All platesrearei 2x4 t unless otherwiseho fearing. IP �� e'NE �+� 5)Gable requires continuous bottom chord bearing. >� F Q 6)Gable studs spaced at 1-4-0 on. 'P 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' . 85525PE r 8)'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 tat by 2-0-0 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)40,41,42,43,44,45,46,47,46,37,36,35, 34,33,32,31,30,29 except(jt=lb)26=1772,2=1761,49=114,28=114. ' , O G` 11)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. 4...... 1 +4e 12)This truss has been designed for a total drag load of 200 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord ' 1 y 12 9.1 from 0-0-0 to 34-0-0 for 200.0 pIL Y /� V CfAtlrFJMIsluur2Member end fixity model was used in the analysis and design of this truss. `i0SEPN 0 RENEWAL DATE 12/31/2013 April 3,2012 • a WARNING-Verity design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability E of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint milli/N designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure i is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, • delivery,erection,lateral restraint and diagonal bracing,consult ANSIRPI 1,DSB-89 and BCSI(Building Component Safety Information)available from i CONSULTING LLCI SBCA at www.sbcindustrycom. Jab Truss Truss — ypa City Ply PULTE HOMES DLG 7 ROOF SUM CRK 15330505 /31203128 C01 GABLE 1 1 ' _ [Job Reference(notional) Pro-Build Clackamas Truss,Clackames,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc Tue Apr 03 17:07:21 2012 Page 2 ID:e0v4fxO17OteP19cH6bjnCzgarb-niR8r6wAU?Avpuswjud PEYp3a8e7dcrrgKPKcizUMda LOAD CASE(5) Standard 1 AI WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-17)before use.Design i valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability !. of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint! I diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure I is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, ZiEll delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULflNG'lc SBCA et www.abcindustry.com ' •Job Truss Truss Type Ictty Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380506 B1203128 C01-A ',GABLE 1 1 ___..L_ -__.___- ___. _... Job Reterenee(notlonall Pro-Build Clackamas Truss,Clackemas,OR 97 01 5-11 2 9.tan 7.250 s May 11 2011 MITek Industries.Inc. Tue Apr 03 17:07:24 2012 Page 1 ID:e0v4fx017OtePi9cH8bjnCzgerb-BH7HU8y3mwYTgMbVO0A6sBRapLfpgzalW Id_DOzUMdX 110-0; ____17-0-0 _.._. -I--_ __ 34-0- 35-0. 1-0-0 17-0-0 17-0-0 1-0.0 Scale=1:59.0 4x4 - 6.00 112 14 13 15 I 11 7L� _ 17 3x6 10 III 18 99 3x6 9 8 20 21 6 I 1R 22 S711 i 5 STB 6T110 S 10 ST -8- 23 4 Stfe �TB 97q 24 ST7 3 T1 '' ST5 ST6 ST6 S�T5 � " T1 25 ST4 ST 2 ST3 1 S ST2 ST1 J_:. 6 27 m 2 rt __ �_ _. Bt rj kF _5_ _ _- v 4 4x8 = 49 48 47 46 45 44 43 42 41 40 39 36 37 36 35 34 33 32 31 30 29 28 4x8 3x6 34-0-0 34-0-0 Plate Offsets(X,Y):12:0-0-0,0-041,120:0-0-0,0-0-01,[26:0-0-0,0-04]_ LOADING (psf) ' SPACING 2-0-0 CSI DEFL in (loc) I/detl Uri PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.47 Vert(LL) 0.00 27 n/r 180 MT20 220/195 • TCDL 10.0 Lumber Increase 1.15 BC 0.41 Vert(TL) 0.01 27 n/r 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.11 I Horz(TL) 0.04 37 n/a rda BCDL 10.0 Code IRC2009/TPI2007 (Matrix) 1 Wind(LL) 0.00 26 n/r 90 Weight:238 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-4-1 oc pudins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 3-7-13 oc bracing. OTHERS 2 x 4 DF Sld G WEBS 1 Row at midpt 14-38 REACTIONS All bearings 34-0-0. (lb)- Max Horz 2=-114(LC 17) Max Uplift All uplift 100 lb or less al joint(s)40,41,42,43,44,45,46,47,48,37,36,35,34,33, 32,31,30,29 except26=-1772(LC 18),2=-1761(LC 17),49=-114(LC 16),28=114(LC 17) Max Gras All reactions 250 lb or less at joinl(s)38,40,41,42,43,44,45,46,47,48,37,36,35, 34,33,32,31,30,29 except 26=1958(LC 9),2=1958(LC 10),49=352(LC 25),28=352(LC 28) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 23=-3965/3846,34=-3063/3031,4-5=2716/2739,5-6=-2428/2463,6-7=-2118/2185,7-8=-1819/1907, 8-9=-1646/1643,9-10=-1521/1628,10-11=-1223/1350,11-12'-925/1071,12-13=-627/796,13-14=333/484, 14-15=-333/480,15-16=-627/784,16-17=-925/1050,17-18=-1223/1320,18-19=-1521/1589, 19-20=-1605/1634,20-21=-1819/1859,21-22=-2118/2138,22-23=-2416/2416,23-24=-2690/2698, 24-25=-3037/2990,25-26=-3917/3805 BOT CHORD 2-49=-3371/3545,48-49=-2661/2812,4748=-2368/2545,46-47=-2128/2279,4546=-1861/2012, 44-45=-1594/1745,43-44=-1328/1479,4243=-1061/1212,4142=-794/945,40-41=-528/679,39-40=-261/412, 38-39=-128/279,37-38=-261/412,36-37=528/679,35-36=-794/945,34-35=-1061/1212,33-34=-13213/1479, 32-33=-1594/1745,31-32=-1861/2012,30-31=-2128/2279,29-30=-2368/2545,28-29=26612812. 26-28=3351/3545 WEBS 349=-255/143,25-28=-255/142 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2ps1 BCDL=6.0psf;h=258;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 nn applicable,or consult qualified building designer as per ANSI/TPI 1. +,1 ss �tu PRQ , 4,4)All plates are 2x4 MT20 unless otherwise indicated. � 5)Gable requires continuous bottom chord bearing. ,� NGINEF '' 9 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. ct' $ZE ZD r 8)'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 2-0-0 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)40,41,42,43,44,45,46,47,48,37,36,35, ,/� 34,33,32,31,30,29 except(jl=1b)26=1772,2=1761,49=114,28=114. r. 41 -I :./U r 41 4.-, This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. f 12)This truss has been designed fora total drag load of 200 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord -'7 - L(y i•� g0 !-�'. from 0-0-0 to 34-0-0 for 200.0 plf. Y'10Qv i t�� �leoAl $��yMemberend fixity model was used in the analysis and design of this truss. SE=P VA RENEWAL DATE: 12/31/2013 April 3,2012 A WARNING-Verify design parameters and read notes on this Truss Design Drawing and included Din)Reference Sheet(rev.03-11')before use.Design I valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building mmponenL Applicability I of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer_ Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint) AP t diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safely Information)available from CONSULTING tic SBCA at www.sbcindustry.com. !Job Truss :Truss Type Qty Ply PULTE HOMES DIG 7 ROOF SUM CRK ii 15380508 B1203128 C01-A GABLE 1 1 --_— _.. _ Job Reference(Ot)M1 Q Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,torn 7.250 s May 11 2011 MiTek Industries.Inc.Tue Apr 03 17:07:24 2012 Page 2 ID:eOv4fxQ170tePi9cH6bjnCzgerb-BH7HU8y3mwyTgMbVO0A6sBRapLfpgzalW Id_DOzUMdX LOAD CASE(S) Standard WARNING-Verifyh design parametersectorl end read notesisdesignon this Trued DesignyDrawing and is shoved DrJnisReferenceSheet u.d one use.Dec valid for use w8h MiTek proper plates only.This comIs based only upon parameters shown,and is for individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint , ri>, designations shown on individual web and chord members are for compression buckling only,not al ding stability bracing_ty onal temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, s.-: delivery,erection,lateral restrain)and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available front CONSULTING SBCA at www.ebcindusstry.cem._ -Job Truss Truss Type Oty Ply PULTE HOMES OLG 7 ROOF SUM CRK I 61203128 ICO2 1DBL.FINK '3 1 • • Pro-Build Clackamas Truss,ClarJr - ---- Job Reference(optional] 0507 amas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc.Tue Apr 03 17:07:25 2012 Page 1 I D:e0v4fx017OtePi9cH6bjnCzgerb-TUhth UzhXEgKI VAhykiLOOIPIv?YMU RkxNXJTzUMd W -1-0-0 6-5-14 1 12-0-0 _17-0-0 T2-0-0 27-6-2 34-0-0. 5-0.0 1-0-0 6-5-14 5-6-2 5-0-0 5-0-0 - 5-6-2 8-5-14 1-0-0 Scale=1:59.0 4x6 - 6.00 72 6}� 2x4 I ' 2x4 II 3x6 = 5 ' � 7 /' 3* 4 3x4 = 3x4 r, od 3 ;WI W1 9 .. ',W3 0/4 p C��, -- - _ _- B2 - '1 __ het 3 3x10 - 15 14 13 12 3x10 = 2x4 I 8x8 - 8x8 = 2x4 6-5-14 „ __. 12-0-0 22-0-0 _ 275.2 34-0-0• 6-5-14 5-6-2 10-0-0 - 5-6-2 65-14 Plate Offsets(X,Y): [2 0-10-0,0-0.10L I6:0.3-0,0-151,[10:0-10�,0-0-10],[13:0.2-12,Edge],f14:0-2-12,Edge1 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.48 Vert(LL) -0.28 13.14 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.80 Vert(TL) -0.77 13-14 >523 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.32 Horz(TL) 0.14 10 n/a n/a BCDL 10.0 Cade IRC2009/TPI2007 (Matrix) Weight:175 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 3-2-6 oc pudins. BOT CHORD 2 x 4 DF No.18Btr G'Except BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B2:2 X 6 DF No.2 G WEBS 2 x 4 DF Std G'Except W1:2 x 4 OF No.18BtrG REACTIONS (Ib/size) 2=1753/05-8 (min.0-1-14),10=1753/0-5-8 (min.0-1-14) Max Horz 2=114(LC 5) Max Uplift2=-234(LC 5),10=-234(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3130/302,3-4=-2649/218,4-5=-2498/236,55=-2658/354,6-7=-2658/354,7-8=-2498/236, 8-9=-2649/218,9-10=-3130/303 BOT CHORD 2-15=283/2688,14-15=283/2688,14-16=-21/1690,16-17=-21/1690,13-17=-21/1690,12-134-169/2688, 10.12=-169/2688 WEBS 6-13=180/1172,7-13=-395/225,9-13=-478/198,6-14=-181/1172,5-14=-395/225,3-14=-478/198 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 115.01b AC unit load placed on the bottom chord,17-0-0 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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 gt=lb)2=234,10=234, 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9)'Fix heels only'Member end fixity model was used in the analysis and design of this truss. EO PROF LOAD CASES) Standard ���CO•�'SC ,�GiNE€ -vo 17 a- 85525PE 1' J' y1"" i.. ,cr 4 4 k.12,241 *' JOSEMA O� RENEWAL DATE: 12/31/2 313 April 3,2012 A WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MITek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability , of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint • designations shown on individual web and chord members are for compression budding only,not forbuilding slability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure l Is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, :`<,+i,m. delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbdndustry.corn. • Job Truss �russ Type Cry Ply PULTE HOMES DLG 7 ROOF SUM CRK I 15380508 B1203128 CO2-A DBL.FINK 3 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas.OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc. Tue Apr 03 17:07:26 2012 Page 1 ID:e0v4fxQ17OtaPi9cH6bjnCzgerb-7gF1 vgzJIYpBvfkuVRDaxcWw99FEHpkazb65HvzUMdV -1-0-0 6-5-14 i 12-0-0 17-0-0 22-0-0 I 27-6-2 34-0-0 35-0-0 1-0-0 6-5-14 5-6-2 5-0-0 5-0-0 5-6-2 6-5-14 1-0-0 Scale=1:59.0 4x6 = 6.00 12 6 2x4 12x4 3x6 c. 5 "T "'-- --- 7 < 3x6 o_I 3x4 �/' /( "6 3 /vy1 W1 YY W2 W F - � 10 � 3x10 = 15 14 13 12 3x10 — 2x4 1 8x8 = 8x8 = 2x4 i I 6-5-14 I- 12-0-0 22-0-0 127-6-2 34-0-0 6-5-14_.. 5-6.2 10-0-0 5-6-2 6.5.14 Plate Offsets(X,Y): [2:0-10-4,0-0-10],[6:0-3-0,0-1.81,[10:0-10-4,0-0-101[13:0-2-12,Edge].[14:0-2-12,Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) gde8 lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.48 Vert(LL) -0.28 13-14 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.80 Vert(TL) -0.77 13-14 >523 180 BCLL 0.0 ' Rep Stress Ina YES I WB 0.32 Horz(TL) 0.14 10 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:175 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.186tr G TOP CHORD Structural wood sheathing directly applied or 3-2-6 oc pudins. DOT CHORD 2 x 4 DF No.188tr G*Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B2:2 X6 DE No.2 G WEBS 2 x 4 DF Std G*Except* W1:2x 4 DF No.1&Btr G REACTIONS (lb/size) 2=1753/05-8 (min.0-1-14),10=1753/05.8 (min.0-1-14) Max Horz 2=114(LC 5) Max Uplift 2=-234(LC 5),10=-234(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3130/302,3-4=2649/218,4-5=-2498/236,5-6=-2658/354,6-7=-2658/354,75=2498/236, 8-9=-2649/218,9-10=-3130/303 BOT CHORD 2-15=-283/2688,14-15=-283/2688,14-16=-21/1690,16-17=-21/1690,13-17=-21/1690,12-13=-169/2688, 10-12=-169/2688 WEBS 6-13=-180/1172,7-13=-395/225,9-13=-478/198,6-14=-181/1172,5-14=-395/225,3-14=-478/198 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3)115.0Ib AC unit load placed on the bottom chord,17-0-0 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 nonconcurent 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 2-0-0 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 atjoint(s)except(jt=lb)2=234.10=234. • 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/1-PI 1. 9)'Fix heels only Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard W��' NG1 EF061 '0�9 '.c 85525PE c- 9 • r.'�L Y'l2 2. t-¢-4 �`/OSEpO O RENEWAL DATE: 12/31/2013 April 3,2012 ,I a WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11)before use.Design valid for use with MfTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applirabitily ? ' of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer Lateral restraint designations shown on Individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ �'. • diagonal bracing to Insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure II is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication quality control,storage, ;, • delivery.erection.lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and SCSI(Building Component Safety Information)available from CONSULTING L SBCA at wnw.sbcindustry.com. !Job Truss !Truss Type 'i,OtyIPIy I PULTE HOMES DLG 7 ROOF SUM CRK i 15380509 'B1203128 CO3 DBL.FINK ��6 i I 1Job Reference(potionall Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc. Tue Apr 03 17:07:27 2012 Page 1 ID:6DTTsHRNuh0V1skogg6yKOzgera-bspP6A-x3rx2XpJ439kpUp342Yb000TkCFsegLzUMdU 6-5-14 12-0-0 17-0-0 22-0-0 _ 27-6-2 34-0-0. 35-0-0 6-5-14 5-6-2 5-0-0 5-0-0 5-6-2 6-5-14 1-0-0 Scale=1:58.4 4x6 = 6.00 12 5 3 2x4 II ;- "� 2x4 I I 3x6 4 6 i 'A 3x6 -" 3 I 0 3x4 // A 3%4 . ,y 2 I %v✓1 V�f 8 VS/4 / W _'. W. 9 1 5 1=___._ r' _. __ _- B2 °- an, _.—_. i ----,...,.,10 3x10 - 14 13 12 11 3x10 - 2x4 II 8,E = 8x8 - 2x4 II • 6-5-14 12-0-0 22-0-0 I _ 27-6-2 34-0-0 6-5-14 5-6-2 10-0-0 5-6-2 6-5-14 Plate Offsets(X,Y): 11:0-10-4,0-0-1%15:0-3-0 0-1$,19:0-10-4,0-0-101,[12:0-2-12,Edget[13:0-2-12,Edgel LOADING (psf) SPACING 2.0-0 • CSI DEFL in (toy I/de8 Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0,54 Vert(LL) .0.28 12-13 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.80 Vert(TL) -0.7812.13 >518 180 BCLL 0.0 ' Rep Stress Incr YES WB 0,36 Horz(TL) 0.14 9 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:173 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 OF No.1&Bir G TOP CHORD Structural wood sheathing directly applied or 3-0-9 oc puffins. BOT CHORD 2 x 4 OF No.1&Btr G'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 6,2:2 X 6 OF No.2 G WEBS 2 x 4 OF Std G'Except• W1:2 x4 DI No.1&BUG REACTIONS (lb/size) 1=1670/Mechanical,9=1761/0-5-8 (min.0-1-14) Max Horz 1=-123(LC 6) Max Uplift 1=-180(LC 5),9=-235(LC 6) FORCES (lb)•Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-3197/321,2-3=-2681/225,3-4=-2530/243,4.5=-2688/360,5-6=2675/355,6-70-2515/237, 7-8=-2666/219,8-9c-3146/304 BOT CHORD 1-14=-302/2760,13-14=-302/2760,13-15=-25/1705.15-16=-25/1705,12-16=-25/1705,11-12=-171/2703, 9-11=-171/2703 WEBS 5-12=-180/1172,6-12=-395/225,8-12=-477/198,5-13=-186/1193,4-13=391/223,2-13=-526/213 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 115.0Ib AC unit load placed on the bottom chord,17-0-0 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 fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 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 atjoint(s)except(jt=lb)1=180,9=235. 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TP!1. 10)"Fix heels only'Member end fixity model was used in the analysis and design of this truss. ��cy�`} PR Qp , LOAD CASE(S) Standard Pe, ECG ,0 su 85525PE r• 9`4,4RE $ '''� 6L1`12,2him 41 JoSEPN ,0 ; RENEWAL DATE: 12/31/2013 April 3,2012 A WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use_Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component_Applicability , of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, Y2 delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LW SBCA at www.sbcindustry.com. , Job miss Truss Type Qty Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380510 131203128 CO3-A DBL.FINK 6 1 Job Reference tootionall Pro-Build Clackamas Truss,Clackames,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc. Tue Apr 03 17:07:28 2012 Pagel I D:6DTTsHRNuhOV 1 skogg6yKOzgera-42MoJV?Zg93v9zuGdsF201 cFoyxlijtRvbCMozUMdT 17-0-0 22-0-0 _ __ _27.6r2 __ .04-0.0 5-0 6-5-14 5-6-2 5-0-0 5-0-0 ) 5-6-2 6-5-14 1-0-0 Scale=1:58.4 4x6 = 6.00 112 5 k =,, 2x4 2x4 I I 3x6 4 TL 6 3x6 C 3 7 %' 354 • 3x4 2 W1 Wf 8 K ft Y y N3. W3 W4 31, B1 3x10 = 14 13 12 11 3x10 2x4 !I . 8x8 = 8x8 = 2x4 11 6-5-14 12-0-0 1 __ __. 22-0-0 27-6-2 34-0-0 y 6-5-14 5-6-2 10-0-0 5-6-2 6-5-14 Plate Offsets(X,Y): [1:0-10-4,0-0-10],[5:0-3-0,0-1-8],[9:0-10-4,0-0-10h[12:0-2-12,Edge],113:0-2-12,Edge] • LOADING (pst) SPACING 2-0-0 CSI DEFL in (lac) Odell Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.54 Vert(LL) -0.28 12-13 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.80 Vert(TL) -0.7812-13 >518 180 BCLL 0.0 - Rep Stress Ina- YES WB 0.36 Horz(TL) 0.14 9 n/a Ma BCDL 10.0 Code IRG200917712007 (Matrix) Weight:173 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.13.Btr G TOP CHORD Structural wood sheathing directly applied or 3-0-9 oc purling. BOT CHORD 2 x 4 OF No,188tr G*Except" BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 62:2 X 6 DF No.2 G WEBS 2 x 4 DF Std G'Except' W1:2 x4DFNo.18BtrG REACTIONS (lb/size) 1=1670/Mechanical,9=1761/0-5-8 (min.0-1-14) Max Horz 1=-123(LC 6) Max Uplift 1=-180(LC 5),9=-235(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-3197/321,2-3=-2681/225,3-4=-2530/243,4-5=-2688/360,5-6=-2675/355,6-7=2515/237, 7-8=-2666/219,8-9=-3146/304 BOT CHORD 1-14=302/2760,13-14=-302/2760,13-15=-25/1705,15-16=-25/1705,12-16=-25/1705,11-12=-1712703, 9-11=-171/2703 WEBS 5-12=-180/1172,6-12=395/225,8-12=-477/198,5-13=-186/1193,4-13=-391/223,2-13=-526/213 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3)115.01b AC unit load placed on the bottom chord,17-0-0 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 buss has been designed fora live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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)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 atjoint(s)except(jt=1b)1=180,9=235. 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. ��c nt� �R n(1j� 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 4u O7- LOAD CASE(S) Standard �� �NGI NEF,y,S,,,,, 85525PE f' p p., .„ tr NI 9vj tfit Y12 2 , 4-(s 4OSEPH O RENEWAL DATE 12/31/2013 April 3,2012 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint Et/ designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint' diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure I • is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89and BCSI(Building Component Safely Information)available from CON.SI/LT/NI1r LLC SBCAUwwwsbcintlustry.com. . ,Job Truss Truss Type Oty Ply PULTE HOMES DLG 7 ROOF SUM CRK I 15380511 B1203128 C04 GABLE 1 1 IJob-Referencelnpeonal) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc.Tue Apr 03 17:07:30 2012 Page 1 I D:aP1 r4dS7f?8Me0J_OXd BsdzgerZ-ORUYkBOgMmJdOH2fkHHX5Shclm14Dg3Au D4IQgzU Md R l 17-0-0 34-0-0 35-0-0 17-0-0 17-0-0 1-0-0 Scale=1:58.4 4x4 - 6.00 12 13 2 � 14 10 T2 ' 16 3x6 9 -;1 :L2'. 17 I 8 le 3x6 -- i 6 7 li 19 20 g 5 , 21 ra 4 - ST9 ST10 ST11 ST10 ST9 22 3 ST8 ST8 , 23 6 srr .ST7 S 6 24 2 �� S ST4 ST5 I i ST§ ST4 S,I,yp T3 1.. a, ST2 S� - ST i 1 I • .H� e _. - __._ #1 J .© 9 H © © 8. ®B2 �I ® r lei 2626 s7 a 4x8 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 4x8 - 3x6 = I -_._. _ 34-0-0 _ 34-0-0 -Plate Offsets(X,Y): [7:0-0-0,0-0-4],[19:0-0-0__. [25:0-0-0,0-0-41 LOADING (psf) SPACING 2-0-0 CS! DEFL in (loc) 1/de11 L/d '', PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.47 Verl(LL) 0.00 26 n/r 180 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.42 Ved(TL) 0.01 26 n/r 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.11 Horz(TL) 0.04 36 n/a Na BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.00 25 n/r 90 Weight:236 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 3-4-0oc purlins. BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 3-7.9 oc bracing. OTHERS 2 x 4 DF Std G WEBS 1 Row at rnidpt 13-37 REACTIONS All bearings 34-0-0. (Ib)- Max Herz 1=-123(LC 17) Max Uplift All uplift 100 lb or less at joint(s)39,40,41,42,43,44,45,46,47,36,35,34,33,32, 31,30,29,28 except 25=-1772(LC 18),1=1745(LC 17),48=-135(LC 16),27=-114(LC 17) Max Gray Al reactions 250 lb or less at joint(s)37,39,40,41,42,43,44,45,46,47,36,35,34, 33.32,31,30,29,28 except 25=1958(LC 9),1=1875(LC 10),48=377(LC 25),27=352(LC 28) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-3967/3845,2-3=-3061/3032,3-4=-2717/2711,4-5=-2428/2464,5-6=-2118/2185,6-7=-1820/1907, 7-8=-1646/1643,8-9=-1521/1628,9-10=-1223/1350,10-11=-925/1071,11-12=-627/796,12-13=333/4134, 13-14=-333/480,14-15=-627/784,15-16=-925/1050,16-17=1223/1320,17-18=-1521/1589, 18-19=-1605/1634,19-20=-1820/1860,20-21=-2118/2138,21-22=-2416/2416,22-23=-2690/2698, 23-24=-3037/2990,24-25=-3917/3805 BOT CHORD 1-48=-3371/3545,47-48=-2661/2812,46-47=-2368/2545,45-06=-2128/2279,44-45=-1861/2012, 43-44=-1594/1745,42-43=-1328/1479,41-02=-1061/1212,40-41=-794/945,39-40=-528/679,38-39=-261/412, 37-38=-128/279,36-37=-261/412,35-36=528/679,34-35=-794/945,33-34=-1061/1212,32-33=-1328/1479, 31-32=-1594/1745,3031=-18612012,29-30=-2128/2279,28-29=-2368/2545,27-28=-2661/2812, 25-27=-3351/3545 WEBS 2-48=-267/152,24-27=255/142 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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. �0 PRO S' 4)All plates are 2x4 MT20 unless otherwise indicated. S 5)Gable requires continuous bottom chord bearing. �Cj w.1.011NZZA Z 6)Gable studs spaced at 1-4-0 oc. 1' '✓ 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 552PG Tr 8)'This truss has been designed for a live load of 20.Opsl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom cc77 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)39.40,41,42,43,44,45,46,47.36,35,34, 33,32,31,30,29,28 except(jI=Ib)25=1772,1=1745,48=135,27=114. 1) 4N \ Q 11)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. 12)This truss has been designed fora total drag load of 200 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord -Q..L�✓G � from 0-0-0 to 34-0-0 for 200.0 plf. "Y :1'12 2- ,`OA atibsS1240r2Mernber end fixity model was used in the analysis and design of this truss. V0SEPH p RENEWAL OATS: 12/31/2013 April 3,2012 a WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheer(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability E it of design parameters and proper Incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing_Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure . is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULT11NGLLC SBCA at www.sbdndusfry.com. , Job 'Truss Truss Type Oty Ply PULTE HOMES OW 7 ROOF SUM CRK 15380511 911203128 '.004 GABLE 1 i 1 i _ _ - I ___I Job Reference foetionall Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MITek Industries,Inc. Tue Apr 03 17:07:31 2012 Page 2 ID:aP1 r4dS?f?8Me0J_OXd BsdzgerZ-Ud2wyX 1 S74R000drl_ometEm2A2Jy7J K7tgsz7zUMdQ LOAD GASPS) Standard Al WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DM Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability rt of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,eredion,lateral restraint and diagonal bracing,consult ANSIRPI 1,D5B-89 and BCSI(Building Component Safety Information)available from CONSULTINGac SBCA at www.sbcindistry.com-_ CONSULTING , �b Truss rTmss Type City Ply PULTE HOMES DLG 7 ROOF SUM CRN 15380512 B1203128 C04-A GABLE ;1 1 L_ __.___.__ _--L 'Job Reference _.._ __ __ __ __I _r. Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc.Tue Apr 03 17:07:33 2012 Page i ID:aP1 r4dS?f?8Me0J_OXdBsdzgerZ-QOAhND3ithhCFkn EQPrEj4J6YzknQ1poaBJz1?zUMdO 17-0-0 _._..___ 34-0-0 35-0-0 17-0-0 17-0-0 1-0-0 Scale=1:58.4 4x4 = 6.00 12 13 12 .( 14 I l 4 15 10 - ! 16 3x6 - 9 ', 17 8 .ti ,. '' 18 39 6 7 I 20 ni 6 ,iA 21 4 ;:�(' ST'IO §1-11 sT1 �, �� 22 3 :S'� grg S(r9 ST 23 ST_ S� i ST7 ST6 24 ST4 STS ST5 � ST3 � 93 I: _ 25 26 4x8 = 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 dz8 3x6 = __-_ 34-0-0 i ._.. _ 34-0-0 Plate Offsets(X,Y): [1:0-0-0,0-0-4],f19:0-0-0,0-0-0),[25:0-0-0,0-0-41 LOADING (psf) SPACING 2-0-0 CSI 1 DEFL in (loc) /dell Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.47 I Vert(LL) 0.00 26 rVr 180 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.42 Vert(TL) 0.01 26 n/r 180 BCLL 0.0 ' I Rep Stress Incr YES WB 0.11 Horz(TL) 0.04 36 n/a n/a li BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.00 25 n/r 90 Weight:236 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc purlins. BOT CHORD 2 x 4 DF No.18etr G BOT CHORD Rigid ceiling directly applied or 3-7-9 oc bracing. OTHERS 2 x 4 DF Std G WEBS 1 Row at rnidpt 13-37 REACTIONS All bearings 34-0-0. (Ib)- Max Horz 1=-123(LC 17) Max Uplift All uplift 100 lb or less at joint(s)39,40,41,42,43,44,45,46,47,36,35,34,33,32, 31,30,29,28 except 25=-1772(LC 18),1=-1745(LC 17),48=-135(LC 16),27=-114(LC 17) Max Gray All reactions 250 lb or less atjoinl(s)37,39,40,41,42,43,44,45,46,47,36,35,34, 33,32,31,30,29,28 except 25=1958(LC 9),1=1875(LC 10),48=377(LC 25),27=352(LC 28) FORCES (Ib)-Max.Comp./Max.Ten.-All faces 250(Ib)or less except when shown. TOP CHORD 1-2=-3967/3845,2-3=-3061/3032,3-4=-2717/2711,4-5=-2428/2464,5-6=-2118/2185,6-7=-1820/1907, 7-8=-1646/1643,8-9=-1521/1628,9-10=-1223/1350,10-11=-925/1071,11-12=-627/796,12-13=-333/484, 13-14=-333/480,14-15=-627/784,15-16=-925/1050,16-17=-1223/1320,17-18=-1521/1589, 18-19=-1605/1834,19-20=-1820/1860,20-21=-2118/2138,21-22=-2416/2416,22-23=-2690/2698, 23-24=-3037/2990,24-25=-3917/3805 BOT CHORD 1-48=-3371/3545,47-48=-2661/2812,46.47=-2368/2545,45-46=-2128/2279,44-45=-1861/2012, 43.44=-1594/1745,4243=-1328/1479,41.42=-1061/1212,40-41=-794/945,39-40=-528/679,38-39=-261/412, 37-38=-128/279,36-37=-261/412,35-36=-528/679,34-35=-794/945,33-34=-1061/1212,32-33=-1328/1479, 31-32=-1594/1745,30-31=-1861/2012,29-30=-2128/2279,28-29=-2368/2545,27-28=-2661/2812, 25-27=-3351/3545 WEBS 2-48=-267/152,24-27=-255/142 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05:100mph;TCDL=4.2psf;BCDL=6.0psf;h=258;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and fight exposed; Lumber DOL=1.33 plate grip DOL=1.33 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. Q,E4 PROFF 4)All plates are 2x4 MT20 unless otherwise indicated. �� Q'NEE a 5)Gable requires continuous bottom chord bearing. i,7 Q 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. d - 85525PE ‘'' 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 2-0-0 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)39,40,41,42,43,44,45,46,47,36,35,34, 33,32,31,30,29,28 except(j1=Ib)25=1772,1=1745,48=135,27=114. 0 GON Q' 11)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANS17TP1 1. VL Nq 12)This truss has been designed for a total drag load of 200 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33)Connect truss to resist drag loads along bottom chord IA. ( '12 `40 from 0-0-0 to 34-0-0 for 200.0 pl1. -Y�� OV L4al6 J�dhsl?jsay'ZMember end fixity model was used in the analysis and design of this truss. SEPN 1ENENAL DATE: 12/31/2013 April 3,2012 1 A WARNING-Verity design parameters and read notes on this Tress Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability Ekil I of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint • designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities.fabrication,quality control.storage, CONSULTING pY�a2/�deivery,erection,lateral restraint and diagonal bracing, ULT1 consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CO LLC SBCA atwww.sbcinduslry.com. llJob Toms Truss Type •Oty PlyPULTE HOMES DLG 7 ROOF SUM CRK 15380512 61203128 C04-A ''GABLE 1 1 Job Reference footionall I Pro-Build Clackamas Truss,Clackamas.OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc.Tue Apr 03 17:07:34 2012 Page 2 ID:aP1r4dS?f?8Me0JOXdBsdzgerZ-uCk3aZ4KQ?p3tuMQz7MTGIsHIN409U3mpr2WZRzUMdN LOAD CASE(S) Standard AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheel(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraintEt/ designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing 10 insure stability during construction is the responsibility of the installer.Additional permanent bidding slability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,labrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consull ANSITrP11,OSB-89 and SCSI(Building Component Safety Information)available from i M I ffG«C SBCA atvnwrsbcindusly.com..___ _ _ '� _ _ wi//N .Job Truss Truss Type Day ''Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380513 !B1203128 D01 'I GABLE 2 1 _.-_-. . ,__-___.._jJob Reference(optional) Pro-Build Clackamas Truss,Clackarnas,OR 9 7 01 5-11 29,tom 7.250 s May 11 2011 MiTek Industries,Inc.Tue Apr 03 17:07:34 2012 Pagel ID:aP1 r4dS?f?8Me0J_OXdBsdzgerZ-uCk3aZ4KQ?p3tuMOz7MTGIsOBNAN9VJmp2WZRzUMdN -0-9-0 4-4-5 4-8-6 7-3-10 7-7-11 12-0-0 I 12-9-0 0-9-0 4-4-5 0-4-1 2-7-4 0-4-1 44b 0-9-0 Scale=1:22.4 4)06 - 2x4 II 4x6 — 6 5 Cx `� 2 B 2x4 i 2x4 I 8.00 12 4 �1 2x4 'I . 9 2x4 II 3 4 �r' ST3 T3 ST3. - T1 w m T2 T2 ST1 5T1 • 4 a 18 17. 16 15 14 13 12 _. 3x6 2x4 I 2x4 I 2x4 I 2x4 I I 2x4 2x4 I 2x4 I I 3x6 4-4-5 4-8-6 7-3-10 7/7-11 12-0-0 I 4-4-5 b-4-1 2-7-4 ---- 0-4-1 4-4-5 Plate Offsets(X,Y): [2:03-9,0-1-81,[5:0-3-0,0-0-121,[7:0-3-0,0-0-12],[10:03-9,0-1-a] LOADING (psf) SPACING 2-0-0 1 CSI DEFL in (loc) kdefl L/d PLATES GRIP TCLL 25,0 Plates Increase 1.15 I TC 0.03 Ven(LL) -0.00 10 n/r 180 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.02 Vert(TL) 0.00 10 n/r 180 BCLL 0.0 " Rep Stress Ina YES WB 0.03 Horz(TL) 0.00 10 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.00 10 n/r 90 Weight:58 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins,except BOT CHORD 2 x 4 DF No.1&Btr G 2-0-0 oc pudins(6-0-0 max.):5-7. OTHERS 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS All bearings 12-0-0. (Ib)- Max Horz 2=84(LC 4) Max Uplift All uplift 100 lb or less at joint(s)2,10,15,16,17,18,13,12 Max Gray All reactions 250 lb or less at joint(s)2,10,15,16,17,18,14,13,12 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4,2psf-,BCDL=6.opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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) Provide adequate drainage to prevent water pending. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed fora 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 2-0-0 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 atjoint(s)2,10,15,16,17,18,13,12. 11)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12)'Fix heels only"Member end fixity model was used in the analysis and design of this truss. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard �kPEO PROFFSs ��� �NCaIM1IE C,9 /0#P 85525PE r it 9s- v 0•• G'N,, 40 1, 6[y1220, 'j `1OSEPN O� RENEWAL DATE 12/31/2013 April 3,2012 • WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design ' ' valid for use with MiTek connector plates only.This design is based only upon parameters shown,and Is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraintli& E designations shown on individual web and chord members are for compression buckling only,not forbullding stability bracing.Additional temporary restraint/ • diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent bulktirg stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTIIYG7LLC SBCA at www.sbcinduslry.com. _ _ Job Truss Truss Type qry Ply !'.PULTE HOMES DLG 7 ROOF SUM CRK ' 15380514 161203128 D02 HOWE 2 I 2 !Job Reference Motional) Pro-Build Clackamas Truss.Clackemas.OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc.Tue Apr 03 17:07:36 2012 Page 1 ID:2bbDHySdQJGDGAtByF8QPrzgerY-rbrp?E5ayc3n6CVp5YOxLjxthBkidGB3G9XdeKzUMdL 3-3-15 —_ _ 6-0-0 ___ 8-8-1 12-0-0 3-3-15 2-8-1 2-8-1 3-3-15 4x6 !'.. Scale=1:26.7 3 8.00;12 3x6 3x6 '> 2 e, 4 t-I ,'T1 t 3 - Yy2 JY3 ', i 5 - Hwi ' 11111111111110. 1 -1 HUS26 8 HUS26 7 HUS26 6 HUS26 , 7x14 MT18H % 3x6 I I 8x8 = 3x6 I I 7x14 MTIBH HUS26 3-3-15 6-0-0 8-8-1 _ 12-0-0 -_ _ 3-3-15 ' 2-8-1 2-8-1 3-3-15 Plate Offsets(X,Y)_ [1:04-11,Edgeh 12:0-2-0,0-1-8],t3:0-2-12,0-2-01.I4:0-2-0,0-1A1,I5:0-0-11,Ed9e7.I6:0lA,0-1-81.17:0d-0,0-4-e1,[8:0-0-8,0.1.8] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.35 Vert(LL) -0.05 6-7 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.47 Vert(TL) -0.13 6-7 >999 180 MT18H 220/195 BCLL 0.0 • Rep Stress her NO WB 0.58 Horz(TL) 0.04 5 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight 130 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.i&Btr G TOP CHORD Structural wood sheathing directly applied or 3-11-1 oc purlins. BOT CHORD 2 X 6 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 a 4 DF Std G*Except W1:2 a 4 DF No.1&Btr G WEDGE Left:2 x 4 DE Std,Right:2 x 4 DF Std REACTIONS (Ib/size) 1=5269/0-5-8 (min.0-3-14),5=5269/0-5-8(min.0-3-14) Max Horz 1=114(LC 13) Max Uplift 1=3525(LC 15),5=-3525(LC 18) Max Gray 1=7782(LC 10),5=7782(LC 9) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-11734/5505,2-3=-7291/2880,3-4=-7291/2880,4-5=-11734/5506 BOT CHORD 1-9=-4511/9563,8-9=-3598/8650,8-10=260017720,7-10=-2348/7400,7-11=-2309/7400,6-11=-2561/7720, 6-12=-3559/8650,5-12=-4472/9563 WEBS 2-8=-580/2734,3-7=-1143/5806,4-8=-581/2734,2-7=-2430/856,4-7=-2430/657 NOTES 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2 x 4-1 row at 0-7-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-5-0 oc. Webs connected as follows:2 a 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-05;100mph;TCDL=42psf,BCDL=6.0psf;h=25fl;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5)All plates are MT20 plates unless otherwise indicated. - n 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. „CS) PROF t� 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 2-0-0 wide will fit between the bottom chord and any other members. - ) 6NGlrE „ re 8)A plate rating reduction of 20%has been applied far the green lumber members. C.? 9) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except(jt 1b)1=3525,5=3525. : ��• $FJJ25r) �- 10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11)This truss has been designed for a total drag load of 625 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 12-0-0 for 625.0 plf. 12)'Fix heels only"Member end fixity model was used in the analysis and design of this truss. •/ �,. • 13)Use Simpson Strong-Tie HUS26(14-10d Girder,4-10d Truss)or equivalent spaced at 2-0-0 oc max.starting at 2-0.0 from the left end to 10-0-0 to connect s�/ Tr trusses)CO3(1 ply 2 x 4 DF)to front face of bottom chord. d!R.. {• 4 40 14)Fill all nail holes where hanger is in contact with lumber. 9 4 As LL pp ��pp )) ti 12, � Conhn Fg..�52geandard �OSEP' 0 RENEWAL DATE: 12/31/2013 April 3,2012 WARNING-VerHy design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability • of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint12(IN designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ • diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, • • • deivery,erection,lateral restraint and diagonal bracing,consult ANSI/17l 1,DS6-89 and BCSI(Building Component Safety Information)available from ' *ONSULT/NG ac • SBCA al www.sbcinduslry.com. _ _ Job 1Truss iTruss Type Oty Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380514 B1203128 I002 --- —I HOWE 2 — _-- 2 Job BEferenae(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries.Inc.Tue Apr 03 17:07:36 2012 Page 2 ID:2bbDHySdQJGDGAtByF8QPrzgerY-rbrp?E5ayc3n6CVp5YOxLjxfh BkidGB3 G9XdeKzUMdL LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-5=-20,1-3=-70,3-5=-70 Concentrated Loads(lb) Vert:7=-1900(F)9=-1900(F)10=-1900(F)11=-1900(F)12=-1900(F) WARNING-Verify design parameters end read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design ' valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability E of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint mit designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regardkig design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1.DSB-89 and BCSI(Building Component Safely Information)available from CONSULTING tic atwww.sbcindustry.com. 'Job Truss 'Truss Type "r Ply PULTE HOMES DLG 7 ROOF SUM CRK ' 15380515 B1203128 E01 GABLE 1 1 i __ Job Reference(ootional) _ Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc. Tue Apr 03 17:07:36 2012 Page 1 ID:2b6DHySdQJGDGAIByF8QPrzgerY-rbrp?E5ayc3n6CV p5YOxLjxki BrsdPu3G9XdeKzUMd L (-0A-0 I _.___ 5-5-12 I 10-11-8 1 11-8-8._- 0-9-0 5-5-12 5-5.12 0-9-0 4x4 = Scale=1:25.8 6 2x4 2x4 I I 8.00'12 ' 2x4 II 2x4 I, 4 4 ,i 214 T1 T4 �T1 T3 TS I 92x4 II T2 2 gT1 ! -ITI 10 2 �" _ i 01 ®' 11 3 18 17 16 15 14 13 12 3x8 _ - J 2x4 II 2x4 '1 2x4 I' 2x4 I I 2x4 II 2x4 I! 2x4 i 3x6 = _ 10-11-8 _.. 10-11-8 __ Plate Offsets(X,Y): [2:0-3-6,0.1.8),I10:03-6,0-1-81 • LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d 1 PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.03 Vert(LL) -0.00 10 n/r 180 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.02 Vert(TL) -0.00 10 n/r 180 BOLL 0.0 ' Rep Stress!nor NO fl WB 0.02 Horz(TL) 0.00 10 nla n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.00 10 n/r 90 Weight:54 lb FT=10% y LUMBER BRACING . TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4DFStdG REACTIONS All bearings 10-11-8. (lb)- Max Horz 2=108(LC 4) Max Uplift All uplift 1001b or less at joint(s)2,10,16,17,18,14,13,12 Max Gray All reactions 250 lb or less atjoint(s)2,10,15,16,17,18,14,13,12 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;100mph;TCDL=4.2pst;BCDL=6.0psf,h=25f1;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3)Gable requires continuous bottom chord bearing. 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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 atjoint(s)2,10.16,17,18,14,13,12. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard �s0 PROP 4. s 444 -7 Q 85525PE r 9A ✓ 1"'. �fi 14 1Y12,2°, vOSEPN O� RENEWAL DATE: 12/31/2013 April 3,2012 WARNING-Verify design parameters and read notes on this Truss Design Drawing and included OrJ Reference Sheet(rev.031 T)before use.Design • valid for use whh MiTek connector plates only.This design is based only upon parameters shown,and Is far en individual building component Applicability i , of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses end installer Lateral restraint iti • designations shown on individual web and chord members are for compression buckling only,not forbuiltling stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibiliy of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, !! p delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and SCSI(Building Component Safety Information)available from CONSULTING 1LC •I SBCA at www.sbcindustry.cam. YV Job Truss Truss Type Oty Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380516 B1203128 E02 HOWE 1 xk L Job Reference Motional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc.Toe Apr 03 17:07:37 2012 Page 1 ID:2bbDHySdQJGDGAtByFBQPrzgerY-JnPBCa6DiwBdkM4?fFvAtwUpha4AMjDCVpHAAmzUMdK I 2-8-14 I 5-5-12 t_ _..___ 8-2-1_0 , 10-11-8 _ 2-8-14 2-8-14 2-8-14 2-8-14 4x6 I I Scale=124.3 3 8.00',12 3x6 �� 9x6 4 2 'Tf .. 9 ypl �T1 x 7x14 MT18H yy3 W2 `„3 - 7x14 MT18H P 5 1 11Vy1 � -- W1 I I J �!I1 I ill I `) I b HUS26 a HUS26 7 HUS26 6 HUS26 3x8 I I axe = 3x8 II HUS26 2-8-14 5-5-12 _____8-2-10 10-11-8 2-8-14 2-8-14 2-8-14 2-8-14 Plate Onsets(X,Y): f1:0-4-11,Ed9e6 120-2-0,0-14e1 C3:0-2-8,0-2-01[4:0.2-0,0-1-61L5:0-0-11,Etl9el,I6:0.4.12.0.1-81 p:0-0-0,0.4-121.I8:0-4-12,0.181 LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ion) Vde9 Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.40 Vert(LL) -0.05 7-8 >999 240 MT20 220/195 • TCDL 10.0 Lumber Increase 1.15 BC 0.46 VBn(TL) -0.13 7-8 >986 180 MT18H 220/195 BCLL 0.0 " Rep Stress lncr NO WB 0.60 Horz(TL) 0.04 5 n/a n/a • BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:118 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&BtrG TOP CHORD Structural wood sheathing directly applied or 3-9-3 oc purlins. BOT CHORD 2 X 6 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x 4DFStd G'Except' WI:2 x4 OF No.1&BtrG WEDGE Left:2 x 4 DF Std,Right.2 x 4 DF Std REACTIONS (lb/size) 1=5381/0-5-8 (min.0-3-15),5=6564/0-5-8 (min.0-4-9) Max Herz 1=104(LC 13) Max Uplift 1=-3591(LC 15),5=-3824(LC 18) Max Gray 1=7935(LC 10),5=9118(LC 9) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-12201/5644,2-3=-7844/3190,3.4=-7848/3191,4-5=-12333/5670 BOT CHORD 1-9=4720/10115,8-9=-3562/8877,8-10=-2853/8167,7-10=-2162/7477,7-11=-1476/6931,6-11=-3029/8485, 6-12=-4276/9732,5-12=-4610/10065 WEBS 3-7=-1183/6057,4-7--2596/720.4-64-621/2825,2-7=2446/689,2-8=-596/2700 NOTES 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2 x 4-1 row at 0-7-0 oc. Bottom chords connected as follows:2 X 6.2 rows at 0-2-0 oc. Webs connected as follows:2 x 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-05;100mph;TCOL=4.2psf;BCDL=6.Opsf;h=258;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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. oN F Sib a PROPe, 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 2-0-0 wide will fit between the bottom 4r� G{NE tr Si',p 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 atjoint(s)except(jt=Ib)1=3591,5=3824. Q' $5525PE. r 10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. 11)This truss has been designed fora total drag load of 700 pit.Lumber DOL=(1.33)Plate grip DOL=(1.33)Connect truss to resist drag loads along bottom chord „,-"' from 0-0-0 to 10-11-7 for 700.1 ptf. - 12)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 13)Use Simpson Strong-Tie HUS26(14-I6d Girder,4-16d Truss)or equivalent spaced at 2-0-0 oc max.starting at 2-0-0 from the left end to 10-0-0 to connect r,O=,.GO 4 truss(es)A03(1 ply 2 x 4 DF)to front face of bottom chord. r!� 1, 14)Fill all nail holes where hanger is in contact with lumber. -'$i 0"12 St 2. i Qt RO r?uMr ageandard �OSEPH RENEWAL DATE 12/31/2013 April 3,2012 A WARNING-Verify design parameters and read notes on this Truss Design Drawing and Included DrJ Reference Sheet(rev.03-111 before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component_Applicability of design parameters and proper incorporation of the component in responsibility of building designer or owner of the trusses and installer. Lateral restraint - , :41/7 designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, 4� delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI I,DSB-89 and SCSI(Building Component Safety Information)available from CONSULRNN LLC SBCA at www.sbcindustry.com. _ ___. _ Job I Truss Truss Type l Oty !Ply PLATE HOMES DLG 7 ROOF SUM CRK ' • 15380516 I81203128 �E02 HOWE 1 I 2 .Job Reference(optional) Pro-Build Clackamas Truss.Cleckamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc. Tue Apr 03 17:07:37 2012 Page 2 I D:2bbDHySd QJ G DGAtByFBQPrzgerY-JnPBCa8DiwBdkM47fFVAtwUpha4AMjDCVpHAAmzUMdK LOAD CASE(S) Standard 1) Regular.Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pt) Vert:1-3=-70,3-5=-70,1-5=-20 Concentrated Loads(lb) Vert:6=-2200(F)9=2200(F)10=-2200(F)11=-2200(F)12=-2200(F) WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicabikly I of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint m fS/ designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure • is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, • delivery,erection,lateral restraint and diagonal bracing,consultANSIIT CONSULTING 1,DSB-89 and SCSI(Building Component Safety Information)available from i. CONSULTING tic SBCA at www sbcinduslry.com Job ITruss !Truss Type Oly Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380517 B1203128 F02 MONO TRUSS 5 1 Job Reference(optional) _I Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc.Tue Apr 03 17:07:38 2012 Page 1 IDXo9bV ITFBcO4uKSN Wygfy2zgerX-n_zaQw7rTEJ U M VfBCzRPQ804t_XJ 5JmMkTOjiDzU MdJ -1-0-0 1-0-0 1-0-0 1-0-0 Scale=1:7.1 • • 6.W 12 I�' 2 ,,,I l(i o . a r yr B1 354 = 1-0-0 1-0-0 LOADING (psi) SPACING 2-0-0 '.� CSI DEFL in (loc) I/dell Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 I TC 0.05 Vert(LL) -0.00 2 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 I BC 0.02 Vert(TL) -0.00 2 >999 180 BCLL 0.0 * Rep Stress Incr YES I WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 • Code IRC2009/TPI2007 (Matrix) Weight:5 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD 2 x 4 DF Std G ROT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=156/0-5-8 (min.0-1-8),4=9/Mechanical,3=-8/0-1-8 (min.0-1-8) Max Horz 2=45(LC 5) Max Uplift2=-82(LC 5),3=-8(LC 1) Max Gray 2=156(LC 1),4=19(LC 2),3=12(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) 'This truss has been designed fora live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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 Fuss to truss connections. 6) Provide mechanical connection(by others)of buss to bearing plate at joint(s)3. 7)Provide mechanical connection(by others)of buss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,3. 8)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)'Fix heels only Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard p,EO PRopps - ¢- 85525PE 'j 3 ✓ G+ ,, $ 9+ 2 -4./0'12 fl� � `1OSE:PH O� RENEWAL DATE: 12/31/2D13 April 3,2012 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DM Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability ` of design parameters and proper incorporation of the cemponent is responsibility of building designer or owner of the trusses and installer. Lateral restraint , 1 designations shown on individual web end chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ ' • diagonal bracing to insure stability during construction is the responsibility of Me installer.Additional permanent building stability bracing of the overall structure 1 is the responsibility of the building designer or owner of the Fusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, -& ,z: delivery.erection,lateral restraint and diagonal bracing.consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safely Information)available from CONSOLTING LLc ' SBCA at www.sbcindustry.com. Job Truss Truss Type Gay Ply :PULTE HOMES DLG 7 ROOF SUM CRK 15380518 1131203128 LOI i GABLE 1 1 _. I .i,lobReference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,torn 7.250 s May 11 2011 MiTek Industries,Inc. Tue Apr 03 17:07:38 2012 Page 1 ID:Xo9bV ITFBcO4uKSN Wygfy2zgerX-n_zaQw7rTEJ U MV1BGzRPQ800N_UX5J_MkTOjiDzU MdJ -0-9-0 2-9-4 I 5-6-8 I 6-3-8 I 0-9-0 2-9-4 _....... 2-9-4 0-9-0 4x4 = Scale:3/4-=1' 3 8.00 12 gx4 -- 2xq II 0 N WI 71 /_ _ T1 ST7 ST1 2 t l� n , 1 �B 12x4II I. Ei:- 4x6 4— 4x6 = 2-9-4 ..._.._ I ___— 5-6-8 2-9-4 2-9-4 Plate Offsets(K,Y): 12:0-0-7,0-0-2I,14:0-0-7,0-0-21 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/de8 Lk( PLATES GRIP TOLL 25.0 Plates Increase 1.15 TC 0.28 Vert(LL) -0.00 6 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.19 Vert(TL) -0.00 2-6 >999 180 BCLL 0.0 ' Rep Stress Ina' NO WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:24 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-5-11 oc pudins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 5-8-5 oc bracing. WEBS 2x4DFStdG OTHERS 2 x 4 DP SId G REACTIONS (lb/size) 2=297/05.8 (min.0-1.9),4=297/05-8 (min.0-1-9) Max Horz 2=56(LC 11) Max Uplift 2=-1266(LC 15),4=-1266(LC 18) Max Gray 2=1482(LC 10),4=1482(LC 9) FORCES (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2219/1992,3-4=-2219/1992 BOT CHORD 2-6=-1416/1571,4-6=-1416/1571 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.opsf h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)Gable studs spaced at 1-4-0 Do. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss hes been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide will et 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 atjoint(s)except Qt=lb)2=1266,4=1266. 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIfTPI 1. 10)This truss has been designed for a total drag load of 625 plf.Lumber DOL=(1.33)Plate grip DOL=(l,33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 5-6-8 for 625.0 plf. 11)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. �r-d11�Q PR Op LOAD CASE(S) Standard w N GIN 4- " Q- 85525PE r" ORE St iv 9, `'t)-12.2` -1::' dOSEPH RENEWAL DATE: 12/31/2U13 April 3,2012 ( •, WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-1 T)before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability , of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint t ,; designations shown on individual web and chord members are for compression buckling only not al ding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of installer.Additional permanent building stability bracing of the overall structure ? is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication.quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and SCSI(Building Component Safety Information)available from CONSULTING LLC , SBCA at www.sbcindustrW.com. Job Truss ''Truss Type Oty Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380519 B1203128 L02 GABLE 1 1 ! Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc.Tue Apr 03 17:07:39 2012 Page 1 ID:Xo9bV ITFBcO4u KSN W ygfy2zgerX-FAXydG7TEXRLzfEOmgyezLZATOgPgmJVy7mH FfzU Mdl F—-0-9-0 _._ 2-9-4 4-11-8 1 0-9-0 2-9-4 2-2-4 4x4 — Scale=1:16.6 3 8.00 112 4x6 J 4 o T2 5 N mI W1 T7 HW2 2 • ! d n d 1 .____ 61 "' —__ - Y.I I. 7 2x4 I' 4x8 = 6 5x8 I 2-9-4 4-11-8 I 2-9-4 2.24 Plate Offsets(X,Y): [2:0-0-3,Edge],15:05-6,0-0-2] LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) Udell Ud PLATES GRIP TCLL 25.0 I Plates Increase 1.15 TC 0.38 Vert(LL) -0.00 7 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.22 Ved(TL) -0.00 2-7 >999 180 BCLL 0.0 ` Rep Stress'nor NO WB 0.05 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:21 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 4.4.5 oc pudins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 5-3-6 oc bracing. WEBS 2x4DFStdG SLIDER Right 2 X 6 OF No.2-G 1-3-0 REACTIONS (lb/size) 2=283/0-5-8 (min.0-1-10),5=203/Mechanical Max Harz 2=167(LC 13) Max Uplift 2=-1350(LC 15),5=-1294(LC 18) Max Gray 2=1552(LC 10),5=1473(LC 9) FORCES (Ib)-Max Comp./Max.Ten.-Al forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2336/2139,3-4=-1020/872,45=-1737/1545 BOT CHORD 2-7=-1646/1769,5-7=-94211064 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 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 2-0-0 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 atjoint(s)except(jt=1b)2=1350,5=1294. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/fPI 1. 9)This truss has been designed for a total drag load of 625 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect toss to resist drag loads along bottom chord from 0-0-0 to 4-11-8 for 625.0 plf. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard <ca." PR0pee t�GINEF9 J4 85525PE r p OREGON s A¢ 1+ (14$'12 go,� RENEWAL DATE 12/31/2013 April 3,2012 A WARNING-Verify design parameters and read notes on this Toss Design Drawing and Included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component Is responsibility of building designer or owner of the tosses and installer Lateral restraint , 1�.- designations shown on individual web and chord members are for compression buckling only,not forbuilcing stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the Installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, " :,_• ! delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1.D58-89 and SCSI(Building Component Safety Information)available from CONSULTING ac SBCA at www.sbcinduslry.com. Job Truss Truss Type 'Oh/ 'Ply PULTE HOMES DLO 7 ROOF SUM CRK " 15380520 B1203128 MO1 MONO TRUSS 1 1 Job Reference(optional). _.__ Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc. Tue Apr 03 17:07:39 2012 Page 1 ID:APXsFm1 cwfpnWKe4i98NFMzgeyY-FAXydG7TEXRLzfEOmgyezLZFdOscgmOVy7mHFfzUMdl -1-0-0 2-0-0 1-0-0 _._2-0-0 Scale=1:9.7 6.00 12 co 4 2 1i 1 / B1 c-� 3x4 —.._--- 240-0 2-0-0 LOADING (pen SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.05 Vert(LL) -0.00 2 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.08 Vert(TL) -0.00 2-4 >999 180 BCLL 0.0 • Rep Stress Ina YES l WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IRC20091TPI2007 (Matrix) Weight 7 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-0-0oc pudins. BOT CHORD 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=180/0-5-8 (min.0-1-8),4=19/Mechanical,3=48/0-1-8 (min.0-1-8) Max Harz 2=64(LC 5) Max Uplift 2=-69(LC 5),3=-24(LC 5) Max Gras 2=180(LC 1),4=39(LC 2),3=484LC 1) FORCES (Id)-Max.Comp./Max.Ten.-All forces 250 Oh)or less except when shown. NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.It;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 2-0-0 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 at joint(s)3. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2.3. 8)Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s)3. 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard fjC"‘"—-—:IPNRE"4'41C> Q 85525PE �r + (� Y122 '‘ �•4. �QSEPVk Ora RENEWAL DATE; 12/31/2013 April 3,2012 WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design l valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability 1 , ll:vi of design parameters and proper Incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint • designations shown on Individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint diagonal bradng to Insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, deivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING Lt __ SBCA at wwwsbcindustrycom. Job, _..__——_-- _.__�.__ --._ _. '.Truss TrussI Type Qty 'IPiy PULTE HOMES OLD 7 ROOF SUM CRK 15380521 1 B1203128 M01-A MONO TRUSS 1 1 __- Job Reference fontanel) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc.Tue Apr 03 17:07:39 2012 Page 1 ID:APXsFm1cwfpnWKe4i96NFMzgeyY-FAXydG7TEXRLzIEOmgyezLZFdOscgmOVy7mHFfzUMd I —. -1-0-0 2-0-0 —I 1-0-0 2-0-0 Scale=1:9.7 I 6.00 12 I I I 2 T1 0 81 I =� ./I _ _ .- i 3x4 = 2-0-0 2-0-0 LOADING (psf) SPACING 2-0-0 I CSI DEFL in (too) I/dell L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 I TC 0.05 Vert(LL) -0.00 2 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.08 i Vert(TL) -0.00 2-4 >999 180 BCLL 0.0 ' I Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IRC2009(TPI2007 (Matrix) Weight 7 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.i&Btr G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. BOT CHORD 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=180/0-5-8 (min.0-1-8),4=19/Mechanical.3=48/0.1.8 (min.0-1-8) Max Horz 2=64(LC 5) Max Uplift 2=-69(LC 5),3=24(LC 5) Max Gras 2=180(LC 1),4=39(LC 2),3=4d(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS pow-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed fora 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 2-0-0 wide will Tit 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 at joint(s)3. 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,3. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. 10)'Fix heels only Member end fixity model was used in the analysis and design of This truss. LOAD CASE(S) Standard 0) PROP cc 85525PE ter" 9A vr,- '1,: R i(, 60-12 20\ k 44 RENEWAL DATE 12/31/2013 April 3,2012 .•<r ,t AWARNING Verily design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MITek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability I jitif of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not permanent stability bracing.Additional temporary restraint/ ,,,,y diagonal bracing to Insure stability during construction is the responsibility of the installer.Additionalal permanent building stability bracing of the overall structure ' is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, M��� delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from VONSKTI�1��ww LW SBCA at war sbcndusiry.com. Job Truss Truss Type pty Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380522'. B1203128 M02 MONO TRUSS 6 1 Jab Reference(optional) --_ Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc.Tue Apr 03 17:07:39 2012 Page 1 ID:Xo9bVITFBcO4uKSNWygfy2zgerX-FAXydG7TEXRLzfEOmgyezLZFdOscgmOVy7mHFfzUMdl -1-0-0 2-0-0 1-0-0 2-0-0 Scale=1:9.7 t J 6.00 .12 " ,,,,_,...,,_,, ., _ .., ,,,,,,:,,,,,-1,, , , ,, _ „, . :, T a.. . .... . .............................. .... .. ........ 2 - ki • ' 3x4 — 2-0-0 2-0-0 LOADING (psf) i SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TOLL 25.0 Plates Increase 1.15 TC 0.05 Vert(LL) -0.00 2 >999 240 MT20 220/195 • TCDL 10.0 Lumber Increase 1.15 BC 0.08 IVert(TL) -0.00 2-4 >999 180 BCLL 0.0 ' Rep Stress Inor YES WB 0.00 I Horz(TL) -0.00 3 n/a n/a I BCDL 10.0 Code IRC2009/TPI2007 (Matrix) I Weight 7 lb FT=10% LUMBER __._. BRACING _....— _...._-_. TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. BOT CHORD 2 x 4 OF Sid G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=180/0-5-8 (min.0-1-8),4=19/Mechanical,3=48/0-1-8 (min.0-1-8) Max Horz 2=64(LC 5) Max Uplift 2=-69(LC 5),3—24(LC 5) Max Gray 2=180(LC 1),4=39(LC 2),3=48(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 2-0-0 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 buss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,3. B)Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s)3. 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ��9,0) RROFE6s 85525PE55 1' i J ! ft i 'a.' oy .yam✓'11'12 -k,‘ -}- (10sEPN 00 RENEWAL DATE: 12/31/2013 April 3,2012 Ia WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use_Design I valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component_Applicability , of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer_ Lateral restraint 7617 I designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses-For general guidance regarding design responsibilities,fabrication,quality control,storage, l delivery,erection,lateral restraint and diagonal bracing,consult ANSIRPI 1,DSB-89 and SCSI(Building Component Safety Information)available from CONSULTING tic SBCA at wwwsbcindustry.com 'Job I Truss Truss Type Qly I Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380523 81203126 M02-A MONO TRUSS 6 1 Job Reference(ootional)______ Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,torn 7.250 s May 11 2011 MiTek Industries,Inc.Tue Apr 03 17:07:39 2012 Page 1 ID:Xo9bVITFBcO4uKSN Wygfy2zgerX-FAXydG7TEXRLzfEOmgyezLZFdOscgmOVy7mHFfzUMdl r -1-0-0 4—__-_ 2-0.0 I 1-0-0 2-0-0 Scale=1:9.7 6.00 12 . ,, .: i 2 T1 Y 1 81 �I 0 1 / — v 3x4 — 2-0-0 2-0-0 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) Ilde1 Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.05 Vert(LL) -0.00 2 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.08 Vert(TL) -0.00 2-4 >999 180 BCLL 0.0 ' Rep Stress Ina" YES WB 0.00 1 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) i _._ Weight 7 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 OF No.16Btr G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. BOT CHORD 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=180/0-5-8 (min.0-1-8),4=19/Mechanical,3=48/0-1-8 (min.0-1-8) Max Horz 2=64(LC 5) Max Uplift2=-69(LC 5),3=-24(LC 5) Max Gray 2=180(LC 1),4=39(LC 2),3=48(LC 1) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.0psf;h=25f;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl 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 2-0-0 wide will ft 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 at joint(s)3. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)2,3. 8) Beveled plate or shim required to provide full bearing surface with buss chord atjoint(s)3. 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard PEd PR5F .37 ¢� +�1,OIN,l;F9`Sf©# 85525PE r -ti �'<y12,2Q) +z lib SEPN 04 RENEWAL DATE: 12/31/2013 April 3,2012 A WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint i , j designations shown on individual web and chord members are for compression buckling only.not forbuilding stability bracing.Additional temporary restraint/ C&. i. diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of me building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control.storage. I I .- delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLB SBCA al www.sbcindustry cam. Job Truss Truss Type I CRY !Ply ,PULTE HOMES DLG 7 ROOF SUM CRK -- I 15380524 /31203128 P1 KINGPOST 1 1 I._. 'Job Reference Motional) Pro-Build Clackamas Truss,Clackames,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc.Tue Apr 03 17:07:40 2012 Page 1 ID:Xo9bVITFBcO4uKSNWygfy2zgerX-JM5Krc85?rZCbppaKNTtVZ6LHo9WZC1 eBnVgn5zUMdH -0-9-0 I 4.3.12 I 8-5-0 0-9-0 4-3-12 4-1-4 Scale=1:21.2 4x4 = 3 8.00 12 T2 A / T1 i Wt 4 2 (� �rll -• ' l r HW2 Bt, 9 6 2x4 II 5x10 = 6x10 4-3-12 _ __ _ 8-5-0 4-3-12 4-1-4 Plate Offsets(X,Y); [201-10,Edge],[4:0-1.11,Edge] _-- --- LOADING (psi) SPACING 2-0-0 CSI DEFL in (lot) I/deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.38 Vert(LL) -0.01 2-5 >999 240 • MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.29 Ven(TL) -0.02 2-5 >999 180 BCLL 0.0 " Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 4 n/a n/a • BCDL 10.0 Code IRC2009/TPI2007 (Matrix) • Weight:31 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18B8 G TOP CHORD Structural wood sheathing directly applied or 3-3-0 oc puffins. BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 4-5-8 oc bracing. WEBS 2x4DFStdG WEDGE Right:2 x 4 OF Sid REACTIONS (lb/size) 2=431/0-5-8 (min.0-2-7),4=354/0-5-8 (min.0-2-5) Max Harz 2=92(LC 13) Max Uplift2=-1929(LC 15),4=-1879(LC 18) Max Gray 2=2259(LC 10),4=2182(LC 9) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3534/3147,3-4=•3109/2759 BOT CHORD 2-5=-2289/2546,4-5=-217212429 NOTES 1) Unbalanced roof live loads have been considered for this design. 2)WInd:ASCE 7.05;100mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed fora 10.0 list bottom chord live load rronconcurrent with arty other live loads. 4) •This truss has been designed fora live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fa between the bottom chord and any other members. 5)A plate rating reduction of 20%has been applied for the green lumber members. 6) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except(jt=1b)2=1929,4=1879. 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. 8)This truss has been designed fora total drag load of 625 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 8-5-0 for 625.0 plf. 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard �'0.(} PRO. to ti G1NE•c9 /1(19 85525PE r •./ / 4*� S. L. 1 tv '4, G4Y122�, 4' �°8EPN O) RENEWAL DATE 12/31/2013 April 3,2012 1 A WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is far an individual building component.Applicabilly Z of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer Lateral restraint witi designations shown on individual web and chord members am for compression buckling only,not forbuilding stability bracing.Additional lemporary restraint/ ' diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,labdcation,quality control,storage, /y��/�delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and SCSI(Building Component Safety Information)available from CONSULTING LW SBCA al www.sbcinduslry.com. I Job 'Truss iITruss Type -0ty Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380525 ,B1203128 P2 'KINGPOST • ---- 1 1 _ Job Reference:tootionsil Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc.Tue Apr 03 17:07:40 2012 Page 1 ID:7jzieUtywWxVU1 Z3fBuUGzgerW-1M5Krc85?rZCbppaKNTtVZ6NUoCRZC4eBnVgn5zUMdH _. 4-3-12 _..- —1--- 7-11-8 -- ---_- 4-3-12 3-7-12 Scale=1,212 4x4 2 8.00 12 4x4 n T2 3 ry T1 W1 4 I HW2 n • 6 ;{ 6 2x4 I 3x4 = 5 4x8 II 4-3-12 __ 7-11-8 4-3-12 3-7-12 Plate Offsets(X,Y): f1:0-0-7,0-0-2L 14:0-6-5,0-0-41 _ LOADING (psf) II SPACING 2-0-0 CBI fi U DEFL in (loc) Vded I� PLATES GRIP TOLL 25.0 i Plates Increase 1.15 TC 0.24 Vert(LL) -0.01 1-6 =999 240 MT20 220/195 TOOL 10.0 Lumber Increase 1.15 BC 0.10 Vert(TL) -0.02 1-6 >999 180 BCLL 0.0 - Rep Stress!nor YES WB 0.08 Horz(TL) 0.00 4 n/a rile BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:32 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purins. BOT CHORD 2 x 4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4DFStdG SLIDER Right 2 X 6 DF No.2-G 1-11-4 REACTIONS (lb/size) 1=342/0-5-8 (min.0-1-8),4=346/Mechanical Max Horz 1=84(LC 4) Max Uplift 1-51(LC 5),4=-46(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-353/47,2-3=-280/54,34=-373/46 NOTES 1) Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.0psf;h=25$Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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 atjoint(s)1,4. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSOTPI 1. 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard QED PROP ,, si�$� 85525PE r" OREGON, .t 94 Gjry2 2p'\ A. 40>SEMA 0 RENEWAL DATE: 12/31/2013 April 3,2012 1 A WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DO Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design Is based only upon parameters shown,and is for an individual building component.Applicabifty of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint t designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing_Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the Installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, '..•:,: delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and SCSI(BuildIng Component Safety Information)available from CONSULTING LLc L_ __ SBCA at www.sbcinduslry.com. __ ,. Job Truss 11 Truss Type 1 ay Ply PULTE HOMES DLG 7 ROOF SUM CRK l 15380526 B1203128 P (KINGPOST 1 1 I _.. -.. Job Reference(notional) 1 Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,torn 7.250 s May 11 2011 MiTek Industries,Inc.Tue Apr 03 17:07:40 2012 Page 1 ID:Xo9bVITFBcO4uKSNWygfy2zgerXjM5Krc85?rZCbppaKNTtVZ6NcoBXZC?eBnVgn5zUMdH -0-9-0 I 4-3-12 I _.... 8-7-8 9-4-8 0-9.0 4-3-12 4-3-12 0-9.0 Scale=1:21.2 4x4 = 3 • 8.00 12 n N m i WI 4 2 Ir 0 91 5 4 L. 6 2xA II 4x6= axe = 1 4-3-12 8-7-8 ] 4-3-12 4-3-12 Plate Offsets(X,Y): [2:0-0-0,0-0-4],[4:0-0-0,0-0-4] - - -- - -" -- LOADING (paf) SPACING 2.0.0 CSI DEFL in (loc) Udell Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.23 Vert(LL) -0.01 2-6 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 '1 BC 0.16 Vert(TL) -0.02 2-6 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.08 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:32 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-6-10 oc pudins. BOT CHORD 2 x 4 OF No.1&Blr G BOT CHORD Rigid ceiling directly applied or 6-0-0 on bracing. WEBS 2x4DFStdG REACTIONS (lb/size) 2=436/0-5-8 (min.0-1-8),4=436/0-5-8 (min.0-1-8) Max Harz 2=86(LC 14) Max Uplift2=-978(LC 15),4=-978(LC 18) Max Gras 2=1314(LC 10),4=1314(LC 9) FORCES (Ib)-Max.Comp,/Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1911/1514,3-4=-1911/1514 BOT CHORD 2-6=-1085/1360,4-6=-1085/1360 NOTES 1) Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL�.OpsF h=25ft;Cat II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl 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 2-0-0 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 1001b uplift atjoint(s)except(jt=1b)2=978,4=978. 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and RB02.10.2 and referenced standard ANSI/TPI 1. 8)This truss has been designed for a total drag load of 300 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to B-7-8 for 300.0 plf. 9)'Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard �,'Ij- PRO Q�y tcN'�'��FF9 �0�44 9 85525PE5P r' 9 t J'12.2 -}�` y�OSEPN Ot" RENEWAL DATE: 12/31/2013 April 3,2012 11 a WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown.and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint ark . designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ 1 diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure • Is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/I-PI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at wwwsbcindustry.com. Job (Truss Truss Type Oty Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380527 B1203128 PGE GABLE II 1 • : Job Reference footlona0 Pro-Build Clackamas Truss,Clackemes,OR 97015-1129,tam 7.250 s May 11 2011 MiTek Industries,Inc.Toe Apr 03 77:07:41 2012 Page 1 ID:?_jzieUtywWxVU 1 Z3fBuUGzgerW-BZA2y9jm9h3DzOmu5_62meYeCXRIfEoCIRFOJXzUMd G -0-9-0 i 4-3-12 _-_ )___ 8-7-8 I 9.4-8 0-9-0 4-3-12 4-3-12 0-9-0 Scale=1 21.2 4x4 = 3 2x4 2x4 II 8.00 12 N �� p A m T1 W1 T1 - ST1 6TI BI II 4 1L Y r � O 5 ,T o x 2x4 6 2x4 2x4 I 3x4 = 3x4 4-3-12 8-7-8I __{ 4-3-12 4-3.12 LOADING (psf) SPACING 2-0-0 CSI • DEFL in (loc) I/dee Lid PLATES GRIP TCLL 25.0 1 Plates Increase 1.15 TC 0.21 1 Vert(LL) -0.01 2-6 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.12 I Vert(TL) -0.02 2-6 >999 180 ' BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) I Weight:37 lb FT=10% LUMBER BRACING _. TOP CHORD 2 x 4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4DFStdG OTHERS 2x4DFStdG REACTIONS (lb/size) 2=436/0-5-8 (min.0-1-8),4=436/0-5-8 (min.0-1-8) Max Horz 2=-86(LC 3) Max Uplift2=-101(LC 5),4=101(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-404/44,3-4=-404/44 BOT CHORD 2-6=0/257,4-6=0/257 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psF BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)Gable studs spaced at 1-4-0 oc. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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 atjoint(s)except gt=lb)2=101,4=101. 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)'Fix heels only Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard N. ENO NEF,Q /l +C" 85525PE IL //, 941 tlY12,'Z-, aOSEPN pt. RENEWAL DATE: 12/31/2013 April 3,2012 A WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before we.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component-Applicability , lkir of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer- Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbulltling stability bracing.Additional temporary restraint/ I diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, CONSULTING delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Infommtion)available from CONSULTING LLC SBCA at www.sbcirdrstry.com. Job Truss ITII199 Type Qly Ply I PULTE HOMES DLG]ROOF SUM CRK 15380528 81203128 X I!I KINGPOST 3 1 1______._. _ _ 'Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc. Tue Apr 09 17:07:41 2012 Page 1 ID:?jzieUtywWxVU 1Z3fBuUGzgerW-BZfi2y9jm9h3DzOmu5_62meXSCV3IghoQRFOJXzUMdG __2-10-12 _ T 5-9-8 __.. 6-6-8 d 2-10-12 2-10-12 0-9-0 4x4 = Scale=1:164 2 8.00 12 f , T1 W1 T2 I 3 cS �1 0 . 52x4 4x8 — 4x8= 2-10-12 I 5-9-8 2-10-12 2-10-12 Plate Offsets(X,Y): [1:0-0-3,Edgel,13:0-0J,Edgel ____ __ i LOADING (par) SPACING 2-0-0 CSI DEFL in (loc) lfdeb L/d I PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.29 Vert(LL) -0.00 5 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.21 Vert(TL) -0.01 1-5 >999 180 BCLL 0.0 • Rep Stress Ina NO WB 0.05 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:21 lb FT=10% L____. LUMBER BRACING TOP CHORD 2 x 4 DF No.1&BIr G TOP CHORD Structural wood sheathing directly applied or 4-4-3 oc pudins. BOT CHORD 2 x 4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 5-6-10 oc bracing. WEBS 2x4DFStdG REACTIONS (Ib/size) 1=234/0-5-8 (min.0-1-9),3=315/0-5-8 (min.0-1-10) Max Horz 1=-65(LC 12) Max Uplift 1=-1271(LC 15),3=-1321(LC 18) Max Gray 1=1471(LC 10),3=1552(LC 9) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-2111/1882,2-3=-2337/2095 BOT CHORD 1-5=-1488/1659,3-5=-1488/1659 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed fora live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except Qt=1b)1=1271,3=1321. 7)This truss is designed in accordance with the 20091mernational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANS I/TPI 1. 8)This truss has been designed for a total drag load of 625 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0.0-0 to 5-9-8 for 625.0 plf. 9)-Fix heels only Member end fixity model was used in the analysis and design of this truss. LOAD CASES) Standard 4t' 85525PE 0 EGON zQ dOSEpH '04 RENEWAL DATE 12/31/2013 April 3,2012 lI WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DO Reference Sheet(rev.03-11')before use.Design j I. valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability Ek • of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members am for compression buckling only,not forbuilding stability bracing.Additional temporary restraint diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSIRPI 1,DSB-89 and SCSI(Building ComponentSafely ) CONSULTING LLC L-___ SBCA at www.abcinduslry.com. g ( - n9 Safe Information available CONSULTING Job Truss 'Truss Type Qty Ply PULTE HOMES MG 7 ROOF SUM CRK 15380529 ii. B1203128 iXGE-1 GABLE 1 1 ' _ ;__ Job Refnrence footionali _- __.1 Pro-build Clackamas Truss,Clackames,OR 97015-1129,torn 7.250 s May11 2011 MiTek Industries,Inc. Tue Apr 0317:07:41 2012 Page 1 ID:?jzieUtywWxVU 1Z3fBuUGzgerW-BZfi2y9jm9h3DzOmu5_62meaHCYOIghoCIRFOJXzUMdG 2-10-12 _. 5-9-8 _ i 6-6-B i 2-10-12 2-10-12 0-9-0 4x4 = Scale=1:16.4 2 �I, 8.00 12 , 'Hi 2x4 II 2x4 II of T1-� NI ,�� W1 L T2 IST1 ST1 3 I� 1 /I —B1 0 ".. 2x4 52x4 2x4 �� 3x4 _ 3x4 2-10-12 _-._ - _5-9-8 _. -1- - 2-10-12 2-10-12 T LOADING (psp SPACING 2-0-0 CSI DEFT in floc) I/defl lid PLATES GRIP TCLL 25.0 • Plates Increase 1.15 TC 0.11 Ved(LL) -0.00 5 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.06 Vert(TL) -0.01 1-5 >999 180 BOLL 0.0 * Rep Stress'nor NO I WB 0.05 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 I Code IRC2009ITPI2007 (Matrix) - Weight:24 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 5-9-8 oc pudins. BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4DFStdG OTHERS 2x4DFStdG REACTIONS (lb/size) 1=234/0-5-8 (min.0-1-8),3=315/0-5-8 (min.0-1-8) Max Horz 1=-65(LC 3) Max Uplift 1=-34(LC 5),3=-84(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-262/32 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psb BCDL=6.opsf;h=25ft;Cat.I I;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)Gable studs spaced at 1-4-0 oc. 5)This truss has been designed fora 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 2-0-0 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 atjoint(s)1,3. 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TP1 1. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard _(Q,E4 PR04.6,, �5 fr.. F1? )0�9 85525PE 1' y .. it -7 C/4y12 2 4'- dOSEPH O4 RENEWAL DATE: 12/31/2013 April 3,2012 A WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design I valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and Installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, CONSULTING delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTI G LLC ' SBCA at www.sbcindustry.com. IJob 'Truss Truss Type Oty Ply PULTE HOMES DLG 7 ROOF SUM CRN 1 !. B1203128 ',Z MONO TRUSS 5 1 `Pro-Build Clackamas Truss,Clack . _ — Job Reference(optional) amas.OR 97015-1129.tom 7.250 s May 11 2011 MiTek Industries.Inc. Tue Apr 0317:07:422012 Page 1 ID:7-jzieUtywWxVU1 Z3fBuUGzgerW-flD4GIALXSgwg7zzRoVLa_Blubrtl7vxf5_xr_zUMdF I__..-1-0-0 I 4-0-0 I 6-0-0 ! 1-0-0 4-0-0 2-0-0 Scale=1:20.6 2x4 II 6.00I12 3 Inn (LJ 1 T1 , . W1 • — 1 1 / �- —.._._ - B1 ! 3x4 = 6 2x4 !i 4-0-0 6-0-0 4 0-0 _. 2-0-0 _. ... LOADING (psf) SPACING 2-0-0 CS! DEFL in (loc) I/defl lid I PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.12 Vert(LL) -0.01 2-6 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.23 Vert(TL) -0.02 2-6 >999 180 BCLL 0.0 ' Rep Stress!nor YES WB 0.05 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 ,, Code IRC2009/TPI2007 (Matrix) Weight:21 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4DFStdG REACTIONS All bearings 0-5-8 except(jt=length)4=0-1-8,5=Mechanical. (lb)- Max Horz 2=139(LC 5) Max Uplift All uplift 100 lb or less at joint(s)4,2,6 Max Gray All reactions 250 lb or less at joint(s)4,2,5 except 6=333(LC 1) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 3-6=-252/142 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 2-0-0 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 at joint(s)4. 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,2,6. 8) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s)4. 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)"Fix heels only'Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard :k 5 PROFes c3c, tNGJNfigg`�ifl, 85525PE r ' ' OREGt 14 4 �'12.2- .:1" ‘/4SERH 0 RENEWAL DATE: 12/31/2 013 April 3,2012 A WARNING-Verifydesign parameters and read notes on this Truss Design Drawingand included DrJ Reference h g p g Sheet area ding c before use_Design validffor use withtoM s a connector incorporation rps a ohis tl component om o ent is eslyp unson pa of butern d s n and rs fowr en if the trusual buies ang component App restrain designdfig par shown n properd in bddf the cams are forsompr responsibility of buildingondesigner or uiownerabihy buses and installer_t Lateralrrrestraint Zsglfifj designations shown on individual web and chord members are pocompression budding not al pending stability bracing.Additional temporary 11 structure diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses-For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING_± SBCA at www.sbcindasiry.com. C Job Truss ITfuss Type Qty Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380531 III 131203128 ZGE GABLE 1 1 I _ Job Reference(octane!) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,torn 7.250 s May11 2011 MiTek Industries,Inc.Tue Apr 03 17:07:42 2012 Page 1 ID:?jzieUlyw W xVU 1 Z3BuU GzgerW-flD4G IALXSgwg7ZZRoV La_BkPbge171xf5_xr_zU MdF L -1-0-0 - 4-0-0 i 1-0-0 4-0-0 • Scale=1:14.8 J 2x4 I I / 6.00 ,12r/f mi ry T1 2 ST1 -' g' B1 III 2x4 II 3x4 40-0 4-0-0 LOADING (pet) SPACING 2-0-0 • CS! DEFL in (loc) 1/deft Lid • PLATES GRIP TCLL 25.0 • Plates Increase 1.15 TC 0.15 Vert(LL) -0.01 2-4 >999 240 MT20 220/195 • TCDL 10.0 Lumber Increase 1.15 i BC 0.31 Vert(TL) -0.03 2-4 >999 180 • WB 0.00 Horz(TL) -0.00 3 n/a n/3 i BCLL 0.0 • Rep Stress Ina YES (Matrix) _ Weight:15 lb FT=10% BCDL 10.0 Code IRC2009/TPI2007 LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Blr G TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4DFStdG REACTIONS (lb/size) 3=116/0-1-8 (min.0-1-8),2=267/0-5-8 (min.0-1-8),4=37/Mechanical Max Horz 2=101(LC 5) Max Uplift 3=-65(LC 5),2=-78(LC 5) Max Gray 3=116(LC 1),2=267(LC 1),4=74(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.opsf;h=25fl;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 nonconcurrent with any other lme 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 2-0-0 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 at joint(s)3. 9) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)3,2. 10)Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s)3. 11)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ��4_,q PROFF$6. �,t1GINEE. <2 G.Lc 85525PE r' '55/•., •_ �T 9i, G4 h 12 2'°\ .}' `j4SEPN O RENEWAL DATE: 12/31/2 013 April 3,2012 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included On Reference Sheet(rev-03-11')before use.Design valid for use with MiTak connector plates only.This design is based only upon paramelers shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint Effiki ' designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the Installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSIITPI 1,DSB-89 and SCSI(Building Component Safety Information)available from CONSULTING((C SBCA al wow-sbcindustry.com. _.-. . Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION %' Center plate on joint unless x,y Failure to Follow Could Cause Property + 4 14 offsets are indicated. 6-4-8 Damage or Personal Injury dimensions shown in ft-in-sixteenths g j ry ra= Dimensions are in ft-in-sixteenths. I (Drawings not to scale) 1611%‘. and f Apply ully plates toembed both sidesteeth. of truss 1. Additional stability bracing for truss system,e.g.diagonal or X-bracing,is always required. See BCSl1. I 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral 0 _1/16 r braces themselves may require bracing,or alternative T,I,or Eliminator bracing should be 2 3 considered. TOP CHORDS 3. Never exceed the design loading shown and never stack materials on inadequately braced Millillinit trusses. 4. Provide copies of this truss design to the building designer,erection supervisor,property • rp owCut m manb rsll otto erirtightlyea paainste. 5. Cut memhers to bear tightly against each other. O 6. Place plates on each face of truss at each joint and embed fully.Knots and wane at joint locations are regulated by ANSIITPI 1. r 4 X 2 orientation,locateO 7. Design assumes trusses will be suitably protected from the environment in accord withates 0-'aG'from outside O a ANSI/TPI 1. I 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication.I edge of truss. O 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative C7-8 Csa Cs-e - treated,or green lumber. BOTTOM CHORDS 10.Camber is a non-structural consideration and is the responsibility of truss fabricator.General This symbol indicates the 8 7 6 5 practice is to camber for dead load deflection. This ed ection o slots In • 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. • connector plates. l 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. *Plate location details available in MiTek 20/20 t4.Bottom chords require lateral bracing at 10 ft.spacing.or less,if no ceiling is installed,unless software or upon request. otherwise noted. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 15.Connections not shown are the responsibility of others. AROUND THE TRUSS STARTING AT THE JOINT FARTH EST TO 16.Do not cut or alter truss member or plate without prior approval of an engineer. I PLATE SIZE THE LEFT. 17.Install and load vertically unless indicated otherwise. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance The first dimension is theplate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT Review wall potlt ionth project engineer before back,words I 19. all portions of this design(front,back,words and pictures)before use.Reviewing 4 x 4 width measured perpendicular NUMBERS/LETTERS, pictures alone is not sufficient. to slots.Second dimension is 20.Design assumes manufacture in accordance with ANSIrTPI 1 Quality Criteria. the length parallel to slots. 21.Unless information is otherwise provided to DrJ in writing,the use of these designs presumes approval,through the building designer or owner of the trusses,of the loads and related PRODUCT CODE APPROVALS design assumptions(e.g.spans,profiles,deflection,etc.)found on each of the individual LATERAL BRACING LOCATION design drawings. • ICC-ES Reports: 22.These trusses are designed using MiTek Sapphire standard analysis methods in accordance with ANSIITPI 1 and related proprietary information. /I Indicated by symbol shown and/or 23.It is extremely important to properly install temporary lateral restraint and diagonal bracing,in I �/ ESR-131 1,ESR-1352,ER-5243,9604B, accordance with BCSI-B2 or using by text in the bracing section of theotconsder.d.Stabilizer,te n of 9730,95-43,96-31,9667A 24.Sheathing applied in the plane of the truss is not considered in the design of the individual truss' output. Use T,I or proprietay bracing NER-487,NER-561 components unless specifically noted. • (e.g.eliminator) if indicated. 95110,84-32,96-67, ER-3907,9432A 25.Graphical pudin representation,if shown,does not depict the size or orientation of the purlin along the top andlor bottom chord.Purlins must be designed by others for size,and positioned ll BEARING l in such a way as to support the imposed load along the clearspan of the pudin. 26.Due to the lateral thrust developed by scissor type trusses,if scissor type trusses are part of this design,careful consideration should be given to bearing wall conditions.Bearing walls of 1, I Indicates scissor type trusses should be designed in such a manner that the walls will safely withstand (s ) the lateral forces of the sses.Consideration of these items is not a part of this ��O reactionti sslection indicatur. Icons es joint btion where ut scissor©2011 DrJ Consulting,LLC All Rights Reserved and CompPentprrofey ssionaladvicf the truss eshoudpbese urede relativetoth seiitems designer,nor the $desgn I IIIIIIIIInumber where bearings occur. 27.The accuracy of the truss design drawing farces upon accurate metal plate connector design values as published by MiTek and accurate deign values for solid sawn lumber. mail . Design values(E,Emin,Fb,Fc,Fcp,Ft,and Fv)for solid sawn lumber and approved, grade stamped, roved er jointed lumber shall be as defined by the grade stamp prior to cross cutting and in accordance with the published values of lumber rules writing Industry Standards: agencies approved bythe Board of Review of the American Lumber Standards • ANSI/TPII: National Design Specification for Metal Committee in accordance with the latest edition of ANSI/TPIISection 6.3. • • Plate Connected Wood Truss Construction. itl DSB-89: Design Standard for Bracing. DrJ Consulting, LLC BCSI1: Building Component Safety Information, 6300 Enterprise Lane Guide to Good ofPractfice for Handling, CONSULTING LLC Madison,WI 53719 l Installing Bracing& Metal Plate CONSULTING Connected Wood Trusses.