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Plans MST2012-00074 11023 SAGE TER MST2012-00075 11015 SAGE TER 1111311 MST2012-00076 11007 SAGE TER MST2012-00077 10999 SAGE TER CONSULTING LLC DrJ Consulting, LLC 6300 Enterprise Lane Madison, Wisconsin, 53719 Re: 81203125 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: 15380470 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 dnd Fv)for solid sawn lumber and approved,grade stamped, finger jointed lumber shall be as defined by the grade stamp prior to cro-- ,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 ANSI/TPI 1 Section 6.3. toiNE ;fes 85525PE rt, OFFICE COFY 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. -_.. 1 Job .Truss Truss Type Qty Ply rPULTE HOMES SUM.CRK BLDG 7 MAIN FLOOR 15380470 181203125 Al FLOOR 2 1 I ,Job Reference k:_vtionaj 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 10:137NXXYWYXphsj87ODXOGTzmrnG-07r?3lugylH5egovASHd6aE7zVhOVhGAOh?m 1 YzUg8L 2-1-2 1 2-6-0 1--- 26-6I,__ 2-5-4 2-54 2-5-1_--_ 2-5-1 2-7-10 Scale=1:57.7 2x4 I 3x4 -- 4x10 = 2x4 3x4 - 2x4 i, 4x12= 2x4 I1. 5x14 = 3x6 FP= 4x10 = 2x4 I 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 I 4x12 = 3x4 = 3x6 FP- 4x8= 3x6 - 4x8 = 4x12 35-7-0 4-11-10 --+-. - ____ 10-1-2 12-8-10 1 15-3-12 { 17-8-12 17-11-4 20-6-12 25-6-6. -_--.__ 30-7-2 L 33-74 35-6-12 _-_-- - 4-11-10 5-1-8 2-7-8 2-7-2 2-5-0 0--8 4-11-10 5-0-12 3-0-2 1-11-80_- 0 4 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],[24:0-3-8,Edge],[25:0-3-4,Edge], [26:Edge,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 1 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 l WB 0.71 Horz(TL) 0.04 21 n/a n/a BCDL 5.0 Code IBC2006/TP12002 (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 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) 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=-3486/0,19-20=-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 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 abgbeir euterepdsorrestrained by other means. r 2f,75E0p:E:.6-,,,,,"0,0 r_ 7)CAUTION,Do not erect truss backwards. ,, __ $ '`: 8:45°05 LOAD CASE(S) Standard ] "' , f -7+ s41.'12,2-.' 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 1 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 of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint Es 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, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/7P11,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type e Ot Ply PULTE HOMES SUM.CRK BLDG 7 MAIN FLOOR i Y I 15380471 B1203125 A2 '�FLOOR 6 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc. Mon Apr 02 18:55:21 2012 Page 1 ID:RepW9ZbPrSBGj Bti3L55u6zmrnD-tJOOGSvTjbPyG_N5kAoseomKFu_mEEbKFLkJZ_zUg8K 2-1-2 - —2-6-0------ � 2-4-14-_ ---1 Scale=1:30.4 3x4 - 4x10 - 2x4 I 4x6 - 2x4 I 4x8 3x4 I'. 1 2 3 4 5 6 7 4x6 = 8 T 0 — I 0 N r 1 ,� II r T� 1`3 12 11 10 4x8— 4x10 -- 3x8— 4x8 — 4x8 -` 4-11-10 _.--- --* - __------ ___- — __... —.— — — —_-. ---- 11-4 -.-_-- _ —_10-1-2 15-1-2 - _1710-8 1 - 4-11-10 5-1-8 5-0-0 -__--__— 2-9-6 00-0-12 Plate Offsets(X,Y): [6:0-2-10 Edge],[7:0-1-8,Edge],[9:Edge,0-1-8],[10:0-3-0,Edge],[11:0-2-0,Edgel.[13_Eige,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 0.36 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 Incr YES WB 0.38 Horz(TL) 0.09 • 9 n/a n/a BCDL 5.0 1 Code IBC2006/TPI2002 (Matrix) I 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 Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=976/0-4-0 (min.0-1-8),9=964/0-1-12 (min.0-1-8) FORCES (lb)-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 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. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard .T PROF? t cis 5525PE `• `" 1� & 12 `c ' d° 'EPt4 RENEWAL DATE: 12/31/2013 April 3,2012 1 . 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 rk 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 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 ANSUTPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. VV/fFf/ til 1 1 , Job Truss Truss Type Qty Ply `PULTE HOMES SUM.CRK BLDG 7 MAIN FLOOR 15380472 B1203125 A3 FLOOR I2 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 18:55:21 2012 Page 1 ID:N 1 wGaFcfN3RyU05Am7ZzXzmrnB-tJOOG5vTjbPyG_N5kAoseomM Iu42EETKFLkJZ_zUgBK __.__—___.2-5-7 _-.... 2-6-0 1 1__. 1-4-1 Scale=1:20.1 2x4 4x8 = 2x4 1 4x6 = 5x6 = 2x4 1'. 12 3 4 5 67 89 o CV 13 5x8 = 12 11 10 3x8 = 4x6 5x6= 11-11-12 5-3-3 - -_. -1---___—- --_...10-3-3 —_._.. —_ 11-10-4 1111,0 5-3-3 5-0-0 1-7-1 0-6-12 0-0-12 Plate Offsets(X,Y): [2:0 1-8,Edge],[3:0-3-2 Edge],j5 0,2-6, Edge] [6:0-2-4,Edge],[8:0-1-8,Edge1,j10:0-1-9,Edge],[11:0-2-12 Educe],[12:0-3-8,Edge],[13:0-1-8,Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 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!nor 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 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=660/Mechanical,13=666/Mechanical FORCES (lb)-Max.Comp./Max.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 Code section 2306.1 and referenced standard ANSIITPI 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 Jf 5525P '>,TT •' Zeloor' .. OZ12 • - 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 t mik 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 CONSULTING LLC SBCA at www.sbcindustry.com. V liaVil/l�ii Job Truss Truss Type Qty Ply PULTE HOMES SUM.CRK BLDG 7 MAIN FLOOR 15380473 B1203125 .A4 FLOOR 2 1 Job Reference(optional) 1 Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc. Mon Apr 02 18:55:21 2012 Page 1 ID:occPCGfYg_pZpylfsugGb9zmm8-tJOOG5vTjbPyG_N51v) seomNfu73EJrKFLkJZ_zUg8K 2x4 1-10-14 1 2 2x4 II 3 3x4 — 4 5 Scale=1:9.4 11 11I 14,,aots);.124 o� / �\ 9 N 9 III i -.,.I 7 6 4x4 - 4x4 4-2-4 --.. —1 4-2-4 Plate Offsets(X,Y): [2 0 1-8,Edgej,[4:0-1-8,Edge],[6 0-1-9,Ed.ge] [7:0-1-10,Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.14 ! 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 1BC2006/TP12002 (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 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. LOAD CASE(S) Standard ' P O Se ., co G E /� p$p 17 s 85525PE 11 � X44' 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 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 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 CONSULTING ULTING LLc SBCA at www.sbcindustry com, ___ R '.. Job Truss r Truss Type Qty Ply ---FPULTE HOMES SLIM.CRK BLDG 7 MAIN FLOOR 15380474 B1203125 A FLOOR 1110 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_k9dygoCb3G3Fv2zJjkgazmrn6-wxHdrPuCB_9E0gDjclIOZNhyp5LBmEm 1 n 1 FDU 5zUg8M 1 2-1-2--�- 2-6-0 1 ---2-6-6 1 __..2-5-4-___ 2-5-4 i,,_2-5-1... ) 2-5-1 1 2-1-10 1 Scale=1:61.1 2x4 II 3x4= 4x10= 2x4 ", 3x6 = 2x4 11 4x12= 3x6 FP- 5x14 = 2x4 ! 4x10 = 2x4 1 3x6 = 2x4 1 I 4x10 = 3x4 I 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 a W 1 -r-- _, zJ r . moi- �1}� ..,= f ?'- T�,I a - 'E,' L r 1, N 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 35-7-4 4-11-10 10-1-2 12-8-10. 15-3-12 17-8-12 17-11-4 20-6-12 25-6-6 1 30-7-2 !_-_-_ 35-6-12 35-i-0 4-11-10 5-1-8 2-7-8 2-7-2 2-5-0 0-218 2-7-8 4-11-10 5-0-12 4-11-10 0-d-4 Plate Offsets(X,Y):16 0 5-4 Edge],[13:0-2-14,Edge],[17:Edge,0-1-8],[18 0 2-0 Edge],[19:0-3-12,Edge],[25:0-3-4,E ge],L26:0-3-4,Edge1,f27:Edoe,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 0.55 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 Horz(TL) 0.04 17 n/a n/a BCDL 5.0 Code IBC2006/TP12002 (Matrix) Weight:188 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 (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=0/2830,12-19=-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. , PROF?'" LOAD CASE(S) Standard 4E' 85525PE • re • , ` vos ' k.F 0� RENEWAL DATE 12/31/2013 April 3,2012 iiWARNING-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 restraintimeTk 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 CONSULT/NG L[t; SBCA at www.sbcindustry.com. Job Truss Truss Type I Qty Ply PULTE HOMES SUM.CRK BLDG 7 MAIN FLOOR B1203125 'AG-1 FLOOR 2 I I 15380475 _L _ - _ _ ---. i_ 2L30.5 Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7250 s May 11 2011 MiTek Industries,Inc.Tue Apr 03 16:58:17 2012 Page 1 I D:8ZPIG_igU W RrwjedeRGRIDzmm3-i2aUg5Kxbse5YIGNresrBgH9RrzY9QAnkhdXW EzUMm4 4-1-0 -8 -g —_—-__-- __. .__--- 0-1 _.-... --- _.-- 3-11-8 2-0 -. _ 48-18 _-__-- 0-1-8 Scale=1:15.8 10x10 = 1 2 10x10 = 3 4 5 nl I W1 I W2 W1 W2 W1 — - ' HHUS26-2 10 9 .=' 8 7 I 6 10x10 0-1-8 4-1-0 43- 8-4-8 816-10 0-1-18 3-11-8 -2- 4-1-8 0-1-8 Plate Offsets(XVI: 12:0-3-2,0-3-3[,[4:0-3-2,0-3-X1110-5-_0,61-8-8]-... - -_.._ _._------- LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 1Plates Increase 1.00 TC 0.25 Vert(LL) -0.07 8 >999 360 MT20 220/195 TCDL 10.0 I Lumber Increase 1.00 BC 0.43 Vert(TL) -0.12 8 >830 240 BCLL 0.0 I Rep Stress Incr NO WB 0.75 Horz(TL) -0.00 9 n/a n/a BCDL 5.0 Code IRC2006/TPI2002 (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 6-0-0 oc purlins. 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) 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=-2903/0,3-4=-2903/0 WEBS 3-8=-399/0,2-8=0/2956,4-8=0/2956,2-9=-784/0,4-7=-784/0 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 0-7-0 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 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) .,,,�.V . ConcentrratedlLoads(Ib6-10=-10 ,. � ,k -,.. Vert.8--1000(F) r CB> . yCZ' 8 %2:.16" -t- y -.' O ` " '412 \ 4EP 1 °' RENEWAL DATE: 12/31/2013 April 3,2012 WARNING-Verify design parameters and mad notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Designit 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 E 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, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING uc I SBCA at www.sbcindusiry.com. -_. J b I I Truss PULTE MES SUM.CRK 601203125 _-- AG-25 FLOOR Type _ — — -�_- Qty Ply 2 Job ReT OrerlCe(O�tl na)BLDG 7 MAIN FLOOR 15380476 2 _ _ 1 Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc. Mon Apr 02 18:55:24 2012 Page 1 ID:5yX2ggkx08hZ91n0msJvNezmrnl-Hu4Wv7yLOhynW7R5gPILZGQOu464yQg4mxJz_AJzUg8H p-1-8!_------ --._ -..---- — 3-7-0 3x4 �'q_8_8 b-1-8 3-5-8 0-1-8 1 2 4x4 3 4 Scale=1:9.3 I I N I r I1 1 I. T 4x4 -- 8 7 9 6 2x4 I p-1-8' 3-7-0_ ---- ----- -- 0 0-1-8 -... _....-----3-5-8 0 1-8_ -- - LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.13 1 VertLL -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 Incr NO WB 0.01 Horz(TL) 0.00 6 n/a n/a 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 purlins. 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 (Ib/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 ANSIITPI 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) PROpt. 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 1 v Uniform Loads(plf) 6 •_ ' „ Vert:1-4=-100,5-8=-10 Concentrated Loads(Ib) ' 4.441` 25PE �'r Vert:9=-800(F) 1 , ' 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.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 lk. ! 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 CONSUL (NG ac SBCA at www.sbcindustry.com. Job '1 Truss Truss Type Qty 1 Ply PULTE HOMES SUM.CRK BLDG 7 MAIN FLOOR -, 1161203125 AG-3 FLOOR 2 �! ,Job Reference(optional) 15380477J1i1 __--_L _1__ Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc. Mon Apr 02 18.55.24 2012 Page 1 I D:VXDBJhmpJ3480U WaR?sc?Gzmm_-Htu4 Wv7yLOW n W7R5gPI LZGQOvz67QQg6mxJz_AJzUg8H 0-1-8 2-10-0 2x471-$ 0-1-8 2-8-8 0-1-8 1 2 4x4 -_= 3 4 Scale=1:9.3 1 - - 1 1 8 7 9 10 6 5.= 2x4 1 4x4— 0-1-$ 2-10-011-8 0-1-8 2-8-8 -_ -1 LOADING(psf) SPACING 2-0-0 I CSI DEFL in (loc) I/defl L/d PLATES GRIP TOLL 40.0 Plates Increase 1.00 I 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 BOLL 0.0 Rep Stress Incr NO WB 0.01 I Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IRC2006/TPI2002 (Matrix) 1 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 2 x4 DF Std G REACTIONS (lb/size) 6=740/0-5-8 (min.0-1-8),7=585/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)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. 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(plf) P 6 Vert:1-4--100,5-8=-10 Concentrated Loads(lb) ,y 4,° Vert:9=-500(F)10=-500(F) 55 5P 8- •• .:: I C 12,2.&+ wsEP O EA 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 1 .211k 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 ANSIRPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Il Truss Type Ply PULTE HOMES SUM.CRK BLDG 7 MAIN FLOOR YP Qy I 15380478 B1203125 AG FLOOR 2 I L 2 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc. Mon Apr 02 18:55:23 2012 Page 1 ID:RwKxkNo3rgKsFogzZQu44hzmrmy-piW8hnxjFDffVHWUrbgKjDshl ierh65difDQdszUg81 3-7-8 + 7-11-4 .. - 12-3-0 15-10-8 _._L 3-7-8 4-3-12 4-3-12 3-7-8 Scale=1:26.9 2x4 ! 4x4 - 4x8 1 2 4x8 — 3 4x4 -` 4 5 6 7 12- 11 10 9 5x8 = 8 - 2x4 I 5x8 - 4x8 - HHUS26-2 2x4 I 3-7-g - ——_- ------ 7-11-4 __---. +-_. -_._-_ t2-3-0 -- -___.. .._.-___ 15-10-8-_--_ 3-7-8 4-3-12 --_._.. _---- ----_._-_4-3-12 -_... 3-7-8 Plate Offsets(X,Y): [2:0-34,0-1-81,,[3:0-1-12,0-2-0], 5:0-1-12,0-2-0],[6:0-3-4,0-1-8],_[9:0-3-8,0-2-8],[11:0-3-8,0-2-8] — LOADING(psf) SPACING 2-0-0 1 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.28 Vert(LL) -0.23 9-10 >804 480 I MT20 220/195 TCDL 10.0 Lumber Increase 1.00 I BC 0.81 Vert(TL) -0.40 9-10 >459 360 I BCLL 0.0 Rep Stress Incr NO WB 0.51 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) 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 (lb/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/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)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 DF) to front face of bottom chord. 8)Fill all nail holes where hanger is in contact with lumber. g* / d / GIN A al • LOAD CASE(S) Standard -1 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 / 1,`e Uniform Loads(plf) ;IC '' 85525PE8 Vert:8-12=-10 1-2=-100,2-6=-100,6-7=-100 Concentrated Loads(Ib) Vert:9=-1000(F) • ,...C�.. 12,`-4-1- ALA ; 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 '.. 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 E of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint it 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 CONSULTING LCC SBCA at www.sbcindustry.com. CONSULTING/�Li __. Job [Truss Truss Type 1Qty ,Ply PULTE HOMES SUM.CRK BLDG 7 MAIN FLOOR 15380479 1 J BPooBu Pro-Build Clackamas Truss,Clackamas,OR3125 FLOOR', 12 ' I— 7.250 0s Aug 25 2011 MiTek Industries,Inc. Mon Apr 02 18:55:26 2012 Page 1 9 ong J ID:RBsMIB.kruTRoPTE2Ui3GGzmrmh-DHCHJ zbY82EMIF3X'N1LrUCJvnCuS93OdS4EBzU 8F 97015-1129 F— 2-3-8-_.._ ___--- ---- .._-_— 2-6-0 —___ ___ 1-0-8 Scale=1:19.7 4x8 = 3x6 == 2x4 5x8 =__- 3x6 1 3x6-- 1 2 3 4 5 6 H r p Cil N 1it I i� - 4TI , - -- + ,iii4x10 = 93x6 = 8 y-1 4x8 = i_3 5x8 = 7-10-4 11-10-0 --- 7-10-4 - -- --__— __ 3-11-12 Plate Offsets(X,Y)iL2:0-2-8 EdcLe1,[7:Edge.0-1-8j,[8:0-3-0,EdgeJ,[10 Edge,0-1-8] . LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP I TCLL 40.0 Plates Increase 1.00 TC 0.28 I Vert(LL) -0.06 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.32 1 Vert(TL) -0.16 8-9 >891 360 BCLL 0.0 Rep Stress Incr YES WB 0.49 I Horz(TL) 0.03 7 n/a n/a BCDL 5.0 I Code IBC2006/TPI2002 (Matrix) I 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 DF 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 (lb)-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 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 Ppb,,,,. ,� 1 -> . LL, P '122 do p RENEWAL DATE: 12/31/2013 April 3,2012 AIIi 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 Ei 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 ANSUTPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONRILT/NG LLC SBCA at www.sbcindustry.com. V ,•{7 Job ,ITruss Truss Type I Qty 'Ply PULTE HOMES SUM.CRK BLDG 7 MAIN FLOOR 5380480 B1203125 C2 FLOOR '1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc. Mon Apr 02 18:55:27 2012 Page 1 I D:Oa_7jt1_NWj91 jddAvkYLhzmrmf-hTmfX9_EJRAS_vgF4RvGu30M2J6NdtVCdH BemezUg8E -__ 2-7-12 2-6-0 - , 2-4-12 —I Scale=1:17.7 2x411 4x10 = 2x4 12x4 I2 4x10 = 3 4 5 6 _ 1L —1 1 9 -14x8 = 8 7 I-> 4x10 = 4x6 _ 10-8-0 2-9-4 1 5-4-0 -___ 10-5-0 --____ 10- 12 2-9-4 2-6-12 5-1-0 0412 0-2-4 -Plate OffsetsLX,Y)_ [5:0-1-8,Edge]ij7:0-1-8,Edge],19:Edge,0-1-8] LOADING(psf) SPACING 2-0-0 CSI 1 DEFL in (loc) I/defl L/d PLATES GRIP 1 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 I BC 0.32 Vert(TL) -0.13 8-9 >937 360 I BCLL 0.0 Rep Stress Incr YES I WB 0.61 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight:55 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) 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 pl .",6,. � • j ,,. f ' 25P 'r444 aw '1 J STs 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 T valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability j, of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraintImEk !, 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 BCSI(Building Component Safety Information)available from CONSULTING Lr'C �___ SBCA at www.sbcindustry.com. -_—_ _ . --___ ..._-- I Job Truss Truss Type -- - -- -qty Ply PULTE HOMES SUM.CRK BLDG 7 MAIN FLOOR ',. 15380481 81203125 C FLOOR 20 1 R ID:E NSA OtT 50 s Augf25 nce2011(optional Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s u 25 2011 MiTek Industries,Inc. Mon Apr 02 18:55:26 2012 Page 1 q g rNyVMXwygLf2xzmrg2-DHCHJpzbY82EMIF3XjN1LrUCAvIvuWF3OdS4EBzUg8F ,_._... 2-3-8 —I ---_._..2-6-0 2-3-8 Scale=1:26.4 3x6 — 4x6 4x6 = 2x4 I'. 4x6 = 3x6= 1 2 3 4 5 6 4x6 = 7 1.2 11 - y - 10 9 8' - 4x10 - 4x6 — 3x6 -- 4x6 = 4x10 -- ---- ------ -._--. 7-10-4__.. ---- 15-8-8 -- ---.. ----- --__ _—7-10-4 7-10-4 Plate Offsets(X,Y): [2:0-1-8,Edge] [3:0-2-10,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],[12Edge,0-1-8] LOADING(psf) SPACING 2-0-0 I CSI � DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.29 Vert(LL) -0.16 10 >999 480 MT20 220/195 I TCDL 10.0 Lumber Increase 1.00 BC 0.47 1 Vert(TL) -0.30 9-10 >619 360 I BCLL 0.0 Rep Stress Incr YES WB 0.23 1Horz(TL) 0.06 8 n/a n/a BCDL 5.0 1 Code IBC20061TPI2002 (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 (lb)-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 /f 0PROpe ., , r, a1 •, fi 5525P '" / f <<<t', f „1 t - scw 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 i 1 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 im 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 BCSI(Building Component Safety Information)available from SBCA at www.sbcindustry.com. CONSULTING-- .._--- --.--...- LLQ i I Job Truss Truss Type Qty SIPly PULTE HOMES SUM.CRK BLDG 7 MAIN FLOOR I I 15380482 I,B1203125 C-DRAG FLOOR 12 1 Job Reference(optional) ,I 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 I D:kXnOma47B2LS8UVazSKj2lzmrma-9gJ 1 kU?s4I Iyb3PRe8QVQGZTnjQLM HtMsxxBJ4zUg8D 1__ 2-3-8.._— I ------- 2-6-0 I I...----- 2-3-8 Scale=1:26.4 3x6= 4x8 - 4x10= 2x4 I 4x10= 3x6= 4x8 1 2 3 4 5 6 7 I 1 10 9 8 11 4x10 = 4x6 = 4x12 = 4x6 = 4x10 —. ___ 2-9-8 _.. 7-10-4._-_— I __.._._-_. 12-11-0 15-8-8 __.. I 2-9-8 -__.--- _ _- 5-0-12 _-_— _--- —____-5-0-12 -....-.--- -- 2-9-8 _._----- --- Plate Offsets(X,Y): [2:0-1-8,Edge],16:0-1-8,Edge],F8_Edge,0-1-8],[9:0-1-8,Edge],[11:0-1-8 Edge],[12:Edge,0-1-81_ LOADING(psf) SPACING 2-0-0 CSI DEFL in (roc) 1/dell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.60 Vert(LL) -0.08 9-10 >999 480 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 lncr YES l WB 0.79 Horz(TL) 0.04 8 n/a n/a BCDL 5.0 I 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.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) 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 Horz12=-126(LC 6) Max Uplift12=-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/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 4-2-0 for 1432.5 plf. .,. 7)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 8)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement ) t ,� at the bearings.Buildingdesigner must provide for uplift reactions indicated. 3' " 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 byother means. � . LOAD CASE(S) Standard off,., OREGON 5 ENR 1 G4 12 2 6+ '1EP r 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 ark 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, /f 7y 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.sbcindustry.com. Job Truss Truss Type Qty 'Ply r PULTE HOMES SUM.CRK BLDG 7 MAIN FLOOR 61203125-------___--- IICG FLAT 4 y-__-. 2I_Job Reference(optional)__. 15380483 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 ID:5Vavp18F0a_kEFOYI?wulozmrmV-9gJ 1 kU?s4I Iyb3PRe8QVQGZScjN4MMvMsxxBJ4zUg8D 5-3-7 --_ t0-5-1 _. ___+__ 15-8-8 5-3-7 5-1-11 5-3-7 Scale=1:27.2 2x4 I', 254 1 4x8 4x8 1 2 3 4 I ,, } L 1 7 6 4x8 = 9 10 t-5 2x4 4x8 — 2x4 II I - ----_6 3 7 10-5-1 ---_ ------ --_ _.. ...._15-8-8 5-3-7 5-1-11 —_ ____--- - 5-3-7 -- — 0-1-8],[7:0-3-8,0-1-81_ Plate Offsets ge, - - 9e,- -_ - LOADING(psf) I SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 40.0 I 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 I Rep Stress Incr NO WB 0.47 Horz(TL) 0.01 5 n/a n/a BCDL 5.0 I Code IRC2006/TPI2002 (Matrix) Weight:140 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr 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-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)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 . , PRO down at 14-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. ] $E' 'S'> LOAD CASE(S) Standard r�`. f 5525P 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:5-8=-10,1-4=-100 Concentrated Loads(lb) / Vert:9=-800(F)10=-800(F) ,ORE f E "l2 2,�1;�', RENEWAL DATE. 12(31 .-/r 2 013 April 3,2012 41 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, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING tic SBCA at www.sbcindustry.com. Job 'Truss Truss Type i Qty ,Ply I PULTE HOMES SUM.CRK BLDG 7 MAIN FLOOR 15380484 1 B1203125 IIC-STUB FLOOR 4 1 Job Reference(optional) _—___— J Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc. Mon Apr 02 18:55:29 2012 Page 1 I D:Eq N 5Ag OtTrNyVMXwyq Lf2xzmrg2-estPyq?U q 3QpDC_eC rxkzU 6j R7 mi5txV4bg krW zUg8C I— _.2-3-8 __..__2-6-0 2-3-8 Scale=1:26.2 3x6 = 4x6= 4x6 = 2x4 '' 4x6 = 2x4 '.I 1 2 3 4 5 6 4x6 = 78 SII II o N , 11 12 11 10 9 4x10 = 4x6 = 3x6 = 4x6 = 4x6 = 15-8-8 7-10-4 , .__— 15-5-8 1 °i 7-10-4 7-7-4 _. 0--8 0-2-8 2 0-1-8,Edge]L[3:0-2-10,Edge],[5:0-1-10,Edge],[6:0-1-8,Edge],[7 0-1-8 Edge1,[9:0 1-8,Edge] [10 0-2-0,Edge],-)x12:0-2-4,Edge],[13_Edge 0-1-81 SPACING 2-0-0 I Plate Offsets(X Y): [ LOADING(psf) i CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 1 Plates Increase 1.00 TC 0.28 Vert(LL) -0.16 11 >999 480 ! 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 Incr YES WB 0.23 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.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) 13=836/0-2-0 (min.0-1-8),9=853/Mechanical FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1780/0,34=-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 k- , t1 WALEXAW EE.h`E . w 85525PE JJ12 1� ff A. V& ''' , 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 I II of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint imElik'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 Ctc CONSULTING SBCA at www.sbcindustry.com. —___ _ _.._-__—_ — L -__ _-____. —CONSULTING ____ Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION a" Center plate on joint unless x,y Failure to Follow Could Cause Property -01 /q offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury �� Dimensions are in ft-in-sixteenths. I I (Drawings not to scale) IlIbi . Apply ully platesembed to both sidesteeth. of truss 1. Additional stability bracing for truss system,e.g.diagonal or X-bracing,is always required. See 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 0-1/16" 1 2 3 considered. TOP CHORDS 3. Never exceed the design loading shown and never stack materials on inadequately braced MlEIN trusses. 4. Provide copies of this truss design to the building designer,erection supervisor,property owner and all other interested parties. I � 4 5. Cut members to bear tightly against each other. p 6. Place plates on each face of truss at each joint and embed fully.Knots and wane at joint O locations are regulated by ANSI/TPI 1. O 7. Design assumes trusses will be suitably protected from the environment in accord with For 4 x 2 orientation,locate U _ p "from outside U ANSI/TPI 1. plates 0 ii a 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. edge of truss. 09. Unless expressly noted,this design is not applicable for use with fire retardant,preservative C7-13 C6-7 C5-6 i— treated,or green lumber. BOTTOM CHORDS 10.Camber is a non-structural consideration and is the responsibility of truss fabricator.General This symbol indicates thepractice is to camber for dead load deflection. 8 7 6 5 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. required direction of slots in 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 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,health 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,back,words and pictures)before use.Reviewing 4 4 width measured perpendicular NUMBERS/LETTERS. pictures alone is not sufficient. x to slots.Second dimension is 20.Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. the lengthparallel to slots. 21.Unless information is otherwise provided to DrJ in writing,the use of these designs presumes g 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 LOCATIONdesign drawings. ICC-ES Reports: 22.These trusses are designed using MiTek Sapphire standard analysis methods in accordance with ANS/TPI 1 and related proprietary information. Indicated bysymbol shown and/or 23.It is extremely important to properly install temporary lateral restraint and diagonal bracing,in �// y ESR 131 1, ESR 1352,ER 5243,9604B, 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 bearing wall conditions.Bearing walls of scissor type trusses should be designed in such a manner that the walls will safely withstand Indicates location where bearings the lateral forces of the trusses.Consideration of these items is not a part of this truss design (supports) occur. Icons vary but and is not the responsibility of the truss plate supplier,the truss designer,nor the truss * MO reaction section indicates joint ©2011 DrJ Consulting,LLC All Rights Reserved fabricator. Competent professional advice should be secured relative to these items. — - _- 27.The accuracy of the truss design drawing relies upon accurate metal plate connector 11 II ilM UM number where bearings occur. 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 1 IndustryStandards: agencies approved by the Board of Review of the American Lumber Standards ANSI/TPI l: National Design Specification for Metal Committee in accordance with the latest edition of ANSI/TPI 1 Section 6.3. �� ti �� Plate Connected Wood Truss Construction. DrJ Consulting, LLC DSB-89: Design Standard for Bracing. �ti. BCSI1: Building Component Safety Information, 6300 Enterprise Lane Guide to Good Practice for Handling, CONSULTING LLC Madison,WI 53719 Installing&Braracing offMetal Plate Connected Wood Trusses. I ' 'It CONSULTING LLC 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: 15380485 thru15380498 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. 8 B2P._ „ 82. �x°<,. OREGON / lie L ^IQ' 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. 1 Job Truss Truss Typei Qty PlyPULTE SUM CRK BLDG 7 UPPER FLOOR i 15380485 91203127 Al FLOOR 14 1 I -- _-__-- - LJob Reference(optional) 1 Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7250 s Aug 25 2011 MiTek Industries,Inc. Mon Apr 02 19:01:01 2012 Page 1 ID:eOJsMJj3DtJ PcfEfTS 1jb?zlEOu-vkxwdM 1 kf3Fi2EMRfaubQUsKKy 1 muxzNQF5JVHzUg30 0.3-12_ 2-6-0 1 1-10-8 11 1-4-0-;F 1-6-0 , 1-6-0 I_2-4-7 . 2-7-9 1-11-12j 0-6-9 Scale=1:58.1 4x8 - 4x6- 4x10 = 3x6 FP= 6x6- 3x4 11 2x4 I 4x6 2x4 3x6 =_ 2x4 it 3x6 FP= 3x4 1'. 4x10 = 2x4 II 4x8 -- 2x4 I4x8 3x4 I 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 --r-__-_ 19 _ -_ 4 32 31 30 29 28 27 126 25 24 23 22 21 20 4x6= 4x10 = 2x4 I'. 3x6 = 4x8 4x6 = 4x12 `- 3x6 FP= 4x12 -- 2x4 1 3x6 - 6x6 -- 4x8 1 3-7-4 ---- 5-7-4 6-11-0i 10-0-12 17-7-2 17-gF�11 25-9-12 -_-__-I 27-9-8 32-11-0 33-9-6 35-9-8 3-7-4 2-0-0 1-4-0 3-1-8 7-6-6 0-2-9 8-0-1 1-11-12 5-1-8 0-10-8 2-0-0 Plate Offsets(X,Y): [1:Edge,0-1-8],[2:0-3-8,Edge],[4:0-1-8,Edge],[5:0-1-8,0-0-0],[8:0-1-8,Edge],[15:0-1-8,Edge],[16:0-1-8,0-0-0],[17:0-2-10,Edge],[20:Edge,0-1-8],[21:0-3-0 Edge],[22:0-1-8,Edge],[23:0-1-8,Edge],L24:0-5-8,Edge],126:0-4-4,Edge] [270-1-8,Edge],[28:0-2-0,Edge],[29_0-1-8,Edge]J30:0-1-8,Edge] LOADING(psf) 1 SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 I 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 I Rep Stress Incr YES I WB 0.62 Horz(TL) 0.05 20 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (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=-1665/722,15-16=-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=-283/0,3-31=-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/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 ,,t, PROFS be attached to walls at their outer ends or restrained by other means. � d ) ` ' 6)CAUTION,Do not erect truss backwards. ' . .`s; LOAD CASE(S) Standard ' 2 P r 't4V.12,V "' ' tiaS ' EP RENEWAL DATE: 12/31/2013 April 3,2012 6 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 is responsibility of building designer or owner of the trusses and installer. Lateral restraintiiii, alk li 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 ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com - _t IIe01203127---- T01 A -----_-- Truss Type_ --- I Qty Ply ULTE SUM CRK BLDG 7 UPPER FLOOR -----_--- 15380486 FLOO Job Reference jgptionap Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc. Mon Apr 02 19:00:56 2012 Page 1 ID:aORdn?kJIUZ7syO1 at3BgQzlEOs-Zm81 aezbgXcQyTU Us 1 IQjR8WcxJ DDczeHzOYg3zUg35 3-2-4 _ 6-4-8 7-8-8 11-8-8 _+_ - 15$$ _______--_ 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 I 4x10 -'- 3x6 - 2x4 I5x10 - 2x4 I 1 2 3 4 5 6 1-4—i 14 15 12 16 11 10 95x6 = 8 T- 4x8 2x4 1I 8x8 - 2x4 L 2x4 II 4x6 HUS26 __-__3_2-4___—_ 6-4-8 7-8-8. _ 11-8-8 15-8-8 3-2-4 _---. 3-2-4 —.---- __ _ Plate Offsets(X,Y): [2:0-4-8,0-1-12],[3:0-2-12,0-1-81[5:0-5-0,0-1-12],[9:0-3-0,0-1-12] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.62 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 WB 0.86 Horz(TL) 0.07 7 n/a n/a BCDL 5.0 Code IRC2006/TPI2002 (Matrix) 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 x4 DF Std G REACTIONS (Ib/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=0/3405,3-11=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 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to p be attached to walls at their outer ends or restrained by other means. . Co 1 / .,_,, 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 j ``<< t ,i:,, truss(es)BEAM(1 ply 2 x 4 DF) to front face of bottom chord. !' 9)Fill all nail holes where hanger is in contact with lumber. y r °�C 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 ,,, ;c1,,, 4,13' Continued on page 2 RENEWAL DATE: 12/31/2013 April 3,2012 Ai 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 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,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from SBCA at www.sbcindustry.com. �i CONSULTING ac 1 'Job Truss I Truss Type - 1 Qty Ply PULTE SUM CRK BLDG 7 UPPER FLOOR I 15380486 I FLOOR 1 2 -_— I B1203127 A01-A Job Reference(optional) I Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc. Mon Apr 02 19:00:56 2012 Page 2 ID:aORdn?kJIUZ7syO1 at3BgQzlEOs-Zm81 aezbgXcQyTUUs11QjR8WcxJDDczeHzOYg3zUg35 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(Ib) Vert:14=-500(F)15=-500(F)16=-1500(F) WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-111 before use.Design r valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability 1Et 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 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/7P!1,DSB-89 and BCSI(Building Component Safety Information)available from /�Q �/1 TIUi±tic iL__ SBCA at www.sbcindustry.com 1 V Vi./Ll�si rJob 1Truss Truss TypeIQty Ply I PULTE SUM CRK BLDG 7 UPPER FLOOR III 131203127 ,A2 FLOOR �1I4 1 15380487 Job Reference(optional) Pro-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:XnZNBgmaH6pr5GXQiH6flrzlE0q-OwVlril MPNNZgOxeCHPgziOWmMLVdMPWfvrs1jzUg3? 0-10-4 2-6-0 1-10-8 _IF 1-4-0i 1-4-8 1-4-8 2-5-4 1 1i--- � 1 – 1 Scale=1:30.7 2x4 1 4x8 = 2x4 11 5x8 = 2x4 I 4x6 = 3x8 = 2x4 I 4x8 = 4x8 r- 1[p�TT� P 2 3 4 5 6 7 8 9 10 N I ri,1 JJ y IMI 19 us j 1 18 17 16 15 14 13 124x8 = VII 4x4 = 5x12-- 2x4 11 4x6 -- 3x4 = 2x4 4x10 = 2x4 3-7-4 5-7-4 _—t 6-11-4 8-6-0 + i { 15-2-4 1 17-9-11 17-10-8 III 3-7-4 2-0-0 1-4-0 1-6-12 1-6-12 1-3-0 1-4-8 —._ 2-6-0 _---_-- 2-7-7 0--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,Edge],[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:Edge,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.71 Vert(LL) -0.33 15-16 >636 480 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 Incr YES WB 0.74 Horz(TL) 0.08 11 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (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 DF 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 (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)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=0/4189,14-15=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 g t. .-ca ] E `0 -ct. 85525PE ' " v( 1. -" RENEWAL DATE; 12/31/2013 April 3,2012 Al 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 23,1:11&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, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING SLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply !PULTE SUM CRK BLDG 7 UPPER FLOOR . 15380488 i B1203127 A03 FLOOR 2 2 'JobReferenceLptional) 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:xM EWgioSal BQykG?NQfMNUzI E0n-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 4 5 I I 4 .. _.- -- - Imo, 1— -- --- - 1 1 HHUS26-2 7 9 6 '. 4x12 = 2x4 I I 2x4 I' 4-2-8 8-5-0 4-2-8 4-2-8 Plate Offsets(X,Y): [2:0-1-12,0-2-0],[4:0-1-12,D-2-01,[70-6_0,0-1-8] (p I � LOADING s SPACING 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.29 Vert(LL) -0.07 6-7 >999 360 I 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 Incr NO WB 0.33 Horz(TL) -0.00 6 n/a n/a BCDL 5.0 Code IRC2006/TP12002 (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.1&Btr G REACTIONS (lb/size) 8=1241/0-5-8 (min.0-1-8),6=1477/0-5-8 (min.0-1-8) FORCES (lb)-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 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 4-0-8 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. � 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 ,'C 101014 //SS.0 chord. The design/selection of such connection device(s)is the responsibility of others. y 6 «^ ' '4Ce 'P' LOAD LOAD CASE(S) Standard rr 5525P 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:6-8=-10,1-2=-100,2-4=-100,4-5=-100f .,5 '% 4„ °„ , . /x°12>24%' f„ Continued on page 2 $j sEpIck 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 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. 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, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING tic SBCA at www.sbcindustry.com. Job Truss Truss Type Qty 7Ply PULTE SUM CRK BLDG 7 UPPER FLOOR 15380488 B1203127 A03 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 19:00:57 2012 Page 2 I D:xMEWgioSal BQykG?NQfMNUzIEOn-1 yiPo_zDbglGac3gQkpfGehmcLg?yBXn Wd75MVzUg34 LOAD CASE(S) Standard Concentrated Loads(Ib) 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 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 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 ac 1�, SBCA at www.sbcindustry.com. V /1�7Y / /��i Job Truss Truss Type Qty Ply PULTE SUM CRK BLDG 7 UPPER FLOOR 15380489 I 181203127 A3 FLOOR 2 1 I Job Reference(optiona) J Pro-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:tkMGFOgj6eR8B1 QNUrhgSvzIE01-OwVIri1 MPNNZgOxeCHPgziOf1 MW5dXMWfvrsljzUg3? 1-9-10 1 2 2x4 I I 3 3x4 = 4 2x4 I I Scale=1:9.4 r7 T li I Cs 6 v.,5 3x4 = 3x4 3-10-8 3-10-8 Plate Offsets(X,Y): [2:0-1-8,Edge],[4:0-1-8,Edge],[6:0-1-8,Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 I Plates Increase 1.00 TC 0.18 Vert(LL) 0.00 6 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.11 Vert(TL) -0.05 5-6 >904 360 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code 1BC2006/TP12002 (Matrix) I 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 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 ? P Qt, ea ✓ ) E / fet`j 5525Pt '4, x4 x`122Q j / RENEWAL DATE: 12/31/2013 April 3,2012 1 WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design 1 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 is the responsibility of therestraint designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, CONSULTING LLC delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from v I SBCA at www.sbcindustry.com. • Job Truss Truss Type Qty l Ply PULTE SUM CRK BLDG 7 UPPER FLOOR 15380490, B1203127 'A04 FLOOR ill II 2 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7250 s Aug 25 2011 MiTek Industries,Inc. Mon Apr 02 19:00:57 2012 Page 1 ID:g7U0f4rzdFisRLamcFkIXKzIEOj-1 yiPo_zobglGac3gQkpfGehm6LpQyGfn Wd75MVzUg34 3-8-8 3-8-8 1 2 4x4 3 2x4 !' 4 Scale=1:9.4 a 2x4 7 6 4x4 = - - 3-8-8 - - _...... 3-8-8 LOADING(psf) SPACING 2-0-0 CSIDEFL in (loc) I/deft 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 IRC2006/TPI2002 (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 purlins, 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=381/0-5-8 (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 „ PR Ope Ate 85525PE )"°1 .2P RENEWAL A1 : 12/,,,3A14,.4/1 1/2 013 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 I, 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 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 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 LLC SBCA at www.sbcindustry.com. • Job Truss Truss Type Qty 'Ply I PULTE SUM CRK BLDG 7 UPPER FLOOR I 1 15380491 B1203127 ',A06 —_— FLOOR _--_—_ _._ LL_ L 1Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc. Mon Apr 02 19:00:58 2012 Page 1 I D:Ei99l5trwA4Q1olLHOH?9yzIE0g-V9Gn?K_rM8t7BmdszSLuosEs51?hh WSwkHtfuyzUg33 3-2-4 6-4-8 _.1- 7-8-8.__ _ ___._— 11-8-8 _ + _15-8-8 3-2-4 3-2-4 1-4-0 4-0-0 4-0-0 Scale=1:27.2 1-4-0._-___i 2x4 !I 4x10 - 3x6 - 2x4 5x10 =__ 2x4 qI 1 2 3 4 5 6 HI d 1'S 14 15 12 16 11 10 9 5x6 = '1 8 7 i 4x8 2x4 I 8x8 2x4 I 2x4 '1 4x6 -- HUS26 HUS26 ___-3-2-4- — ---- - -- —6-4-8 -__—_ __— - 7-8-$---i — ___-.. 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],[9:0-3-0,0-1-12] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ud 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 WB 0.86 Horz(TL) 0.07 7 n/a n/a BCDL 5.0 Code IRC2006/TPI2002 (Matrix) 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 (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, 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. 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. ) 45T: 25.0' 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 G. '.., truss(es)BEAM(1 ply 2 x 4 DF) to front face of bottom chord. ' � ,'V, 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 ' . 1` "V ' 6,t 12,` " A' / • Continued on page 2 ENEWAL 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 iiiii 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 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 t_�C SBCA at www.sbcindustry.com. • Job Truss ;Truss Type 1Qty - Ply PULTE SUM CRK BLDG 7 UPPER FLOOR 15380491 B1203127 A06 FLOOR1 1 L_— I 2 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc. Mon Apr 02 19:00:58 2012 Page 2 I D:Ei9915trwA4QIo1LHOH?9yzIE0g-V9Gn?K_rM8t7BmdszSLuosEs51?hh WSwkHtfuyzUg33 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(Ib) Vert:14=-500(F)15=-500(F)16=-1500(F) WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design 1.. 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 , ilt ', 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 CONSULTING LLC SBCA at www,sbcindustry.com. Job Truss Truss Type Qty '..Ply PULTE SUM CRK BLDG 7 UPPER FLOOR B1203127 A08 FLOOR _---- 1 - _-__-Z.I15380492 IJob Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc. Mon Apr 02 19:00:59 2012 Page 1 I D:ASHvjnv6SoK8X6SjPpJTENzIEOe-zLp9Cg?U7S?_pwC3X9s7 L3m0L8KeQzJ4zxcCQOzUg32 3-2-4___-- _. 6-4-8 7-8-6.------ 11-8-8 __-. --_---- 15-8-_8_-_-. - _—I 3-2-4 3-2-4 1-4-0 4-0-0 4-0-0 Scale=1:27.2 1-4-0 j 2x4 ''I 4x10 -- 3x6 -- 2x4I 5x10 -- 2x4 1 1 23 2 24 3 25 4 26 5 27 6 I _ __ I 14 15 16 12 17 18 11 19 10 20 95x6 = 21 8 22 7-:. 4x8-- 2x4 I 8x8 - 2x4 I 2x4 I I 4x6 HUS26 ._3-2-4 _ 6-4-8 ----1 7-8-8- 1- -- 11-8-6 -_. --_-- ---- 15-8-8 i 3-2-4 --- --- 3-24 14-0 _... 4-0-0 4-0-0 Plate Offsets(X,Y): [2:0-4-8,0-1-121,_[5:0-5-0,0-1-12],[9:0-3-0,0-1-121 —- LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d 1 PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.66 I Vert(LL) -0.28 10 >654 360 I MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.73 Vert(TL) -0.59 9-10 >312 240 BCLL 0.0 1 Rep Stress Incr NO WB 0.89 Horz(TL) 0.07 7 n/a n/a BCDL 12.0 Code IRC2006/TP12002 (Matrix) 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 3-9-1 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 x4 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=-8419/0,425=-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 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. p. Op . 6)This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the 3i e"' ) '/`�« Top Chord and Bottom Chord,nonconcurrent with any other live loads. •(; ``. 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. 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. - 0 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 �4).1 2k Contgs6 8X41?-j@ 4n bottom chord. The design/selection of such connection device(s)is the responsibility of others. J casEpkW %, 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 l 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 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, LI '.. delivery,erection,lateral restraint and diagonal bracing,consult ANSVTPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING ti.{; SBCA at www.sbcindustry.com. I Job 'Truss I Truss Type Qty .Ply PULTE SUM CRK BLDG 7 UPPER FLOOR B1203127IIA08 FLOOR 1 15380492 _I — ----- Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7250 s Aug 25 2011 MiTek Industries,Inc. Mon Apr 02 19:00:59 2012 Page 2 I D:A5Hvjnv6 SoK8X6Sj PpJTEN zl E0e-zLp9Cg?U7S?_pwC3X9s7 L3mOL8 KeQzJ4zxcCQOzUg32 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(Ib) Vert:14=-500(F)16=-500(F)17=-1500(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 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 structurealik is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, �/�.// T� delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSI/LTING ttC SBCA at www.sbcindustry.com. 1 Job Truss Truss Type Qty `Ply PULTE SUM CRK BLDG 7 UPPER FLOOR 15380493 B1203127 A09 I FLOOR 2 _- L - I 2 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc. Mon Apr 02 19:01:00 2012 Page 1 ID:bgz2Lpx_IjijOaB I4xtAsOzlEOb-RXNYQ006u17rR4n F5sNMuHJFxYjk9VyDCbMmzgzUg31 q-3-_ ___ 5-3-7 10-8-11 15-9-12 15-0-12 6-3-0 5-0-7 5-5-3 5-1-1 -_- ---- 0-3- Scale=1:27.1 2x4 I 2x4 5x8'--- 1 2 5x8 - 3 4 5 6 1 _:.-110 9 8 5x8-= 7 3x4 - 5x8 -- 3x4 et-3-Q5-3-7 10-8-11 15-9-12 15-0-12 0-3-0 5-0-7 -----._ ---_. 5-5-3 5-1-1 0-3-0 Plate Offsets(X,Y): [Z0-3-8,0-2-0],[5:0-3-8,0-2-0],[7:0-2-0,0-1-131,18:0-3-8,0-2-0],[9:0-3-8,0-2-0],[10_0-0-5,0-1-8] LOADING(psf) 1 SPACING 2-0-0 CSI DEFL in (loc) 1/dell L/d PLATES GRIP TCLL 40.0 I 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 BCDL 5.0 Code IRC2006/TPI2002 (Matrix) Horz(TL) 0.02 7 n/a n/a BCLL 0.0 Rep Stress Incr NO WB 0.54 Weight:142 lb FT=10% 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* W1:2 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 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 ' �'▪ ) 6" . 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 $ '., Uniform Loads(plf) Vert:1-6=-100,7-10=-135(F=-125) 85525P E • 12, ` OREGON .▪ 12 O4 RENEWAL DAA: 12/31/2 013 April 3,2012 Al Il 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 designations shown on individual weband 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/7P11,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING.,.•LLC SBCA at www.sbcindustry.com. Job 1Truss Truss Type Qty I Ply PULTE SUM CRK BLDG 7 UPPER FLOOR 7 1 1 15380494 61203127 IA FLOOR �I10 1 I 1 Job Reference(optional. Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc.Mon Apr 02 19:00:54 2012 Page 1 ID:vNRpamX9cady0_T3weoV12zlE3i-dNOG9zxLlvMij9K5kcGye037e7eDlmwLpfvRl BzUg37 0-8-12 2-6-0 _1 1-10-8 11 1-4-0 II 1-6-0 1 1-6-0 1 2-4-7_ 2-6-1-_-_-1 1-11-12-1t' 2-5-4 ,, 2-5-4 Scale=1:61.5 4x8 - 4x8 - 4x10 - 3x6 FP 3x4 4x6 - 2x4 111 2x4 4x6 = 2x4 3x6 FP- 3x4 4x6 =- 4x12 - 2x4 2x4 4x8 - 4x6 = 3x4 1 2 3 4 5 6 7 8 9 10 11 1r2- 13 14 15 16 17 18 19 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 4x6- 4x6 4x6 ¶4-04x6 - 4x10 - 4x6 - 4x12 - 3x6 FP-- 2x4 11 4x6 3x6 -- 2x4 I 4x6 - 4x8 -- 4x6- 27-11-0 3-7-4 5-7-4 t6-11-4 10-0-12 � 17-9-11 17-10-0.20-5-3 25-9-12 27-9-8 + 30-5-0 322-1610-0 35-9-8 3-7-4 2-0-0 1-4-0 3-1-8 7-8-15 0-d-5 2-7-3 5-4-9 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,Edgej,[31:0-1-8,Edge], [32:0-1-8 Edge],[33:0-1-8 Edge] LOADING(psf) SPACING 2-0-0 CSI 1 DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 I Plates Increase 1.00 TC 0.85 1 Vert(LL) -0.26 22-23 >813 480 MT20 220/195 TCDL 10.0 1 Lumber Increase 1.00 BC 0.69 Vert(TL) -0.45 22-23 >471 360 BCLL 0.0 Rep Stress Incr 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&Btr 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=-1877/0 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. r `""' 4)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. /Ac; PRO,ct 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 1 IEk' `/ . be attached to walls at their outer ends or restrained by other means. .." 4, . 6)CAUTION,Do not erect truss backwards. kef "P ' 4Z"' 85525PE 1-,`>,3 LOAD CASE(S) Standard off yG. t 4,' >..,, le 12 2-"- 5 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 El of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint „ k 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 CONSULTING«C SBCA at www.sbcindustry.com. Job !Truss Truss Type Qty 1,Ply 1 PULTE SUM CRK BLDG 7 UPPER FLOOR 1 15380495 81203127 183A FLOOR '1 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 19:01:03 2012 Page 1 ID:xdmxO W?7aFKOUL3GtUSLZ3z1EOW-s63g222_AgVQIXWgm?w3VvxolmpU Mw7fuZaQZ9zUg3_ 2-5-4 _.------ -�-6-0 _---- - --1 I 2-6-0-__- -- - Scale=1:17.9 4x8 - 2x4 11 3x6 1 3x6 2 3 4 4x8 — 5 3- I ,moi N N i \ 1I grF 1 Y r 7 �. 3x6 - 4x10 — 4x10 - 2-9-12 5-4-8 7-11-4 , 10-9-0 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],L$Edge,0-1-8] r LOADING(psf) SPACING 2-0-0 11 CSI DEFL in (loc) 1/defl L/d 1 PLATES GRIP TCLL 40.0 1 Plates Increase 1.00 -0.05 7 >999 480 TC 0.31 Vert(LL) 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 Incr YES 1 WB 0.26 1 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 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) 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 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 P } t ) E cS'c 0 .' :525P . < 12,`2.,, . A"} 12/31/2 013 RENEWAL April 3,2012 ) 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 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 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 Safety Information)available from 1 CONSULTING«C SBCA at www.sbcindustry.com. --. `Job Truss Truss Type Qty Ply PULTE SUM CRK BLDG 7 UPPER FLOOR 1 1 I I__--_— '�iJob Reference(oPtionalj 15380496 '� B1203127 Cl FLOOR 14 Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7250 s Aug 25 2011 MiTek Industries,Inc. Mon Apr 02 19:01:04 2012 Page 1 ID:MCS40Y2?sAjaLoorYd02BizIEOT-KJd2GN3cx_dHvh5OKiR127Utr9035Npp7DKz5bzUg2z ____2-3-0 _. .-: -.-__t-4-0_-- i -.-__ --2-6-0 -__. -- i— 2-6-0 __- Scale=1:19.9 2x4 '1 5x8- 2x4 13x8 — 3x6 = 1 2 3 4 5 4x8 = 6 0l — o IN 12 5x8 = 11 10 3x6= 9 8 �7 - 2x4 I 2x4 I 3x6— 4x10 = -__.._. Y. _._5-3-0 _ 6-4-8 7-8-8 _ 10-4-0 _ -- -12-11-8._ _____ ._-_.. .__.__15-8-8-_ _ 1-4-8 1-1-8 1-4-0 2-7-8 2-7-8 2-9-0 Plate Offsets(X,Y): [2:0-1-8,Edge],[3:0-1_8 0-0-0J j4:0-3-0 EdgeL[5 0-2-8_,Edge] 17:Edge,0-1 8],[8:0-2-8,Edge],[10:0-1-8,Edge],[11:0-1-8,Edge],[12:Edge,01-8] LOADING(psf) 1 SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.67 I Vert(LL) -0.17 9-10 >810 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.85 1 Vert(TL) -0.30 9-10 >475 360 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.03 7 n/a n/a BCDL 5.0 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(Ib)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 - t PROpz '° 85525P ' 12 t 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 rk 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 �' CONSULTING LLC SBCA at www.sbcindustry.com. Job --- Truss Truss Type Qty 'Ply PULTE SUM CRK BLDG 7 UPPER FLOOR ' • 1 B1203127 C til 1Reference FLOOR 22 1 IJob Rrence(optional) 15380497 J _.. _fe ... 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:IbZgRE3FOnzIb6yDf12WG7zIE0R-s63g222_AgVQ IXWgm?w3Vvxlcmj_MtEfuZaQZ9zUg3_ i.0-9-0 H 1 2-6-0 I 1-4-0 F__.. .. 2-4-8_—_---- y Scale=1:26.4 6x6 = 4x10 - 2x4 II 2x4 4x6 = 3x6= 13x6 — 23 4 5 6 7 4x6 = 8 d . I J '. Ito ,44 134x8= 12 11 10 1 : 6x8= 4x6= 3x6-- 4x6 = 4x10 1 1-3-0 6-4-8 7-8-8 10-4-0 I 12-10-0 1 15-8-8 —1 13-0 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 j14:Ed 0-1 4] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft 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.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) 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. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 'Z' 85525PE r E ; 4,4.8 12dO,SEf p 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 E of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint inijilk 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 CONSULTING t_LC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply PULTE SUM CRK BLDG 7 UPPER FLOOR 15380498 B1203127 I'1C-DRAG FLOOR 1 I 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 19:01:05 2012 Page 1 I D:Ezhasv5 WwPDOgQ6cnS5_LYzI EO P-oV BRTj4 Fi l l8Xrg DuQzXbKOOfZLOq n 7yLt3 Wd2zUg2y 1 0-9-0 1- - 2-6-0 --__ -- 1-4-0 -_- 2-3-0 1 Scale=1:26.8 4x8 - 2x4 1 2x4 1 4x8 - - 5x12 MT18H= 3x6 -- 13x6 ---` 2 3 4x6- 4 5 6 7 8 I J t-_-_-- _ 11 9N I {5- _ - a-4..-Y0 13 12 11 10 9 4x8 • Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 4 I♦ 1 3/4' Center plate on joint unless x,y offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury rantDimensions 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 or X-bracing,is always required. See and fully embed teeth. BCSI1. 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral 1/ braces themselves may require bracing,or alternative T,I,or Eliminator bracing should be 0- 16" 1 2 3 considered. TOP CHORDS 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 r IL4 Cut anb all other interestedigtlypane. 5. members to bear tightly against each other. owner p 6. Place plates on each face of truss at each joint and embed fully.Knots and wane at joint 0a locations are regulated by ANSI/TPI 1. For 4 x 2 orientation,locate U IO 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. plates 0-'a6'from outside PI U 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. Z edge of truss. O 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative c7-8 ce-7 cs-s 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. 8 7 6 5 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirementq. required direction of slots in 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 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,health 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,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. 21.Unless information is otherwise provided to DrJ in writing,the use of these designs presumes the length parallel to slots. I 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. /� Indicated by symbol shown and/Or ESR 131 1,ESR 1352,ER 5243,9604B, 23.It is extremely important to properly install temporary lateral restraint and diagonal bracing,in i/ 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 1 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 I this design,careful consideration should be given to bearing wall conditions.Bearing walls of 1 scissor type trusses should be designed in such a manner that the walls will safely withstand Indicates location where bearings the lateral forces of the trusses.Consideration of these items is not a part of this truss design (supports) occur. Icons vary but and is not the responsibility of the truss plate supplier,the truss designer,nor the truss tiiNM� reaction section indicates joint ©2011 DrJ Consulting,LLC All Rights Reserved fabricator. Competent professional advice should be secured relative to these items. 11 number where bearings occur. 27.The accuracy of the truss design drawing relies upon accurate metal plate connector Mamirmln design values as published by MiTek and accurate design values for solid sawn lumber. reaso \;` Design values(E,Emin,Fb,Fc,Fcp,Ft,and Fv)for solid sawn lumber and approved, iii.--- 1 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: agencies approved by the Board of Review of the American Lumber Standards ANSI/TPI1: National Desi n Specification for Metal Committee in accordance with the latest edition of ANSI/TPI 1 Section 6.3. 9 p 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, CONSULTING LLC Madison,WI 53719 Installing&Bracingof Metal Plate Connected Wood Trusses. it 7-7C14: irari& CONSULTING ccc 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 Pro Build (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. mP OFe biGiNs 6> 85525PE _. i`°,., E_. ON„ Z1°'1225) * OsPkIr 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 1,Truss I Truss Type Qty Ply 1 PULTE HOMES DLG 7 ROOF SUM CRK 15380499 1203128 I BPro-Build Clackamas Truss,ClackA01 GABLE 1 1 Job Reference(optional) __ �I amas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc.Tue Apr 03 17:07:08 2012 Page 1 ID:psYpOtL_XY7VhnhSwsUJYxzgerh-fC9E7g10Y0XIluMQSfuMCpnq BuBC4koxgol8fyzUMdn 1-0-919-6-0 - ___- ------ -. --__ 39-0-0 0-0 19-6-0 _.._� 19 6-0 Scale=1:66.7 5x6= 6.00 I 12 16 17 15 - 18 19 5x6 a- 12 i {7/120 13�", 11 `,, 21 5x6 10 ; 11 1, 1,,:s.„ , 22 9 w T �2� 23 T 24 ,I 7 8� I 112 13 4 S113 12 , '[1-, 25 6 ';,i , S 1,1 I 1 SI-I1 26 S 0 T5 6 10 S 9 ST S� Si_ 27 S 5 if 1 i/ ..I S p ST I T� 15r s 28 4 ST 3 �,.0(- STA S ' S�i ST4 T .-, 29 S) 1 1 1 1' 1 30 M 2 , 1 STS 1 !_ 10 '._._'© 1a ®i ©, 1 gI --.I, © 9 J f1` L'I lip ;r--- S --//1,/.13:51,2iq 6x10 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..__ 39-0-0 Plate Offsets(X,Y): [2:0-5-6,0-3-0],[10:0-3-0,0-3-01,[22:0-3-0,0-3-0],[30:0-5-6,0-3-0],(44:0-3-0,0-3-0] _ _11 Plates Increase 1.15 TC 0.52 DEFL in (Ioc) 1/deft L/d PLATES GRIP LOADING (psf) SPACING 2--00-0 CSI TCLL 25.0Vert(LL) -0.00 1 n/r 180 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 1 BC 0.47 Vert(TL) -0.00 1 n/r 180 BCLL 0.0 * Rep Stress Incr YES WB 0.10 I Horz(TL) 0.05 43 n/a n/a BCDL 10.0 Code IRC2009/TP12007 1 (Matrix) Wind(LL) -0.00 1 n/r 90 Weight:303 lb FT=10% li LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-1-1 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr 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 DF 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 100 lb or less 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 2=-2052(LC 11),30=-2004(LC 14),31=-124(LC 17) Max Gras 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)-Max.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=-1522/1657,12-13=-1220/1376, 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=-1522/1618,21-22=-1819/1889,22-23=-2123/2171,23-24=-2411/2438, 24-25=-2713/2720,25-26=-3011/2998,26-27=-3323/3286,27-28=-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=-2128/2277,50-51=-1861/2010,49-50=-1596/1745,48-49=-1329/1478, 47-48=-1063/1212,46-47=-796/945,45-46=-529/678,44-45=-263/412,43-44=-263/412,42-43=-529/678, 41-42=-796/945,40-41=-1063/1212,39-40=-1329/1478,38-39=-1596/1745,37-38=-1861/2010, 36-37=-2128/2276,35-36=-2395/2543,34-35=-2661/2810,33-34=-2928/3076,32-33=-3168/3343, 31-32=-3461/3583,30-31=-3874/4043 P Qp NOTESIGi 1)Unbalanced roof live loads have been considered for this design. '`v I E d / 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 ' ', "4�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 ` applicable,or consult qualified building designer as per ANSI/TPI 1. 00.01 4) 115.0Ib 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. � v3 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 1-4-0 oc. t 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' ei Iv t'1,12 ', fh 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 ConWMCIii Reaper members. RENEWALDATE12f31j2013 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 E of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint / lk 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, ^^^^ �+rj delivery,erection,lateral restraint and diagonal bracing.consult ANSI/7P'1,DSB-89 and BCSI(Building Component Safety Information)available from yyNSUL17NG ttC SBCA at www.sbcindustry.com. .___ - -..- -__ _- --__.___ 'r__-__ _____ -.__ - Job ,Truss TTruss Type Qty ':Ply 7 PULTE HOMES DLG 7 ROOF SUM CRK 15380499 BP?o-Bu Id Clackamas Truss,03128 A01 GABLE I 1 1 r--- 9 - - ID:psYpOtL_XY7VhnhSws Job Reference 1rs 011io Clackamas,OR 97015-1129,tom J.250 s May 11 2011 MiTek Industries,Inc.Tue Apr 03 17:07:09 2012 Page 2 UJYxzgerh-7PjcKOmfJJfcN2xd0NPb10J?xIXRpB 143SVhBOzUMdm NOTES 10)A plate rating reduction of 20%has been applied for the green lumber members. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)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 plf. 14)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • • 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 restraintj& 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, C�NSI/Lfl1YG LLC__- delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from SBCA at www.sbcindustry.com. __ 1-. j -, Job Truss Truss Type Qty Ply T PULTE HOMES DLG 7 ROOF SUM CRK 15380500 81203128 1A02 DBL.FINK 2 1 -_IL _-_-__ I Job Reference(ootionalL.. _ Pro-Build Clackamas Truss,Clackamas,OR mas,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 Wpa4wgH Es4AimYW VE 16EFjgzUMdl -1-0-9-- ..... 7-10-13. 14-0-0 —._-1- -- 19-6-0 I _._-_ 25-0-0 I 31-1-3 i--- 39-0-0 40-0-0 1-0-0 7-10-13 6-1-3 5-6-0 5-6-0 6-1-3 7-10-13 1-04 Scale=1:67.3 5x6 6.00 12 6 1 2x4 .' .�� i 2x4 '7-- 3x6 % 5 3x6 ,, 8 4 g Vkr1� I _ 3x4 J WI 3x4 2 W2 �/J4 W3 .i�W3 W4 �, 1 -_ ) I�f l -.._— B2 -- -- ---- _... - B1 _ - 0 11[Y 3x10 - 15 14 13 12 3x10 — 2x4 8x8 -- 8x8 = 2x4 7-10-13i 14-0-0 ....._ 25-0-0-- -----_ 31-1-3 --I 39-0-0 7-10-13 6-1-3 11-0-0 6-1-3 7-10-13 Plate Offsets(X Y): (2:0-10.4,0-0-14],[10:0-10-4,0-0-14],[13:0-2-12,Edge],[14.0-2-12,Edgej _.__ _—_.___ - ---.__ LOADING (psf) 'I, SPACING 2-0-0 CSI DEFL in (loc) 1/deft 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 IBC 0.53 Vert(TL) -1.03 13-14 >450 180 BCLL 0.0 * Rep Stress'nor YES WB 0.53Horz(TL) 0.19 10 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (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 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 0*Except* W1:2x4 DFNo.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=-2865/296,5-6=-3035/423,6-7=-3035/423,7-8=-2865/296, 8-9=-3033/276,9-10=-3621/365 BOT CHORD 2-15=-338/3111,14-15=-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.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) 115.01b AC unit load placed on the bottom chord,19-6-0 from left end,supported at two points,5-0-0 apart. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ft between the bottom chord and any other members,with BCDL=10.Opsf. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)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. 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. ", t..3 P8081.. �` I ' &'6.:.9/ LOAD CASE(S) Standard t, ^a . , { 85525PE 0412 fE " 81 ,5 'Pt4 RENEWALDATE: 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 a e 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 . CONSULTING LLC SBCA at www.sbcindustry com. y , Job Truss Truss Type 71OH PI I PULTE HOMES DLG 7 ROOF SUM CRK 15380501 L IB1203128 A03 I DBL.FINK 5 1— --_.. Job Referen foo tionall � Po-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7250 s May 11 2011 MiTek Industries,Inc. Tue Apr 03 17:07:11 2012 Page 1 ID:Lg_RBYLLmE?e3e7GM8z4?kzgeri-3nrMlhovgxwKcM5?7oS3gRPE76ByHy4NWm_oFHzUMdk F 7-10-13 14-0-0 - __ -h--__ 19-6-0 --._-- 25-0-0-- __-._-.._- 31-1-3 -_..;--- 39-0-0---- 40-0-0 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 = 6.00 12 5 2x4 I 3x6 4 T2 -T2 6 -'i1 3x6— 7 , rn 3x4 - , 3x4 d, 2 � W1 W1 I 8 II TI w I W 1 W3 W3 � I i fs-- — B1__h - — B2 k 10 J o 3x10 = 14 13 12 11 3x10 2x4 I 8x8 = 8x8 = 2x4 7-10-13 14-0-0 25-0-0 31-1-3 39-0-0 -H 7-10-13 6-1-3 11-0-0 6-1-3 7-10-13 Plate Offsets(X,Y): X1:0-10-4,0-0-14],[9:0-10-4,0-0-14],[12:0-2-12,Edge],[13:0-2-12,Edge] _. LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.98 Vert(LL) -0.39 12-13 >999 240 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 IRC2009/TPI2007 (Matrix) ,', 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 DF No.1&Btr 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 (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)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=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.OIb AC unit load placed on the bottom chord,19-6-0 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)Refer to girder(s)for truss to truss connections. 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=215,9=270. ,,,,,„..�m...�.._„„ 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. h`"".rgj Qifie 10)"Semi-rigid pitchbreaks with fixed heels”Member end fixity model was used in the analysis and design of this truss. ,.`4C�` 61.? LOAD CASE(S) Standard fi3 .,,. 9 k 85525PE `.r- . ..."„�;: 41 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 1r 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 iff 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 LLC SBCA at www.sbcindustry.com. I Job Truss Truss Type I Qty Ply 1 PULTE HOMES DLG 7 ROOF SUM CRK ' I,181203128 1'A04 GABLE '1 1 ' -- -15380502- I_- 1 1_ I Job Reference(notional) --- 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 1 I D:psYpOtL_XY7VhnhSwsUJYxzgerh-UMW VNjgn7sluTpgapw?mS41 sgJEnURHpDkCSsczUMdh -1-0-0 19-6-0 ----39-0-0 0-01 1-0-0' 19-6-0 19-6-0 -0-0 Scale=1:67.3 5x6 6.00 112 16 17 I 15,i f' I 14 0� I1 f-',� 18 T2 19 5x6 i 12 �' 1 1 �1 1� 20 21 5x6 22 10 g .r"' i I1 1 I -, 23 7 r �� 3 S'�# 1 1 24 8 1 s 4 t 13 T - -El. 25 o. ST1 1� 26 6 2 Si-12 I1 10 0 8+11 ST1 ST 5 ST6 SH T1 ST1 1 1 ST9 Sfi8 sr S�T� Ill � 28 Slit S 4 I I 311 I S 29 �� ST b -z - �-_ r - E 30 _j ST S 4 ".'1 2 - �r� �a © I•-.� -a- -.. - )'� -1i®I .� - _ 1 ry 3T 2 3 6x10 6x10 -:r 58 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 5x6 39-0-0 39-0-0 Plate Offsets(X,Y): 12:0-5-6,0-3-0],[10:0-3-0,0-3-0],[22:0-3-0,0-3-0],I30:0-5-6,0-3-0],[45:0-3-0,0-3-0] ___. __ __ LOADING (psf) SPACING 2-0-0 CSI 1 DEFL in (loc) I/deft Ud 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 1 Lumber Increase 1.15 BC 0.46 Vert(TL) 0.00 30 n/r 180 BCLL 0.0 " 1 Rep Stress!nor YES WB 0.10 � Horz(TL) 0.05 44 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 '1 (Matrix) 1 Wind(LL) 0.00 31 n/r 90 Weight:304 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-1-2 oc purlins. 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* ST14:2 x 4 DF No.1&Btr G WEDGE Left:2 X 6 DF No.2,Right:2 X 6 DF No.2 REACTIONS All bearings 39-0-0. (Ib)- 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 except 2=-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 (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)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=-2123/2230,10-11=-1819/1947,11-12=-1522/1668,12-13=-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=-2411/2442, 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=-3461/3599,56-57=-3195/3359,55-56=-2928/3092,54-55=-2661/2825, 53-54=-2395/2559,52-53=-2128/2292,51-52=-1861/2025,50-51=-1596/1760,49-50=-1329/1493, 48-49=-1063/1227,47-48=-796/960,46-47=-529/693,45-46=-263/427,44-45=-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, 37-38=-2128/2292,36-37=-2395/2558,35-36=-2661/2825,34-35=-2928/3092,33-34=-3195/3358, 32-33=-3461/3625,30-32=-3851/4058 tt� NOTES �i"'qya tt5 Qa.1°gy,''... 1)Unbalanced roof live loads have been considered for this design. �` '�. 619,,./,' 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; "� G 0 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 asa, °''4 applicable,or consult qualified building designer as per ANSI/TPI 1. , w,...,,. 4) 115.OIb 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. 7)Gable studs spaced at 1-4-0 oc. '',('��> 'Ir g✓`" elf` ':::. k, Fes.f 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. " 9)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom ..1/P- (.' 1 �L..`4'4 chord and any other members. -------3, T' C. tgotsm'Irgduction of 20%has been applied for the green lumber members. {s ,,,, 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 r of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint isi;e 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 ail 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 I SBCA at www.sbcindustry.com. Job • Truss Truss Type Qty Ply ,PULTE HOMES DLG 7 ROOF SUM CRK 15380502 i 181203128 A04 'GABLE 1 I 1 , __. L Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7250 s May 11 2011 MiTek Industries,Inc. Tue Apr 03 17:07:14 2012 Page 2 ID:psYpOtL_XY7VhnhSwsUJYxzgerh-UMW VNjgn7sluTpgapw?mS41 sgJEn URHpDkCSsczUMdh 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=lb)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 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 plf. 14)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 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 SII ' 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, +y 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.sbcindustry,com. Job Truss I Truss Type '',City Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380503 81203128 111801 GABLEI 2 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 17:07:17 2012 Page 1 I D:ieoKE FPUbmdxAP?D9hZFinzgerd-uxCdOlsgQngTKHY9U2YT4ifN I WGuhoOGviR6TwzUMde y1-0-0 ----- - 18-0-0 ------ - 18.0_0 1--04 Scale=1:62.3 5x6 6.00 ',12 15 16 14 13 1 17 18 19 3x6 % 10 ,-Eir 20 3x6 0 . 23 7 T 2 sr'(o ST, 24 s 5 /�� 1 1 1 � � � zs si„ 1 s, L 1 �1 4 i, ST T$T$ STys ST -,_ 26 3 ST5 1 � S�6 s - 27 ST 2 S1 ST4 � T7 I S� S , ST 28 m g, d q ? I ry1 2, .�H�VG1_ gI - ,� g _.'@'Rt k �` 6--._9 ��- �' hl._.tii ;_ 1. 1 HW2 29 _a 4 � 4x8 = 4x8 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 5x6 36-0-0 36-0-0 ---_-_-- Plate Offsets(X�: 12:0-0-0,0-0-4],[28:Edge,0-0-4],[41:0-3-0,0-3-0] TCLL 25 0 Plates Increase 1.15 TC 0.49 Vert(LL) 0,00 29 n/r 180 LOADING (psf) ( SPACING 2-0-0 CSI DEFL in loc 1/deft Lid PLATES GRIP MT20 220/195 TCDL 10.0 Lumber Increase 1.15 1 BC 0.43 VertTL 0.01 29 n/r 180 BCLL 0.0 * Rep Stress!nor YES 1 WB 0.10 Horz(TL) 0.04 40 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.00 29 n/r 90 Weight:263 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-2-14 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 3-6-9 oc bracing. OTHERS 2 x 4 DF Std G WEBS 1 Row at midpt 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 Gray 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=-3382/3328,4-5=-3063/3036,5-6=-2739/2755,6-7=-2424/2476,7-8=-2118/2198, 8-9=-1897/1934,9-10=-1820/1919,10-11=-1521/1641,11-12=-1223/1362,12-13=-925/1084,13-14=-627/809, 14-15=-333/496,15-16=-333/493,16-17=-627/797,17-18=-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=-2634/2820,49-50=-2394/2553,48-49=-2128/2286, 47-48=-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, 36-37=-1328/1486,35-36=-1594/1753,34-35=-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.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; „-- ^a Lumber DOL=1.33 plate grip DOL=1.33 ,b„ a,J, 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 �Z,y'S ci1's 5 E. applicable, qualifieddesignerANSI/TPI1. r - i PP building 9 per7 *1� ,.,.x 4) 115.OIb AC unit load placed on the bottom chord,18-0-0 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. �`i '-0 7)Gable studs spaced at 1-4-0 oc. ✓-" 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom r , ''� chord and any other members. . 10)A plate rating reduction of 20%has been applied for the green lumber members. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)42,44,45,46,47,48,49,50,51,40,38,37, `��T & 36,35,34,33,32,31 except(jt=lb)2=1868,52=109,30=108,28=1871. " • ,. '� arltagefrimAsggefigned in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. `'41e^1 , E EWAL DATE: 12/31/2013 April 3,2012 1 AAWARNING-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 rilk 1designations 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 /U1lfd//!CONSULTING�L� 1 _ -SBCA at www.sbcindustry.com. __. _ -_... ____ _..-.. ___ fi Job Truss Qty PULTE DLG 7 IITruss GABLE Type --- 1 Ply Job ReferenceE optional)I ROOF SUM CRK 15380503 IB1203128 B01 1' - ( ) -— ---..- Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc. Tue Apr 03 17:07:18 2012 Page 2 I D:ieoKEFPUbmdxAP?D9hZFinzgerd-M7m0D5tl B4oKyR7L2m4icwBY2wc7QFGP7MAg?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 CASE(S) Standard 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 Z of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraintit 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/7P11,DSB-89 and BCSI(Building Component Safety Information)available from CONSULT/NG t.[(; SBCA at www.sbcindustry.com. Job Truss Truss Type Qty IPly ��I PULTE HOMES DLG 7 ROOF SUM CRK i 15380504 ,61203128 I B02 IDBL.FINK 7 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 17:07:18 2012 Page 1 ID:Aq MiRbP6M4InnZaQjP4UF?zgerc-M7m0D5tl B4oKyR7L2m4icwBZPwW BQ8OP7MAg?NzUMdd � 6-3-12 _�_._..---- — 13-0-0-__..___ 18-0-0 __---- - 23-0-0 _�___ __ _.-__29-5-0 F .. .._-_ 36-0-0 3i7-0-9 1-0-0 6-3-12 6-8-0 5-0-0 5-0-0 6-8-4 6-3-12 1-0-0 Scale=1:62.3 5x6 = 6.00 12 6 "--T:=4- , 2x4 i� 2x4 II . . 7 5 3x8 3x8 m 'F 3x4 % W1 W1 3x4 3 �, W W2 fit W TI 1W'3 ; -W3 2 -.i Ail 10 Y o 1 3x10 = 15 14 13 12 3x10 2x4 8x8 = 8x8 2x4 I __... --- - - 23-0-0 _.-+ 29-8-4 -----_ 36-0-0 _.--1 6-3-12 6-8-4 6-3-12 ___13- - 10-0-0 6-8-4 6-3-12 Plate Offsets(X Y): [2:0-10-4,0-0-101,[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) I/deft L/d PLATES GRIP TCLL 25.0 1 Plates Increase 1.15 TC 0.41 Vert(LL) -0.30 13-14 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.81 Vert(TL) -0.82 13-14 >523 180 BOLL 0.0 * Rep Stress Incr YES WB 0.54 Horz(TL) 0.16 10 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) L Weight:185 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-3-2 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B2:2 X 6 OF 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=-3344/337,3-4=-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=6.0psf;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,18-0-0 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(jt=Ib)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 �,,O,P j' ' ,6% ,y- 9 ,,.'.0. 'c4" 85525PE ,Y"",• 0,,,/ T", OREGON •Q`' 1' czt k12, t/ ENEWAL A"� 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 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 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 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 delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from I CONSULTING LtC -_ SBCA at www.sbcindustry.com. -_- -_____ VVl��7fl �i Job 'Truss Truss Type I Qty Ply PULTE HOMES DLG 7 ROOF SUM CRK I 15380505 BP?o-Butld Clackamas Truss,Clack8amas,OR IC01 GABLE 1 1 ID:e0v4fxQl - 20 0 Reference Ice(ootlo i 7_.7 J kamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc.Tue Apr 03 17:07:21 2012 Page 1 70tePi9cH6bjnCzgerb-niR8r6wAU?Avpuswjud PEYp3a8e7dcrrq KPKcizUMda 01_-_. - -..-- --_ ---- 17-0-0 ----_--f_- --__ _-.-- 34-0-0 5-0-q 1-0-0 17-0-0 17-0-0 1-0-0 Scale=1:59.0 4x4 = 6.00 12 14 13 L� 15 ' 16 o 3x6 10 7r�1�r-i. j ,',1117, 18 11 19 3x6 20 6 7 �I i '1,5..-1111 ,a M 1 22 ,.. ® rr Trio S-110 iil � 4 1 STq S, 111 S SIT1 , 23 . 4 STA ST6 f T1s, STq �T� ST5 4 2T1 3 3 ST5 I I 25 S srz s, STS 1'4I 11 1- .-----I I__. 1-� ��I I S1f1 77 -- • -z L, 1. 0 (a © - 't• - L 01 - 1 _ ,� 26 ,w 4x8 = 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 4x8 3x6 = _ __. 34-0-0 __ -__ _..-34-0-0 --.....__ _._ ---..._- ---. --. ._-Plate Offsets(X,Y): .[2:0-0-0,0-0-4],[20:0-0-0,0-0-0],[26.0-0-0,0-0-4] -- LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 I TC 0.47 1 Vert(LL) 0.00 27 n/r 180 I MT20 220/195 TCDL 10.0 Lumber Increase 1.15 I BC 0.41 Vert(TL) 0.01 27 n/r 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 I Horz(TL) 0.04 37 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.00 26 n/r 90 Weight:238 lb FT=10% LUMBERBRACING 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 2 x 4 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 except 26=-1772(LC 18),2=-1761(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=-333/480,15-16=-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=-2661/2812,47-48=-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=-261/412,36-37=-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=-2661/2812, 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=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. -.,'n ...0, PROS` 4)All plates are 2x4 MT20 unless otherwise indicated. ¢;4<<T` - •S 5)Gable requires continuous bottom chord bearing. / GINE .� 91, 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. ' ''a,• 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 {�r •'` chord and any other members. .�.�,.,,; i 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(jt=lb)26=1772,2=1761,49=114,28=114. 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. ,•,ti k. 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 "� ",41-12.2P\l , from 0-0-0 to 34-0-0 for 200.0 plf. daltiTd6 iml$Ray2Member end fixity model was used in the analysis and design of this truss. ``,g1O RENEWAL DATE: 12/31/2013 April 3,2012 lk 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 restraintZit& 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 ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING tic SBCA at www.sbcindustry.com._-___ Job Truss Truss Type 1Qty 1Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380505 1C01 (GABLE 1 1 ' BPro-Build Clackamas Truss,Clack - -- - -- '---- —dap Reference(optional)._ amas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc.Tue Apr 03 17:07:21 2012 Page 2 I D:e0v4fxQ17Ote Pi9cH6bj nCzgerb-n i R8r6wAU?Avpuswjud PEYp3a8e7dcrrq KP KcizU Mda LOAD CASE(S) Standard AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included Dr)Reference Sheet(rev.03-11')before use.Design /K , 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, !/ �± delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING SLC L_ _ SBCA at www.sbcindustry.com. r -�------ --..._---- - .-_-Yp -._-._-- ----_..--_ Qty ',Ply PULTE HOMES DLG 7 ROOF SUM CRK 'Job Truss Truss Type 15380506 61203128 C01-A GABLE 1 I 1 1 i_._ Job Reference(optionalL_ Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc. Tue Apr 03 17:07:24 2012 Page 1 I D:e0v4fxQ170tePi9cH6bjnCzgerb-BH7HU8y3mwYTgMbV00A6sBRapLfpgzal W Id_DOzUMdX ,1-0-0, --.. __- 17-0-0 34-0-4._.. 5-0,q0 1-0-0 17-0-0 17-0-0 1-0-0 Scale=1:59.0 4x4 6.00 12 14 13 -1- t 15 16 1z r� 11 -- .q - 17 -:.� 10 �1 18 3x6 - P 19 3x6 r 7 - 20 21 d� 6 ,r 22 7111 23 1 10 9 10 q / SI S�T9 SjT9 �T� ST W 24 s ST$ 3 s S 1 1 ST� 8 ,T 25 � ST2 1 � ' 817 ST 1R Sin EI �- 6' ij C ` - El+, _Ei iEE 7;1 _..,�©�R9 ..-- cl �zs 27 lm 2 " o 4x8 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 4x8 3x6 -- --_- __-34-0-0 34-0-0 Plate Offsets(X,Y): [2:0-0-0,0-0-41[20:0-0-0,0-0-0],-[26:0-0-0,0-0-4]__-_. LOADING (psf) SPACING 2-0-01I CSI I DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 1 TC 0.47 Vert(LL) 0.00 27 n/r 180 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.41Vert(TL) 0.01 27 n/r 180 BCLL 0.0 * Rep Stress Incr YES WB 0.11 Horz(TL) 0.04 37 n/a n/a BCDL 10.0 - Code IRC2009/TPI2007 (Matrix) - Wind(LL) 0.00 26 n/r 90 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 2 x 4 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 except 26=-1772(LC 18),2=-1761(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=-333/480,15-16=-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=-2661/2812,47-48=-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=-261/412,36-37=-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=-2661/2812, 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=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)All plates are 2x4 MT20 unless otherwise indicated. , ,° PROF'e,s'y` 5)Gable requires continuous bottom chord bearing. "\,„, Lr/ �0 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. 85525PE i.- 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. !`, "j 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, jj %>' 34,33,32,31,30,29 except(jt=lb)26=1772,2=1761,49=114,28=114. 1r d y 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)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 "'17 4'4 1 ov, , from 0-0-0 to 34-0-0 for 200.0 plf. ‘1�^a dRAti Als 173gaLy2Member end fixity model was used in the analysis and design of this truss. <> a„ay' p RENEWAL DATE: 12/31/2013 April 3,2012 WARNING-Verify design parameters and mad 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 I of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint „Zit 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(BuildingComponent SafetyInformation)available from CONSULTING SBCA at www.sbcindustry.com. 9 9 P V F/l� Job I Truss '.Truss Type Qty Ply I PULTE HOMES DLG 7 ROOF SUM CRK 15380506 B1203128 C01-A 1GABLE ',1 I 1 '. _- - -- _— - ----I-- Job Reference( 1i Pro-Build Clackamas Truss,ClackMiTek amas,OR 97015-1129,tom May I 7.250 s May 11 2011MiT 1 MiTek Industries,Inc.Tue Apr 03 17:07:24 2012 Page 2 ID:e0v4fxQ17OtePi9cH6bjnCzgerb-BH7HU8y3mwYTgMbVOOA6sBRapLfpgzal W Id_DOzUMdX LOAD CASE(S) Standard 8A 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 Elk 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 CONSULTING LLC SBCA at www.sbcindustry.com. - - Vi//��7 �i • Job Truss Truss Type Qty Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380507 B1203128 CO2 DBL.FINK 3 1 —.-- ----- -- - ------. __. _.. iJob Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7250 s May 11 2011 MiTek Industries,Inc.Tue Apr 03 17:07:25 2012 Page 1 ID:e0v4fxQ17OtePi9cH6bjnCzgerb-fUhfhUzhXEgKIVAhykiLOO_IPIv?YMURkxNXITzU Md W 1-0-0 _--.. 6-5-14 12-0.0._..-_. T_-__— 17-0-0 22-0-0 27-6-2 -__----4— 34-0-0 _--. 45-0-0 1-0-0I 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 11 \ 2x4 11 TT 7 3x6 5 3x6 = 4 � i SII � , 3x4 d .1 3 W1 WI 9 .>f1 Ti�.,.� �` L W ws; W4 2- 1 i "qy r 81 f, B2 '-'131 Y o o 3x10 = 15 14 13 12 3x10 2x4 '' 8x8 = 8x8 = 2x4 l' 6-5-14 12-0-0 22-0-0 -____ 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): [2:0-10-4,0-0-10],[6:0-3-0,0-1-8],[10:0-10-4,0-0-10],[13:0-2-12,Edge1L4_0-2 12,Edge1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) bidet 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 Incr YES WB 0.32 Horz(TL) 0.14 10 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:175 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-2-6 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr 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 x 4 DF No.1&Btr G REACTIONS (lb/size) 2=1753/0-5-8 (min.0-1-14),10=1753/0-5-8 (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. 1! TOP CHORD 2-3=-3130/302,3-4=-2649/218,4-5=-2498/236,5-6=-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=-21/1690,12-13=-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=6.0psf;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.OIb 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(jt=1b)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. e'3 ��• LOAD CASE(S) Standard , `✓ ,T' .66'n s ; 47* <roe"' 1 t'122 = ' , EP RENEWAL DATE: 12/31/2 013 April 3,2012 } 8 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 T 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 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 CLCSBCA at www.sbcindustry.com Job Truss I Truss Type Qty Ply, ,!, PULTE HOMES DLG 7 ROOF SUM CRK 1 15380508!. 181203128 CO2-A I DBL.FINK 3 1 lob 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:e0v4fxQ17OtePi9cH6bjnCzgerb-7gF1 vgzJ IYpBvfkuVRDaxcWw99FEHpkazb65HvzU MdV 100 6-5-14 __-- -_.-_-+ 12-0-0 I___---__17-0-0 22-0-0__—_. _._. 27-6-2__- -__-- 34-0-0 5-0-0 11-0-0 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 = 6.00 121 6 I 2x4 II 2x4 II 3x6 v 6 �. 7 ,� 3x6 4 8 o 3x4 ' / 3x4 m 3 - WI W1 _ 9 , Z1 2 � � W4 . - 10 —.__- — — ---- - -B1 F B2 fi Y, I - o 3x10 - 15 14 13 12 3x10 2x4 ' 8x8 8x8 =- 2x4 6-5-14 12-0-0 ___ —_ 22-0-0 __ 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): [2:0-10-4,0-0-101.[6:0-3-0,0-1-8],[10:0-10-4,0-0-101113:0-2-12,Edge],[14:0-2-12,Edge] _--- -_- --_-- _-. ---__- LOADING (psf) 1 SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.48 Vert(LL) -0.28 13-14 >999 240 I 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 Incr YES ! WB 0.32 I Horz(TL) 0.14 10 n/a n/a BCDL 10.0 I Code IRC2009/TPI2007 (Matrix) Weight:175 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-2-6 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr 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 DF No.1&Btr G REACTIONS (lb/size) 2=1753/0-5-8 (min.0-1-14),10=1753/0-5-8 (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=-2658/354,7-8=-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=-21/1690,12-13=-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.OIb 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(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/TPI 1. 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. "'"`m---- �11 gam.... LOAD CASE(S) Standard T` �"* '.. sP a55 ' .�'` `0 - . 41 ,2f ° EP RENEWAL DATE 12/31/2013 April 3,2012 1 Al 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 I I of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint , /lit 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 BCSI(Building Component Safety Information)available from C©NSt/LflNG Li.0 I SBCA at www.sbcindustry.com. I Job Truss Truss Type Qty !Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380509 B1203128 CO3 DBL.FINK 6 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 17:07:27 2012 Page 1 ID:6DTTsHRNuh0V1skogg6yKQzgera-bspP6A_x3rx2XpJ439kpUp342YbQOGTkCFsegLzUMdU 6-5-14 _-._-12-0-0 _ _..__17-0-0 22-0-0 _.__-27-6-2 _.,.__-- 34-0-0 5-0.1 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 2x4 I I % \ 2x4 II 42- T.� 6 3x6 j , 3x6 3 7 m 8, 3x4- �� 3x4 mil 2-- -r- �� W1 W1, 8 i W� � 4 W3' W4 � / 81W !— __..__.__ .—_ _-_- B2 ll h _ ...-- ---_ 'al-. --_ 10 q 0 3x10 = 14 13 12 11 3x10 = 2x4 I 8x8 = 8x8 = 2x4 I 6-5-14 12-0-0____ _ 22-0-0 _-_ 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).• j1:0-10-4,0-0-10],[5:0-3-0,0-1-8],[9:0-104,0-0-10],[12:0-2-12,Edge],[13:0-2-1P,Edge] LOADING (psf) SPACING 2-0-0 I CSI DEFL in (loc) I/deft L/d 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 1 BC 0.80 Vert(TL) -0.78 12-13 >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/TP12007 (Matrix) '. Weight:173 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-0-9 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr 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 DF No.1&Btr G 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=-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) 115.01b 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) Refer to girder(s)for truss to truss connections. 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)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. ^- 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. .r>°` L'. s ,` ..,,. LOAD CASE(S) Standard 4'Y..� C� `g +,�• 444 � M1's rc'' 25P w i ' ,... / J a�GREG* % 44 44, 14, �4 12taosEpvl0/ 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.03-111 before use.Design 1 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 restraintElk 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 BCSI(Building Component Safety Information)available from CONSULTINGLLC SBCA at www.sbcindustry.com. -_-. _-.._- -_-- -_-_- _-__-- ---....--J Job russ Type PULTE S DLG 7 B1203128 '1003-A _ _- DBL.FINK -- -- -.- --- 16Ty ---- Ply 1 rJob RefereoceE(oo[ional)ROOF SUM-CRK -- - 15380510 III Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 112011 MiTek Industries,Inc. Tue Apr 0317:07:282012 Page 1 ID:6DTTsHRNuhOV 1 skogg6yKQzgera-42MoJV?Zg93v9zuGdsF201 cFoyxflijtRvbCMozUMdT 6-5-14 12-0-0 — 17-0-0 220-0 — 1 27-6-2 34-0-0 5 0 l 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 6.001-12 5 2x4 11 -" ��,A 2x4 3x6 4 T2 -' TZ--, 6 �-, 3x6 >.. 3 ` � ` , 0 % 3x4 3x4 c ml 2 , 11 W1 WI 8 up 'I s WI9934141 ii i ' 2 � _ B2 `B1 d R 3x10 = 14 13 12 11 3x10 = 2x4 11 8x8 = 8x8 = 2x4 I' F 6-5-14 --12-0-0-..— — __--- 22-0-0 _._.___ _ 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)__ [1:0-10-4,0-0-10],[5:0-3-0,0-1-8],[9:0-10-4,0-0-10],02:0-2-12,Edge],[13:0-2-12,Edge] —_— _.__ _.—_. LOADING (psf) SPACING 2-0-0 1 CSI DEFL in (loc) 1/deft L/d 1, 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) -0.78 12-13 >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) 1 Weight:173 lb FT=10% LUMBER - BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-0-9 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr 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 DF No.1&Btr G 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=-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-ose)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 115.0lb 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)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(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/TPI 1. ' 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. k)t D LOAD CASE(S) Standard FitI P ;" es' 't"' r � ''P ., - le 12 / RENEWAL DATE: 15/31/2013 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 E 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 : 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 ANSUTPI 1,DSB 89 and BCSI(Building Component Safety Information)available fromULI/NG��(; SBCA at www.sbcindustry.com. I _. 1 Job Truss Truss Type Qty Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380511 '181203128 C04 GABLE 1 1 - _._.___ LJob Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc. Tue Apr 03 17:07:30 2012 Page 1 I DTaP 1 r4dS?f?8Me0J_OXdBsdzgerZ-ORUYkBOq MmJdOH2fkH HX5ShcImi4Dg3Au D4IQgzUMd R --- -_.___ __117-0-Q---- - -- -_., ___-___- --_-_ _.-,34-0-0 - - 35-0- 17-0-0 17-0-0 1-0-09 Scale=1:58.4 4x4 = 6.00 12 13 12 ," .. , 14 115 11 fI 16 3x6 9 , - 17 101 8 /� 18 3x6 6 ,'/ i x,19 20 L� 21 o' 5 A S1'1 '�_�r '� 4 tI 1i S ST10 ST10 �T9 t], 22 ,r' ST7 STS STj/ STS ,...w 23 1 ST4 ST S� ST 24 a 2 - ST5 1 ST3 I � � STI 1 3T1 ST'? S � I ST h 1 Ire 1 F1 @ f 3. b' �I j i�. 1 Ji g-1 14 2526 i`7 1 - j 4x8 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 4x8 -v 3x6 34-0-0 34-0-0 Plate Offsets(X Y): [1:0-0-0,0-0-4],119:0-0-0,0-0-01[25.0-0-0,0-0-4] 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 26 n/r 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 * Rep Stress'nor YES WB 0.11 Horz(TL) 0.04 36 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 1 (Matrix) Wind(LL) 0.00 25 n/r 90 1 Weight:236 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 3-7-9 oc bracing. OTHERS 2 x 4 DF Std G WEBS 1 Row at midpt 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 Gras All 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=-333/484, 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=-2368/2545,45-46=-2128/2279,44-45=-1861/2012, 43-44=-1594/1745,42-43=-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=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 ^" P� applicable,or consult qualified building designer as per ANSI/TPI 1. , P OFe 4)All plates are 2x4 MT20 unless otherwise indicated. - 6:• 5)Gable requires continuous bottom chord bearing. �"j �`��OIN1'' / ' 6)Gable studs spaced at 1-4-0 oc. 17 ''• 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. D •' 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)39,40,41,42,43,44,45,46,47,36,35,34, , r F 33,32,31,30,29,28 except(jt=lb)25=1772,1=1745,48=135,27=114. "E ON f ' 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. ,1 r qg,. ,,%/ 44Q, 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 "�p`` ,,t rg(� '�'}g^A„.4,0, 12) from 0-0-0 to 34-0-0 for 200.0 plf. - "" ' 'p` dRAtir ksism,s,02Member end fixity model was used in the analysis and design of this truss. O ' r,, 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, �/� !/ I delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING tic SBCA at www.sbcindustry.com. Job ',Truss I Truss Type I Qty Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380511 B1203128 C04 GABLE 1 1 ••- ---(optional) 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 I D:aP1 r4dS?f?8Me0J_OXdBsdzgerZ-Ud2wyX1 S74R000drI_omefEm2A2Jy7J K7tgsz7zUMdQ LOAD CASE(S) Standard 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, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING ac SBCA at www.sbcindustry.com. VV/f�7V /tai _I Job Truss 1-Truss Type qty Ply PULTE HOMES DLG 7 ROOF SUM CRK _-_ _ ._. 1 15380512 B1203128-_. ..004 A 1 GABLE _.. III l '' 1 _.I__ _,lok.Reference.(optionau__. ___ -__-. I 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 1 ID:aP 1 r4dS?f?8Me0J_OXd BsdzgerZ-QOAhN D3ifhhCFknEQPrEj4J6YzknQ 1 pcaBJz1?zUMdO 17-0-0 , _ -- _ 34-0-0 _ - _-- 35-0 17-0-0 --- 17-0-0 1-0-0 Scale=1:58.4 4x4 6.00 '12 13 14 11 ar - 15 10 T2 H'" IR - 16 3x6 9 �j17 8 / ,- 18 3x6 5 6 r - .1920 ST 1 W� o � STI S 1 T9 SIR -- 22 1 9 �10 S 7 23 th L 0 6 3 Jd1 �Tp ST7 S STY SIT 2 ST ST4 24 6k 74 S3 �_ $T1 ST2 I 1 T2 STI q= _' 4581 [-i, q i� �� fox 11,41b J� J'B2 © I L 25 26 I4 4x848 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 4x8 3x6 -_ 34-0-0 34-0-0 Plate Offsets(X,Y): [1:0-0-0,0-0-4],[19:0-0-0,0-0-01,125:0-0-0,0-0-4] LOADING (psf) SPACING 2-0-0 IIS CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.47 Vert(LL) 0.00 26 n/r 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 " Rep Stress!nor YES WB 0.11 Horz(TL) 0.04 36 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 I _ (Matrix) Wind(LL) 0.00 25 n/r 90 Weight:236 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 3-7-9 oc bracing. OTHERS 2 x 4 DF Std G WEBS 1 Row at midpt 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 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=-333/484, 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=-2368/2545,45-46=-2128/2279,44-45=-1861/2012, 43-44=-1594/1745,42-43=-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.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 y, ••�• applicable,or consult qualified building designer as per ANSI/TPI 1. OFA. 4)All plates are 2x4 MT20 unless otherwise indicated. s- t + .,. 5)Gable requires continuous bottom chord bearing. , , - t 6)Gable studs spaced at 1-4-0 oc. y44' ,., 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .! ^ 8)"This truss has been designed for a live load of 20.0psf 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)39,40,41,42,43,44,45,46,47,36,35,34, 33,32,31,30,29,28 except(jt=lb)25=1772,1=1745,48=135,27=114. ' 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. :� N 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 4 p12 t `1',�,'',-'" I -' so from 0-0-0 to 34-0-0 for 200.0 plf. `"t , y d�t� �ed�ImulvMember end fixity model was used in the analysis and design of this truss. SP �'°, RENEWAL DATE; 1z/31/z013 April 3,2012 li Ai 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 ri of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint at 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 CONSULTINGLLC SBCA at www.sbcindustry.com. i�Job Truss Truss Type Qty Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380512 B1203128 C04-A GABLE 1 1 --Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7250 s May 11 2011 MiTek Industries,Inc.Tue Apr 03 17:07:34 2012 Page 2 ID:aP1 r4d S?f?8Me0J_OXdBsdzgerZ-uCk3aZ4KQ?p3tu MQz7MTGIsH IN409U3mpr2 WZRzUMdN LOAD CASE(S) Standard 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, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING ac SBCA at www.sbcindustry.com. !Job Truss 1Truss Type lOty !!Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380513',I 81203128 D01 GABLE 2 1 !! - - !_. _....- ____--- _---- -'- Job Reference_(optional). —---- J 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 1 I DTaP 1 r4dS?f?8Me0J_OXdBsdzgerZ-uCk3aZ4KQ?p3tuMQz7MTGIsOBNAN9VJmpr2 WZRzUMdN -0-9-0 4-4-5-__-- f-8-1 7-3-10 _._.__..__ 7-7-11! _ _._..._---__ 12-0-0 _...___ 12-9-0 0-9-0 4-4-5 0-4-1 2-7-4 4-1 4-4-5 0-9-0 Scale=1:22.4 4x6 --- 2x4 II 4x6 6 !, 5 ,{ Imo. 2x4 1T2 _..__ ter, I J 82x4 1 8.00 12 ! 2x4 I, 1r�� o 9 2x4 11 m Mo 3 T7 Ti ST3! ST3 ST3 T1�. �ST2I i 1 ST2 Ti T1� m I a 18 17 16 15 14 13 12 3x6 = 2x4 2x4 2x4 2x4 I! 2x4 II 2x4 'I 2x4 11 3x6 4-4-5 _-_. _4-8- 7-3-10 7-7-11. 12-0-0 ---_- -.._ 4-4-5 0-4-1 2-7-4 0-4-1 .._ 4-4-5 1 Plate Offsets_(X Y):J2:0-3-9,0-1-81,[5:0-3-0,0-0-12] 17:0-3-0,0-0-121 110:0-379,0-1-8] LOADING (psf) I SPACING 2-0-0 1 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 1 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 BCLL 0.0 * I Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 10 n/a n/a 1 BCDL 10.0 Code IRC2009/TPI2007 (Matrix) 1 - 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 purlins,except I BOT CHORD 2 x 4 DF No.1&Btr G 2-0-0 oc purlins(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 ponding. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.0psf 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)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 , ° offGINE 0 555P y=' • N `". CSN' Air f x°12,2 G4 do 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 rk of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint i Di 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 CONSULTING LLC 1 ---SBCA at www.sbcindustiy pom.__ l Job Truss Truss Type 1Qty Ply PULTE HOMES DLG 7 ROOF SUM CRK 15360514 B1203128 002 HOWE �2 ', �f 'll ...__ ___.__ _..___— __ ___ _ _L__ L Job Reference(ootionall_ Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7250 s May 11 2011 MiTek Industries,Inc. Tue Apr 03 17:07:36 2012 Page 1 I D:2bbDHySdQJGDGAtByF8QPrzgerY-rbrp?E5ayc3n6CVp5YOxLjxfhBkidGB3G9XdeKzUMdL _.._3-3-15_ [ 6-0-0 6-8-1___-- _ I 12-0-0 --- 3-3-15 2-8-1 2-8-1 3-3-15 4x6 I Scale=1:26.7 3 8.00 12 3x6 3x6 2 f'T1 V �W1 W I W2 W2 W3 3 _..- --- - -- HW1 1 1 1[ �� BIi -- HUS26 8 HUIS26 7 HUS26 6 HUS26 r 7x14 MT18H -` 3x6 18x8 -= 3x6 I 7x14 MT18H 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);_[1:0-4-11,Edge],[2:0-2-0,0-1-81,[3:0-2-12,0-2-0],[4:0-2-0,0-1-8LL.0-4-11,Edge],[6:0-4-8,0-1-8],[7:0-4-0,0-4-8],[8:0-4-8,0-1-8] LOADING (psf) SPACING 2-0-0 CSI 1 DEFL in (loc) I/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 I BC 0.47 Vert(TL) -0.13 6-7 >999 180 MT18H 220/195 BCLL 0.0 ' Rep Stress Incr NO WB 0.58 1 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.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-11-1 oc purlins. BOT CHORD 2 X 6 OF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 DF Std G*Except' W1:2 x 4 DF No.1&Btr G WEDGE Left:2 x 4 DF Std,Right:2 x 4 DF Std REACTIONS (lb/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=-2600/7720,7-10=-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=-1143/5806,4-6=-581/2734,2-7=-2430/656,4-7=-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 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;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 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. ,o,)O ope,,, 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 \ �a chord and anyother members. ...... 8)A plate rating reduction of 20%has been applied for the green lumber members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=3525,5=3525. Mf 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 ANSI/TPI 1. I f 11)This truss has been designed for a total dragload of 625 If.Lumber DOL=1.33 Plate gripDOL=1.33 Connect truss to resist dragloads along bottom chord 9 P ( ) ( ) 9 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. r r , 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 4 y truss(es)CO3(1 ply 2 x 4 DF)to front face of bottom chord. �a 1F LLAZ 1 14)Fill all nail holes where hanger is in contact with lumber. ,a�-'"R.)'1 e .,.9.. Go^tAinD,,Wr ,a)geandard "#'�^d ', EP Ri, RENE1NALDATE; 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.ApplicabilityI .13k. II 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 SafetyInformation)available from 1 CONSULTING ticL SBCA at www.sbcindusty.com. Job 'Truss (Truss Type Qty Ply PULTE HOMES DLG 7 ROOF SUM CRK -Ii 15380514 B1203128 1)02 --- HOWE 2 I _-_-_ .. 1 ....__ `Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7250 s May 11 2011 MiTek Industries,Inc. Tue Apr 03 17:07:36 2012 Page 2 I D:2bbD HySd QJ G D GAtByF8QPrzgerY-rbrp?E5ayc3n6CVp5YOxLjxfhBkid G B3 G9Xd eKzU Md L 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(Ib) Vert:7=-1900(F)9=-1900(F)10=-1900(F)11=-1900(F)12=-1900(F) Ia 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 gt. 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, delivery,erection,lateral restraint and diagonal bracing,consult ANSI TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING CLC SBCA at www.sbcindusiry.com. CONSULTING/.R Job Truss Truss Type Qty 1,Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380515 1161203128 1E01 GABLE 11 1 b Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom — J — s May 11ce 011(optal)_.I_.__—_— 7.250 s May 2011 MiTek Industries,Inc. Tue Apr 03 17:07:36 2012 Page 1 I D:2bbDHySdQJGDGAtByF8QPrzgerY-rbrp?E5ayc3n6CVp5YOxLjxkiBrsdPu3G9XdeKzUMdL 1 -0-9-0 - _.---- ---- 5-5-12-_- -- -._.. _-_-_— 10-11-8 -- _ _ -_----}11-8-8_: 0-9-0 5-5-12 5-5-12 0-9-0 4x4 _-- Scale=1:25.8 6 2x4 11 72x4 8.00 1121 2x4 I C 1 HI 2x4 of 4 d, v1 6T41 2x4 1 'T1 T-`1 ,T1 2x4 !. ST3 ST3 9 3 T2' 1 5T2 $T1 _ I OT11 10 1 -- - _11 _.d.l-.-- 1"11 _.._1 :. - � 1rm Y 2 —B1 _ 1 11 o 18 17 16 15 14 13 12 3x62x4 2x4 1'. 2x4 2x4 2x4 11 2x4 2x4 11 3x6 10-11-8 ' 10-11-8 Plate Offsets(X,V): [2:0-3-6,0-1-8],110 0-3-6,0-1-8]-_-- __ LOADING (pat) I SPACING 2-0-0 1 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 1, TC 0.03 Vert(LL) -0.00 10 n/r 180 I MT20 220/195 TCDL 10.0 1, Lumber Increase 1.15 BC 0.02 Vert(TL) -0.00 10 n/r 180 BCLL 0.0 * Rep Stress lncr NO WB 0.02 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:54 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 No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 x 4 DF Std G REACTIONS All bearings 10-11-8. (Ib)- Max Horz 2=108(LC 4) Max Uplift All uplift 100 lb or less at joint(s)2,10,16,17,18,14,13,12 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=6.0psf;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)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.0psf 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 at joint(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 .4 85525PE * ",moi ; -7 .. C Y 122cj :4, RENEWAL DATE 12/31/2013 April 3,2012 o $ 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 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 torbuilding 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 CONSULTING LLC 1, SBCA at www.sbcindustry.com. __ CONSULTING I/l�_�7 1 Job (Truss _.-_.-- Truss Type 1Oty ...Ply '.PULTE HOMES DLG 7 ROOF SUM CRK I 15380516 B1203128 E02 HOWE '1 ) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom `7250 b Reference 2011(op1iMiTe7 _. s May 11 MiTek Industries,Inc.Tue Apr 03 17:07:37 2012 Page 1 ID:2bbDHySdQJGDGAtByF8QPrzgerY-JnPBCa6DiwBdkM4?fFvAtwUpha4AMjDCVpHAAmzU MdK -__2-8-14 5-5-128-2-10 11.0-11-8 2-8-14 2-8-14 2-8-14 2-8-14 4x6 Scale=1:24.8 3 l � I1, 8.00 12 1 3x6 s'" '1 3x6 I 0 2 by of ' W1 T1 7x14 MT18H W3 W2 W2 1�3I 7x14 MT18H 1 ,WW1 1 I B17 \' Iv 1 ---1_ bbb __1 _ [ �,X - 1 �- __. — -- �y to HUS26 8 HUS26 7 HUS26 6 HUS26 3x8 1 8x8 = 3x8 I 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 Offsets(X Y) [1:0-4-11,Edge],[2:0-2-0,0-1-8],[3:0-2-8,0-2-0],L:0-2-0,0-1-8],[5:0-4-11,Edge],[6:0-4-12 0-1-8],p:0-4-0,0.4-12] [8:0-4-12,0-1-8] LOADING (psf) SPACING 2-0-0 CSI I DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 1 TC 0.40 ' Vert(LL) -0.05 7-8 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.46 Vert(TL) -0.13 7-8 >986 180 MT18H 220/195 BCLL 0.0 * Rep Stress Incr NO WB 0.60 1.. Horz(TL) 0.04 5 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 _1 (Matrix) Weight:118 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G 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 2 x 4 DF Std G*Except* W1:2x4 DFNo.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 Horz 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 (lb)-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=-2596/720,4-6=-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;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 5)All plates are MT20 plates unless otherwise indicated. tt�1.-g1T� 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,`; K" 'g* '•,„ 7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom t &::cC chord and any other members. C,ta 6 14is . /0•''� 8)A plate rating reduction of 20%has been applied for the green lumber members. r' '`•• 9) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=3591,5=3824. t ,J a q •,,,,,,, "'••, 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. ,,,n,,.,,,s� 11)This truss has been designed for a total drag load of 700 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 10-11-7 for 700.1 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(14-16d 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 ?. 1 fa truss(es)A03(1 ply 2 x 4 DF) to front face of bottom chord. 14)Fill all nail holes where hanger is in contact with lumber. -� `� 19/ ,12 '2 // Co itkigi ikgr a)ge andard y."�'•°"4 S p vA ' RENEWAL DAT „ 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 it of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraintiii , 1, 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 CONSULTING LLC SBCA at www.sbcindustry.com. V /NYi /triT 'Job Truss Truss Type l Qty Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380516 B1203128 E02 HOWE 1 I ! I i 2 Jot Reference(optional)__.._._— Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 a May 11 2011 MiTek Industries,Inc.Tue Apr 03 17:07:37 2012 Page 2 ID:2bbDHySdQJGDGAtByFBQPrzgerY-JnPBCa6DiwBdkM4?fFvAtwUpha4AMj DCVpHAAmzU Md K LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-70,3-5=-70,1-5=-20 Concentrated Loads(Ib) Vert:6=-2200(F)9=-2200(F)10=-2200(F)11=-2200(F)12=-2200(F) 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 Elk 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 CONSULTING L1.C_ '_ __ SBCA at www.sbcindustry.com. • Job [Truss '�Truss Type i Qty Ply 1 PULTE HOMES DLG 7 ROOF SUM CRK I 81203128 1 15380517 - F02 MONO TRUSS 5 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 17:07:38 2012 Page 1 I D:Xo9bV ITFBc04u KSN Wygfy2zgerX-n_zaQw7rTEJU MVfBCzRPQ804t_XJ5JmMkTOjiDzU MdJ -1-0-0 --_----�--- - — 1-0-0-- - - 1-0-0 - - 1-0-0 Scale=1:7.1 f - 6.00 ..2 III 2 Y, 1 1 1 Irel Ti Bt 1 -— I 3x4 1-0-0 1-0-0 LOADING (psf) SPACING 2-0-0 !, CSI DEFL in (loc) I/deft Ltd PLATES GRIP cc..,,,,F.1,a,,,,,,,,..,:108.,i,:t TCLL 25.0 Plates Increase 1.15 11 TC 0.05 Vert(LL) -0.00 2 >999 240 MT20 220/195 2Np5:p. E.4:1-5 W./0\ TCDL 10.0 Lumber Increase 1.15 BC 0.02 Vert(TL) -0.00 2 >999 180 BCLL 0.0 " Rep Stress Incr YES WB 0.00 1I Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:5lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/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 Uplift 2=-82(LC 5),3=-8(LC 1) Max Gray 2=156(LC 1),4=19(LC 2),3=12(LC 5) FORCES (lb)-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 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 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 PRQp 4s5O05: ''�.C"' € 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 :li it 1 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 CONSULTING Ltc SBCA at www.sbcindustry.com. Job Truss !Truss Type !Oh, Ply T PULTE HOMES DLG 7 ROOF SUM CRK ! 15380518 I B1203128 L01 GABLE 11 1 etence(opfonal)___ - --- 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 I D:Xo9bVITFBcO4uKSNWygfy2zgerX-n_zaQw7rTEJUMVfBCzRPQ800N_UXSJ_MkTOjiDzUMdJ -0-9-0 I - --2-9.4--------- - 1 5-6-86-3-8- 0-9-0 2-9-4 2-9-4 0-9-0 4x4 = Scale:3/4"=1' 3 . J 8.00 112 2x4 11 2x4 a N N W1 - TI , T1 ST1 II, 'I ST1 4 2 t 2x4 II 62x4 !I 2x4 II 4x6 = 4x6 2-9-4 5-6-8 1 2-9-4 2-9-4 Plate Offsets(Y) 12:0-0-7,0-0-21,[4:0-0-7,0-0-21 LOADING (psf) ',... SPACING 2-0-0 CSI ', DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.28 Vert(LL) -0.00 6 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 i. BC 0.19 Vert(TL) -0.00 2-6 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) I 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 purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 5-8-5 oc bracing. WEBS 2 x 4 DF Std G OTHERS 2 x 4 DF Std G REACTIONS (lb/size) 2=297/0-5-8 (min.0-1-9),4=297/0-5-8 (min.0-1-9) Max Horz 2=-56(LC 11) Max Uplift2=-1266(LC 15),4=-1266(LC 18) Max Gray 2=1482(LC 10),4=1482(LC 9) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)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 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 20.0psf 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 at joint(s)except(jt=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 ANSI/TPI 1. 10)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 5-6-8 for 625.0 plf. 11)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. Ps t LOAD CASE(S) Standard 85525PE •••.8' 11 ' ORE` , 41 � i 444 1 , "' EP RENEWAL DATE. 12/31/2013 April 3,2012 P 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 ri of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint isk 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, �/�// �y I delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING t.LC SBCA at www.sbcindustry.com. ,Job I Truss Truss Type Oty Ply PULTE HOMES DLG 7 ROOF SUM CRK 1 15380519 B1203128 IL02 GABLE 1 1 _.._ -..',Lob Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7250 s May 11 2011 MiTek Industries,Inc.Tue Apr 03 17:07:39 2012 Page 1 I D:Xo9bV ITFBcO4uKSN Wygfy2zgerX-FAXydG7TEXRLzfEOmgyezLZATOgPgmJVy7mHFfzUMd I -0-9-0 t 2-9-4 +—- -____.---4-11-8 ------- ------1 0-9-0 2-9-4 2-2-4 4x4 = Scale=1:16.6 3 8.00 12 1 4x6 4 o T2 5 N N' T1 W1 HW2 7 I I 2 � I 1 th B1 7 2x4 I' 4x8 - 6 5x8 11 2-9-4 4-11-8 2-9-4 2-2-4 Plate Offsets(X,V) [2:0-0-3,Edge],[5:0-5-6,0-0-2] LOADING (psf) SPACING 2-0-0 1 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 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 Vert(TL) -0.00 2-7 >999 180 BCLL 0.0 * Rep Stress lncr NO WB 0.05 11 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) 1 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 4-4-5 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 5-3-6 oc bracing. WEBS 2 x 4 DF Std G SLIDER Right 2 X 6 DF No.2-G 1-3-0 REACTIONS (lb/size) 2=283/0-5-8 (min.0-1-10),5=203/Mechanical Max Horz 2=167(LC 13) Max Uplift2=-1350(LC 15),5=-1294(LC 18) Max Gray 2=1552(LC 10),5=1473(LC 9) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2336/2139,3-4=-1020/872,4-5=-1737/1545 BOT CHORD 2-7=-1646/1769,5-7=-942/1064 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)This truss has been designed for a 10.0 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 at joint(s)except(jt=lb)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/TPI 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 truss 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. �^y LOAD CASE(S) Standard ggc9.' PRO"? 4,0 17 OREGON,,,, �%, It erli, gY'12 2 - °' uOsEp‘A, RENEWAL DATE; 12/31/2013 April 3,2012 1 AI WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design 11 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 11 1 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 BCSI(Building Component Safety Information)available from �N,�ULI/NG ZtC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380520'. B1203128 MO1 MONO TRUSS 1 1 ' 'Job Reference(optional) — - Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7250 s May 11 2011 MiTek Industries,Inc. Tue Apr 03 17:07:39 2012 Page 1 ID:APXsFm 1 cwfpn W Ke4i96NFMzgeyY-FAXydG7TEXRLzfEOmgyezLZFdOscgmOVy7mHFfzUMd I -1-0-0 F 2-0-0 1-0-0 2-0-0 Scale=1:9.7 6.00 12 ,='1 i 2 T1 b o - B1 i i 3x4 H- 2-0-0 2-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud I 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 Incr YES WB 0.00 li Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IRC2009/TP12007 i (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 2-0-0 oc purlins. 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 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=6.0psf;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 20.0psf 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 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 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 5 1,4GiNE� ,✓m'b •� tit ( 13 //'41... y ,, ,. c:/... "1 art1 ✓!. 1 RENEWAL DATED 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 E of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraintasi 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 L, 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 1CONSULT/�/ NG l(C SBCA at www.sbcindustry com _-.—.___- -- - -- ---- ----- — - -- - - - _ — Job Truss Truss Type Qty Ply 1 PULTE HOMES DLG 7 ROOF SUM CRK 15380521 181203128 M01-A 1 MONO TRUSS 1 1 _-_--- -- -- --..._ 1 .___ __... i ___..--- _____— _.— -- -- __ Job Reference(ootionall__- I 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:APXsFm 1 cwfpnW Ke4i96NFMzgeyY-FAXydG7TEXRLzfEOmgyezLZFdOscgmOVy7mHFfzU Md I I -- -1-0-0 1 2-0-0 ---_. 1-0-0 2-0-0 Scale=1:9.7 1 6.00 112 -' ,...-- F � 1 2 Ti - , B1 �.. 1 II +1 1. 3x4 = 2-0-0 ____ 2-0-0 LOADING (pot) SPACING 2-0-0 j CSI II DEFL in (loc) /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.05Vert(LL) -0.00 2 >999 240 1 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.08 1 Vert(TL) -0.00 2-4 >999 180 I BCLL 0.0 * Rep Stress!nor YES WB 0.00 Horz(TL) -0.00 3 n/a n/a 1 BCDL 10.0 1 Code IRC2009/TPI2007 (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 2-0-0 oc purlins. 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=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=6.0psf;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 20.0psf 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 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 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 I, A 0 P O .,...„.w C'14 ,, GINE ' , ccs 'f f t `. 85525PE ``'” 12,2.r DATE. 12/31/2013 April 3,2012 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 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 I 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 CONSULTING SLC SBCA at www.sbcindustry.com Tfruss Type ES DLG 7 B1203128 — -- M02s _ MONO TRUSS _-- --� -- -6 Qty Ply -_1 lam g Rg a aMe.. (optionaL)ROOF SUM CRK 15380522(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7250 s May 11 2011 MiTek Industries,Inc.Tue Apr 03 17:07:39 2012 Page 1 ID:Xo9bVITFBcO4uKSN Wygfy2zgerX-FAXydG7TEXRLzfEOmgyezLZFdOscgmOVy7mHFfzUMd I -1-0-0 [ 2-0-0._ 1-0-0 2-0-0 Scale=1:9.7 6.00 12 / r 2 Ti /- M V B1 1 G 1 { 3x4 2-0-0 200 (psf) -- _- _---- -- —__-- LOADINGSPACING 2-0-0 CSI DEFL in (loc) I/deft L/d 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 I BC 0.08 'I Vert(TL) -0.00 2-4 >999 180 BCLL 0.0 * Rep Stress!nor YES WB 0.00 I 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.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. 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 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 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 / 3 17 711 RENEWALGA ; 12/31/2013 April 3,2012 8i, 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 Z of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint ib' 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 CONSULTING LLC It_-_ SBCA at www.sbcindustry.com. - _. CONSULTING Job Truss Truss Type yp Qty Ply PULTE HOMES DLG 7 ROOF SUM CRK ', 15380523 B1203128 M02-A MONO TRUSS 6 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7250 s May 11 2011 MiTek Industries,Inc. Tue Apr 03 17:07:39 2012 Page 1 I D:Xo9bVITFBcO4uKSN Wygfy2zgerX-FAXydG7TEXRLzfEOmgyezLZFdOscgmOVy7mHFfzU Md I -1-0-0-----. . ._-_.------- — 2-0-0___ 1-0-0 2-0-0 Scale=1:9.7 1 I 6.00 112 r i 2 Ti -- B1 1 1 3x4 2-0-0 2-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP '11: 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 Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) 1 j 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 2-0-0 oc purlins. 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 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.11;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 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 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 PROpLP y° y 85525PE W . ' 12 20 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 17/56 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 CONSULTING LflN{7/�SLC SBCA at www.sbcindustry.com. CONS Job I Truss ,Truss Type Qty Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380524 !,61203128 P1 !KINGPOST 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7250 s May 11 2011 MiTek Industries,Inc.Tue Apr 03 17:07:40 2012 Page 1 ID:Xo9bV ITFBcO4uKSNWygfy2zgerX-jM5Krc85?rZCbppaKNTtVZ6LHo9WZC 1 eBnVgn5zUMdH H-0-9-0 ..I. 4-3-12_------ -._..8-5-0-0-9-0 4-3-12 4-1-4 - - Scale=1:21.2 4x4 = 8.00 12 T2 T1 W1 4 i i r � d HW2 � B1 I�y 5 2x4 5x10 = 6x10 4-3-12 8-5-0 4-3-12 4-1-4 Plate Offsets(X,Y): [2:0-1-10,Edge],[4:0-1-11,Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.38 Vert(LL) -0.01 2-5 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.29 Vert(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.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-3-0 oc pudins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 4-5-8 oc bracing. WEBS 2x4DFStdG WEDGE Right:2 x 4 DF Std REACTIONS (lb/size) 2=431/0-5-8 (min.0-2-7),4=354/0-5-8 (min.0-2-5) Max Horz 2=92(LC 13) Max Uplift 2=-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=-2172/2429 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)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 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 at joint(s)except(jt=lb)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 ANSI/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 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 z : eft 1 2F' ,� ,w *4 oRt‘fr -4, 4.Y12,` S RENEWAL DATE 12/31/2013 April 3,2012 Alk 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 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 are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during constmdion 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 LLC SBCA at www.sbcindustry.com. ' ''Truss ss _---- — I._— OO --_-__ -_-- ---- 15380525 Job Truss Type Oly Ply PULTE HOMES DLG 7 ROOF SUM CRK B1203128 P2 KINGPOST I1 1 IL_— --- - _ __ — __ _ -._- _ -y_ I!_.. — ...Job Reference(optional) __.. Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc. Tue Apr 03 17:07:40 2012 Page 1 ID:?jzieUtywWxVU 1 Z3fBuUGzgerW-jM5Krc85?rZCbppaKNTtVZ6N UoCRZC4eBnVgn5zUMd H 4-3-12 7-11-8 4-3-12 3-7-12 Scale=1:21.2 4x4 I 8.00 12 3 4x4 T2 T1 n W1! HW2 cnw I F7o o 6 2x4 I 3x4 5 4x8 I 4-3-12 -._--1- 7-11-8 __--- 4-3-12 3-7-12 Plate Offsets(X,Y):11:0-0-7,0-0-2],[4:0-6-5,0-0-41 LOADING (psf) 11 SPACING 2-0-0 1 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 I Plates Increase 1.15 TC 0.24 Vert(LL) -0.01 1-6 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.10 Vert(TL) -0.02 1-6 >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/TPI2007 (Matrix) 11 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 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 2 x 4 DF Std G 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=-280/54,3-4=-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.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 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)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)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 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 ; %,.... s ct* 8 525 E ' / '�. ', `' OREGON -`e i 2g '0S ' 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 1 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 1 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 COUr�I/NG az SBCA at www.sbcindustry.com. __. Job Truss Truss Type 'i,Qty Ply PULTE HOMES DLG 7 ROOF SUM CRK 120318 BPro-Bulld Clackamas Truss,Clackamas,OR 97015-1129,tom ----_-�KINGPOST --- 1 -.-_-- 1 Jo7.20b R Mayfee ce1 (optional) 1 MiTek Industries,Inc.nTue Apr 03 17:07:40 2012 Page 153805261 ',I ID:Xo9bVITFBcO4uKSN Wygfy2zgerX-jM5Krc85?rZCbppaKNTtVZ6NcoBXZC7eBnVgnszUMd H -0-9-0 1 _._.._.------ 4-3-12 —- ------ ------ - -------- 8-7-8 9-4-8--,-; 0-9-0 4-3-12 4-3-12 0-9-0 Scale=1:21.2 4x4 8.00 12 " T1 W1 4 2 II r of B16 5 0 2x4 4x6 ,1 4x6 F -----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 (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud 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 BC 0.16 Vert(TL) -0.02 2-6 >999 180 BCLL 0.0 * Rep Stress lncr 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 purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 x4 DF Std G REACTIONS (lb/size) 2=436/0-5-8 (mm.0-1-8),4=436/0-5-8 (min.0-1-8) Max Horz 2=86(LC 14) Max Uplift 2=-978(LC 15),4=-978(LC 18) Max Gray 2=1314(LC 10),4=1314(LC 9) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)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=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 20.0psf 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 at joint(s)except(jt=Ib)2=978,4=978. 7)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. 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 8-7-8 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 / D elcc- .,_. j 555 (`.,.. , 1m.' P1 2? '~ RENEWAL ATE; 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 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 y /�ONSUL!/NG LLC _-_ SBCA at www.sbcindustry.com. Job I Truss Truss Type 1',Qty Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380527 B1203128 PGE GABLE 1 1 I Job Reference(optional).. Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc.Tue Apr 03 17:07:41 2012 Page 1 ID:?JzieUtywWxVU 1 Z3fBuUGzgerW-BZft2y9jm9h3DzOmu5_62meYeCXRIfEoQRFOJXzUMdG 1 -0-9-0 , 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 8.00 112 A T1 �W1 T1 IST11 1 ST1 11 1 4 2 1 5 10 V B1 t, 2x4 I 1 6 2x4 2x4 . 3x4— 3x4 4-3-12 ' _------- 8-7-8 ._.. 4-3-12 4-3-12 LOADING (psf) SPACING 2-0-0 ISI CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.21 Vert(LL) -0.01 2-6 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 1BC 0.12 Vert(TL) -0.02 2-6 >999 180 BCLL 0.0 * Rep Stress[nor YES WB 0.08 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 , Code IRC2009/TPI2007 (Matrix) Weight:37 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 No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x4 DF Std G OTHERS 2 x 4 DF Std G 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 at joint(s)except(jt=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 j PR , 8 ' ..,0 ,4 ; 5525P '" '4 � N.fFNI fJ < 1 2 . RENEWAL DATE. 12/31/2 013 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 Ej I of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint ast 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, 1 delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from C©NSIILT/NG ac __SBCA at www.sbcindustry.com. ___ ___ ---.- rV I.f_�7-V_ __-_.I 1 Job 'Truss Truss Type Qty Ply 1 PULTE HOMES DLG 7 ROOF SUM CRK ' 15380528 B1203128 X KINGPOST3 1 __. 1lphReference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc.Tue Apr 03 17:07:41 2012 Page 1 I D:?JzieUtywWxVU t Z3fBu UGzgerW-BZfi2y9jm9h3DzOmu5_62meXSCV3IghoQRFOJXzUMdG i— 2-10-12 t _.-._ --- 5-9-8 __----- - 6-6-8 2-10-12 2-10-12 0-9-0 4x4 Scale=1:16.4 2 8.00 112 o- T1 N WI T2 r 1` > 52x4 4x8 = 4x8-} H—_-- 2-10-12 5-9-8 2-10-12 2-10-12 Plate Offsets(X Y): f1:0-0-3,Edge],[3_0-0-3,Edgel.__ LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.29 1 Vert(LL) -0.00 5 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.21 I Vert(TL) -0.01 1-5 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.05 , Horz(TL) 0.00 3 n/a n/a '.. BCDL 10.0 Code IRC2009/TP12007 (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 4-4-3 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 5-6-10 oc bracing. WEBS 2x4DFStdG REACTIONS (lb/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 Upliftl=-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.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 nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 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 at joint(s)except(jt=lb)1=1271,3=1321. 7)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. 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 CASE(S) Standard D NE ,,, Go PE 8- '; ,� ` N. . ,...14 81 ` - d 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 restraintEit 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, SBCA y,ewwwsn,industr straint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from /tO�f ///�M�l/�Li_{; 1 Job Truss Truss Type Qty ',Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380529 61203128 'XGE-1 _-- GABLE 1 ; - - - — -----�- ---- Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7250 s May 11 2011 MiTek Industries,Inc. Tue Apr 03 17:07:41 2012 Page 1 I D:?JzieUtywWxVU 1 Z3fBuUGzgerW-BZfi2y9jm9h3DzOmuS_62meaHCYOIghoQRFOJXzUMdG _2-10_12- _- - _.__-___ _.5-9-8 _-_.-_- 6-6-8 2-10-12 2-10-12 0-9-0 4x4 Scale=1:16.4 2 1 T 8.00 12 2x4 II 2x4 .- Ni W1 1 - T2 SII ST1 o u. 2x4 152x4 2x4 3x4 3x4 2-10-12 -.-__ 5-9-8 -- - 2-10-12 2-10-12 LOADING (psf) SPACING 2-0-0 1CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 1 TC 0.11 Vert(LL) -0.00 5 >999 240 MT20 220/195 TCDL 10.0 I Lumber Increase 1.15 BC 0.06 Vert(TL) -0.01 1-5 >999 180 BCLL 0.0 * I 1 Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) I 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 5-9-8 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 2 x 4 DF Std G OTHERS 2 x 4 DF Std G 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 (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)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=4.2psf;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 ANSIITP1 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 at joint(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/TPI 1. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard .4.,,,,,.' 0. cP 5525PE . r`':• ,,,,,..;;001 'I &� 120o = pp,L } ( ; 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 Et designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ L, 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 CONSULT/NG Lcc SBCA at www.sbcindustry.com. _._ I 1 Job Truss rTruss Type Qty 1Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380530 B1203128 Z I MONO TRUSS 5 1 nal) Pro-Build Clackamas Truss,Clack - ----- -- - 5 - 11 201(op1 MiTek 97015-1129,tom 7.250 s May 11 201 t MiTek Industries,Inc. Tue Apr 03 17:07:42 2012 Page 1 ID:?JzieUtywWxVU 1 Z3fBuUGzgerW-f1D4GIALXSgwg7zzRoVLa_Blubrtl7vxf5_xr_zUMdF 4-0-0 6-0-0 -- - 1-0-0 4-0-0 2-0-0 _. Scale=1:20.6 2x4 6.00 12 3 r ch Ti W1 o B1 3x4 = 6 2x4 II 4-0-0 6-0-0 4-0-0 2-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.12 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/TP12007 (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 2 x 4 DF Std G REACTIONS All bearings 0-5-8 except(jt=length)4=0-1-8,5=Mechanical. (Ib)- Max Horz 2=139(LC 5) Max Uplift All uplift 100 lb or less at joint(s)4,2,6 Max Gras All reactions 250 lb or less at joint(s)4,2,5 except 6=333(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)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 20.0psf 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 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 at joint(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 PRj x, r'_ ' 85525PE �'•EN ,. OEt/ DER{f`'f 4212, ' ' RENEWAL ATE; 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 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 C©NSS/LnNG LLC L_— SBCA at www.sbcindustry.com. Job TTruss Truss Type Qty Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380531 161203128 ZGE 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 17:07:42 2012 Page 1 ID:?_jzieUtywWxVU1 Z3fBuUGzgerW-fID4GIALXSgwg7zzRoVLa_BkPbqe 171xf5_xr_zUMdF - ---1-0-0 - --..___----- 4-0-0 1-0-0 4-0-0 Scale=1:14.8 2x4 I 6.00 T1 ST1 2 -- -___ M � R s B1 Or 1 / y 2x4 I 3x4 4-0-0 4-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d 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 BC 0.31 Vert(TL) -0.03 2-4 >999 180 '. BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:15 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr 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 2 x 4 DF Std G 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 (lb)-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)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 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. 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 at joint(s)3,2. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(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 PROF? ,. . GNL / .. ct` 85525PE of 1+ Y12,251 RENEWAL DATE; 12/31 f 2 013 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 Ealk 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 V©/NVLII/�W LtC SBCA at www.sbcindustry.com. _ __. - Symbols T, Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x,y Failure to Follow Could Cause Property r4 1 �4Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths g 1 ry raMDimensions are in ft-in-sixteenths. I (Drawings not to scale) j4' 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. 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 0-1/16" 1 2 3 considered. TOP CHORDS 3. Never exceed the design loading shown and never stack materials on inadequately braced MigIM- trrses. 4. Provide copies of this truss design to the building designer,erection supervisor,property I AW4 owner and all other interested parties. 5. Cut members to bear tightly against each other. w .. p 6. Place plates on each face of truss at each joint and embed fully.Knots and wane at joint O w locations are regulated by ANSIITPI 1. For 4 x 2 orientation,locate truss. U 0 ® 7. Design assumes trusses will be suitably protected from the environment in accord with plates 0 from outside rL O 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. ANSUTPI 1. edge of 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative C7-8 Ce-7 C5-6 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. 8 7 6 5 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirement. required direction of slots in 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 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,health or performance riThe first dimension is theplate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT ReviewskallConportionsult th pfthisct designeront, e use. 19. all of this design(front,back,words and pictures)before use.Reviewing 4 x 4NUMBERS/LETTERS. width measured perpendicular 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. 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 ANSVTPI 1 and related proprietary information. 1 Indicated by symbol shown and/or ESR-1311, ESR-1352, ER-5243,9604B, 23.It is extremely important to properly install temporary lateral restraint and diagonal bracing,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 bearing wall conditions.Bearing walls of I scissor type trusses should be designed in such a manner that the walls will safely withstand Indicates(sup(supports) )IOCatIOn where bearingsbut ©2011 DrJ Consulting,LLC All Rights Reserved the lateral tforces pfthe truyoft etrussplatenof pplier, hetruisnot i pert of north trussdesign lah SU Orts occur. Icons vary and is not the responsibility of the truss plate supplier,the truss designer,nor the truss =0 reaction section indicates joint fabricator. Competent professional advice should be secured relative to these items. number where bearings joint 27.The accuracy of the truss design drawing relies upon accurate metal plate connector IM EM 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, r=te grade stamped,finger jointed lumber shall be as defined by the grade stamp prior to and in accordance with the published es es tting Industry Standards: agenc eorcrossu appro ed by the Bo d of Review of the American LmbeStlumber andards ds writing ANSI/TPI1: National Design Specification for Metal Committee in accordance with the latest edition ofANSIITPI 1 Section 6.3. Plate Connected Wood Truss Construction. I , DSB-89: Design Standard for Bracing. DrJ Consulting, LLC BCSI1: Building Component Safety Information, 6300 Enterprise Lane Guide to Good Practice for Handling, Installing BracingCONSULTING LLC Madison,WI 53719 Connected Wood Trusses.Metal Plate