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Report (30) MST2012-00074 11023 SAGE TER MST2012-00075 11015 SAGE TER • r MST2012-00076 11007 SAGE TER MST2012-00077 10999 SAGE TER CONSULTING ccc DrJ Consulting, LLC 6300 Enterprise Lane Madison, Wisconsin, 53719 Re: B1203125 MiTek 20/20 7.2 PULTE HOMES SUM.CRK BLDG 7 MAIN FLOOR The truss drawing(s)referenced below have been prepared by DrJ Consulting,LLC under my direct supervision based on the parameters provided by ProBuild (Clackamas). Pages or sheets covered by this seal: I5380470 thru15380484 My license renewal date for the state of Oregon is December 31,2013. Important Notice:The accuracy of the Truss Design Drawings relies upon: 1.Accurate metal plate connector design values as published by MiTek, 2.Accurate design values for solid sawn lumber.Design values(E,Emin,Fb,F and Fv)for solid sawn lumber and approved,grade stamped, finger Jointed lumber shall be as defined by the grade stamp prior to cros-_, .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. AEI) PROFFss co ��yG1NrF� 85525PE f ?ate �,OREr+ 1{ L V(y12 20 - "OSEP p OFFICE COFY RENEWAL DATE: 12/31/2 013 April 3,2012 Ryan J. Dexter, P.E. The seal on these Truss Design Drawings indicates acceptance of professional engineering responsibility for the design assumptions as defined on this truss design drawing,solely for the truss component(s) depicted.The design assumptions, loading conditions,suitability and use of this component for any particular building is the responsibility of the building designer or owner of the trusses,per ANSI/TPI 1. The responsibilities and duties of the truss designer,truss design engineer and truss manufacturer shall be in accord with the latest edition of ANSI/TPI 1 Chapter 2 unless otherwise defined by a contract agreed upon by the parties involved. Job Truss Truss T --- - - -"""-- , ypa Oty Ply PULTE HOMES SUM.CRK BLDG 7 MAIN FLOOR • 15380470 /31203125 1A1 1FLooR 2 1 t_ _ Job Reference(optional) Pro-Build Clackamas Toss.Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc.Mon Apr 02 18:55:20 2012 Page 1 ID:137NXXYWYXphs)87ODXOGTzmmG-07r231ugylH5egovASHd6aE7zVhOVhGAOh?m 1YzUg8L 2.1.2 1 2-6-0 1 1 2-66 I. 2 -2-5-4 II 2-5-I i 2-5-1 I 1.. 2-7-10 1 Scale=1:57.7 2x4 II 3x4= 4x10= 2x4 II 3x4 = 2x4 i I 4x12= 2x4 I 5x14 - 3x6 FP= 4x10 = 2x4 11 3x6= 4x8= 3x4 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 28 25 24 23 22 21 - 20 19 18 17 16 4x8 = 4x8 = 4x10 = 2x4 II 4x12 = 3x4 = 3x6 FP= 4x8= 3x8 = 4x8= 4x12= 357-0 411-10 10-1-2 122-10 i 153-12 17-8-12 17/11-4 20-fk12 I 256-6 30-7-2 33-7-4 35& 4-11-i➢ _ _. . 5-1-8-8 2-7-8 2-7-2 2-5-0 0-2-8 2-7-8 4-11-10 5-0-12 3-0-2 1-11-812 0414 Plate Offsets(X,Y): [4:0-1-6,Edge],[6:0-5-8,Edgel,[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-B,Edge],[25:0-3-4,Edge], 126:Edoe,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.21 24-25 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.36 24-25 >587 360 BCLL 0.0 Rep Stress Incr YES WB 0.71 HO2(TL) 0.04 21 n/a n/a BCDL 5.0 Code IBC2006/TP12002 'iI (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�11/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=441/0,7.2 2=-2 5 510,6-24=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 G(� be attached to walls atMleir outer ends or restrained by other means. `1'�`1J PROFFS 7)CAUTION,Do not erect truss backwards. � 4(GNG[1EE9 i-S> LOAD CASE(S) Standard 144ce 85525PE 9` NV 9y �tYi2 20 tiOSEPVA 04 RENEWAL DATE 12/31/2013 April 3,2012 1 A WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and Is for an Indtsival building component.Applicability of designparameters and individual incorporation and chndithe ersare orsompres ion of only,not or uidiowner gstability abihy trussng and installer. Lateralorarrestraint Emit/ designationsiag shown on individual web and chordmembers are for compression fith bucklingnsta only,not a permanent nt build bracing.Aty raicngl temporary overall ll cV 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 YVnSV6 nM Mese aC SBCA at www.sbcindustry.com. n�a Job Truss Truss Type Qty 'Ply PULTE HOMES SUM.CRK BLDG 7 MAIN FLOOR 15380471 B1203125 A2 FLOOR 6 1 1- 1 Job Reference(optional) Pro-Buw Clackamas Truss,Gackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc.Mon Apr 02 18:55:212012 Page 1 ID:RepW9Z11PrSBGjBti3L55u6zmrnD JOOGSvTjbPyG_N5kAoseomKFu_mEEbKELkJZ_zUg8K 2-1-2 28-0 —I I 2.4.14 i Scale=1:30.4 3x4= 4810= 2x4 II 4x6 — 2x4 I 4x8 3x4 I 1 2 3 4 5 6 74 - 8 j' n 15' 12 11 10 x 4x8= 4x10 = 3x8= 4x8 = 4x8= 4-11-10 __- 10-1-2 _ 15-1-2 __. 17-10-8 17-11-4 _ 4-11-10 5-1-8 $4-0__ 2-9-6 0•0-12. Plate Offsets(X,Y): [6:0-2-10,Edge],[7:0-1-B.EdgeL[9:Edge D-1-8],[10:0-3-0,Edge],[11:0-2-0,Edge].f13:Edge,0-1-81 LOADING(psi) SPACING 2-0-0 - CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 i TC 0.36 Vert(LL) -0.27 11-12 >776 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 1 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 Cade IBC2006/TPI2002 ! (Matrix) Weight:93 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 13=976/0-4-0 (min.0-1-8),9=964/0-1-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3243/0,3-4=-3283/0,4-5=-4154/0,5-6=-4154/0,6-7=-2240/0 BOT CHORD 12-13=0/1870,11-12=0/4054,10-11=0/3495,9-10=0/2230 WEBS 2-12=0/1500,4-12=-826/0,6-11=0/711,5.11=-258/0,3-12=-257/0,6-10=-1356/0, 7-10=0/557,2-13=-2061/0,7-9=-2374/0 NOTES 1)A plate rating reduction of 20%has been applied for the green lumber members. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. 3)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard 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 �� EDPROf , w\cp tiNc)NEF9 sod. Q 85525PE r- / . GO 2 ✓ - . t 1GY2,2o, +k "OSEPN 0� RENEWAL DATE: 12/31/2 013 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 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 forbulding 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 ANSUTPI 1,DSB-89 and BCSI(Building Component Safely Information)available from CONSULTING ucI SBCA atwww_sbclnduatry.com. Job Truss Truss Type Qty Ply PULTE HOMES SUM.CRK BLDG 7 MAIN FLOOR 15300472 61203125 A3 FLOOR 2 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 I D:N lwGaFcfN3RyU05Am7ZzXzmmB-tJOOG5vrjbPyG_N5kAoseomMlu42EETKFLkJZ_zUg8K I 2-5-7 I __. .2-6-0 -__-- 1-4-1 I Scale=1:20.1 2x4 I 4x8= 2x4 I i 4x6 -- 5x6 = 2%4 I 12 3 4 5 67 89 n _ --- \ %ix T - \, - 0 A�� A� 13 5x8 12 11 10 3:8= 4x6 = 5x6 11-11-12 _ 5-53 1653 , 11-10-411- 5-3-3 5-0-0 1-7-1 1]-0 12 0-0-12 Plate Offsets(X,Y): .[2;0-1-B,Edge),13:0-3-2,Edgel.f5:0-2-0,Edge].[6:0-2-4,Edgel.fB:0-1-8,Edge].[10:0-1-9.Edgel.[11:0-2-12.Edge].[12:0-3-8.Edgel.[13:0-1-8.Edge]. LOADING(psf) SPACING 2-0-0 CSI DEFL in (roc) l/defl Lid 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/TP12002 (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 OF 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(lb)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 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 I be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard iktD w. .a.Gi Fq`70 Q- 85525PE �c— . (it v II )'12,20 . '§ u0SEPN — RENEWAL DATE: 12/3 /zo>3 April 3,2012 Ammo I A WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-1 V)before use.Design valid for use with MTek connector plates only.This design Is based only upon parameters shown,and is for an individual building component.Applirabitly I of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint a 17/ i designations shown on individual web and chord members are far 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 1,058-09 and SCSI(Building Component Safety Information)available from CONSULTING Lcc SBCA at www.sbcindustry.com. Job Truss Trues Type QV Ply PULTE HOMES SUM.CRK BLDG 7 MAIN FLOOR 15380973 81209125 A4 FLOOR 2 1 Job Reference(optional) __ Fro-Buid Cladrsrras Truss,Clackanes,OR 87015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc. Mon Apr 02 18:55:21 2012 Page 1 ID:occPCGfVg pZpylfsugGb9zmm8-tJ0005vTjbPyG_N5kAoseomNfu73EJrKFLkJZ_zUg8K 2x4 I 1-10-14 1 2 2x4 I 3 3x4 — 4 5 Scale=1:9.4 • I - c, • N i 7 5 4x4 = 4x4 — I __ 4-2-4 1 4-2-4 Plate Offsets(X.Y): 12:0-1-8,Edgel,[4:0-1-8.Edge],[6:0-1-9,Edge],17:0-1-10,Edga] _ LOADING(psf) SPACING 2-0-0 CSI 1 DEFL in (loc) I/dell Ud 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!nor YES WB 0.04 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 I (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 (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 3-7=-261/0,3-6=261/0 NOTES 1)A plate rating reduction of 20%has been applied for the green lumber members. 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard ��4,>vo PROpen �su ENGINE r. cr 85525PE f- 9.4 ✓ 0' +N 40 lip Gt N 12 20\ �� aQSE SEPIA 0. '" RENEWAL DATE: 12/31/2013 April 3,2012 WARNING-Verify design parameters end read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design "` valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability , 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 forbuiding stability bracing.Additional temporary restraint) diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability Orating 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, II delivery,erection,lateral restraint and diagonal bracing,consult ANSI)TPI 1,DSB-88 and BCSI(Building Component Safety Information)available from COWLING uC 1 ,_ SBCA atwww.sbcindostry.corn. {rV/NV�lHR1 JI Job TNSS �TNtsa Type Dty Ply PULTE HOMES SUM.CRK BLDG 7 MAIN FLOOR 15380474 81203125 A FLOOR 10 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc.Mon Apr 02 18:55:19 2012 Page 1 ID:k_k9dygoCb3G3Fv2zJjkgazmm8-wxHdrPuCB_9E09DjcIIOZNhyp5LBmEm1 n1 FDU5zUg8M 1 2-1-2 I 2-8-0 I I 2-6-6 Hi 2-5-4 I 2-5-4 Ii 2-5-1 I 2 1... 2110_H Scale=1:61.1 2x4 '" 3x4= 4x10= 2x4 I' 3x6= 2x4 II 4x12= 3x6 FP= 5x14 = 2x4 I I 4x10 = 2x4 II 3x6 244 4410 344 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 '6 n _ '1 -� �---- 27 26 25 24 23 22 21 20 19 18 17 4x8 = 4x8= 400= 2x4 :I 4x12 - 3x6 - 3x6 FP- 4x8 - 4x8 - 4x8 -4x12 = 35-74 I 4-11-10 - 10-1-2 i 12.8-10 1 15-3-12 1 17-B-12 17-014 20-&12 25-56 30-7-2 35-8-12 3$1-0 4-11-10 5-1E 2-7-0 2-7-2 2-SO 0-2-0 2-7-8 4-11-10 5-0-12 4-11-10 D64 Do-4 Plate Offsets(X,Y): [6:0-5-4,Edgel,[13:0-2-14,Edgelj17:Edge,0-1-8],[18:0-2-0.Edoel.[19:0-3-12,Edge],[25:0-3-4,Edge].[26:0-3-4.Edgej�j27:Edge.0-1-8] I LOADING(psi) SPACING 2-0-0 ; CSI DEFL in (roc) I/deft Ud PLATES GRIP TCLL 40.0 1 Plates Increase 1.00 1 TC 0.55 Vert(LL) -0.21 25-26 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 I BC 0.54 Vert(TL) -0.36 25-26 >598 360 1 BCLL 0.0 Rep Stress'nor YES 1 WB 0.72 Horz(TL) 0.04 17 n/a n/a I BCDL 5.0 i Code IBC2006/TP12002 L- (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 OF 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, 89=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. ED PROF 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard � ��N�[���9 s/�'A Q- 85525PE r 111 O GO 4/14. JOSEPH RENEWAL DATE: 12/31/2013 April 3,2012 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included Dr!Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameers shown,and is for an Individual building component.Applicability 1:71 of design parameters and proper incorporation of the component is responsibility of building designer or owner of the busses and installer. Lateral restraint 1 designations shown on individual web and chord members are for compression buckling only,not permanent stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additionalal permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSIrTPI 1,DSB-89 and BC51(Building Component Safety Information)available from CONSULTING LLC SBCA at wwwsbdndustry.com. Job Truss Truss Type Qty Ply PULTE HOMES SUM.CRK BLDG 7 MAIN FLOOR 15380475 B1203125 AG-1 FLOOR 2 ' Z Job Reference lootional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,torn 7.250 s May 11 2011 MiTek Industries,Inc.Tue Apr 0318:58:17 2012 Page 1 ID:8ZPIG_Igl1W Rrw[edeRGRIDzmm3i2aUg5Kxbse5YlGNresrBgH9RrzY9QAnkhdXW EzUMm4 1-8 0 1 311-8 8-4-8 4-1-8 1.6 8- 6-8 0-11-8 Scale=1:15.8 10x10 = 1 2 1ox10 = 3 4 Ts W1 W2 W1 W2 W1 HHUS26-2 10 9 8 7 11211 10x10 = 0-1 4-1-0 4-3-0 8-4-8 0-1 3-11-8 0-2-0 4-1-8 0-1-8 Plate Offsets(X,Y): [2:0-3-2,03-3),[4:0-3-2,0-3-3],[8:0-5-0,0-3-81 LOADING (pal) SPACING 2-0-0 CSI DEFT in (loc) I/deg L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.07 8 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.43 Vert(TL) -0.12 8 >830 240 BCLL 0.0 Rep Stress Inv 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.18Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2 X 6 OF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4DFStdG REACTIONS (Ib/size) 9=968/0-5-8 (min.0-1-8),7=968/0-3-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2903/0,34=-2903/0 WEBS 3-8=399/0,2-8.0/2956,4-8=0/2956,2-9=784/0,4-7=-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 ANSIITPI 1. 5)"Fix heels only"Member end fixity model was used in the analysis and design Of this truss. 6)Recommend 2x6 strorgbacks,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(p8) Vert:1-5=-100,6-10=-10 RED PROP- Concentrated Loads(Ib) x5' Vert:8=-1000(F) �� "NFF� �Q�p 85525PE cON • G<)r12 zo1,+� 410sEpt4 04 RENEWAL DATE 12/31/2013 April 3,2012 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and Is for an individual building component.Applicability of design parameters and proper incorporation of thecomponentbeersrrs p responsibility y of n onl designer orai owner of the trusses and Install t.Lateral restraint or& designations shown ons individual web and onstr members are for compressionthbucklingta only,non al ing stability bracing.Atldacing temporarythe nlmct diagonal bracing to insure stability during coon owner is the ruses, lily n 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, /r�/e�����p� delivery,erection,lateral restraint and diagonal bracing,consult ANSOTPI 1,DSB-89 and BCSI(Building Component Safely information)available from Ve/le,rie/exllnv LLC SBCA at www.ebcinduslry.com. Job Truss Truss Type TN Ply PULTE HOMES SUM.CRK BLDG 7 MAIN FLOOR 15380476 81203125 AG-2 FLOOR 2 2 Job Reference(optbna]__ -___- Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250ms.ly eAugzr 25m -Hu MiTek Industries,LOWrW7 5 Mon Apr Ou4:4yQ 2012 Page 1 ID:5yX2ggkx08hZ91 nOmsJvNezmml-H W Wv7L�W�W7RSgPILZGO0u464yag4mxJz_AJzUgBH 0-1-81 3-7-0 3d8 1-8 1 2 4x4 — 3 4 Scale=1:9.3 • • • K Y XI 4x4 = I . B 7 9 e 2x4 1-el 3-7-0 6-1-8 3-5-8 6-1-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.13 Vert(LL) -0.01 6-7 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.43 Vert(TL) -0.02 6-7 >999 180 BCLL 0.0 Rep Stress Ina 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 (lb/size) 6=641/0-2-0 (min.0-1-8),7=567/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2 x 4.1 row at 0-9-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-9-0 oc. Webs connected as follows:2 x 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)This truss is not designed to be used as a floor truss. 4)A plate rating reduction of 20%has been applied for the green lumber members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate at joint(s)6. 7)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. 8)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 9)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)800 lb down at 2-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard �ED PROF FSS 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 C ./.16N4,9 /© Uniform Loads(plf) �� �.9 Vert:1-4=-100,5-8=-10 85525PE. Concentrated Loads(lb) Vert:9=-800(F) _ •JOR 4 EG 9 G4Y12,23 - `fOSEPN O' 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 I. valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and Installer.Lateral restraint , designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ • diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, CONSULTING delivery,erection,lateral restraint and diagonal bracing,consult ANSUTPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLc SBCA at www"sbcindustry.com. Job 'Truss Truss Type Gty My I PLILTE HOMES SUM.CRK BLDG 7 MAIN FLOOR I 15380477 •B1203125 AG-3 FLOOR 2 2 Job Reference(optional) Pm-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250scd Aug 25 1-1u v7y OW W7 Inc.Man Apr GOO 18:55:24 20126mx Page 1 ID:VXDIl,IhmpJ3480UWaR?sc7Gzm�4 r4Wv$yLOWnW7R5gPILZGGOvz6700g8mxJz_AJzUgBH �1 2-10-0 2-11 10--8 z-&8 0-1-8 1 2 4x4— 3 4 Scale=1:9.3 i tit I —_ i I - • 8 7 9 10 a--, •;-> 2x4 I 4x4 1-81. 2-10-0 ' 11 t-8 2-8-8 -1-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) -0.00 6-7 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.01 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.01 Horz(TL) 0.00 6 n/a n/a BCOL 5.0 Code IRC2006/TPI2002 (Matrix) Weight:29 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2.11.8 oc purlins. BOT CHORD 2 X 6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4DFStdG REACTIONS (lb/size) 6=740/0-5-8 (min.0-1-8),7=585/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)2-ply truss to be connected together with 1Od(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 ANSUTPI 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 D PRd�Uniform Loads(plf) <,, Fs, Concentrated Loads(b)5 8 1D NCO tN'G(N Fq`r/0, Vert:9=-500(F)10=-500(F) cr 85525PE r i ,cr 44 4, �l, 12,2% -A. "OSEPIA RENEWAL DATE: 12/31/2013 April 3,2012 WARNING-with design parameterseso read notesisdesignsig This sed onsign n pare one s shown Dn isR foren i Sheet lbu ding c mpbefone use.Dec bi ofd sirupar Mis a d proper i corpsatio oft component basedisonly usonparamuiersgdesigendidwren individual bes and component.Lteral restrain int Eiki of designparametershownand and chndf theebersrfor sompresion of buildingonly,ntfor or uiownerafihe trussbracingandiiional installer. Lateral rrestrain designations shown on stability individual web and chord members are for compression buckling only,dotal ding stability bracing.Additional temporary 11 structure i diagonal bracing to insure stability during construction is the responsibility lity 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,fabdcatlon,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSIRPI 1,DSB-09 and BCSI(Building Component Safety information)available from CONSULTING LW SBCA at www.ski dusiry.com. � Job Truss Truss Type laty Ply PULTE HOMES SUM.CRK BLDG 7 MAIN FLOOR 15380478 B1203125 AG FLOOR 2 2 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7250 s Aug 25 2011 MiTek Industries,Inc. Mon Apr 02 1885:23 2012 Pagel ID:RwKxkNo3rgKsFogzZQu44hzmrmy-piWBhnx1FDfiVHWUrbgKjDsh 1ierh65difDQdszUg61 _— 3.7.8 7-11-4 _12-3-0 __ 15-10-8 3-7-8 4-3-12 4-3-12 3-7-8 Scale=1:26.9 2x4 II 4x4 = 4x8 1 2 4x8 — 3 4x4 4 5 6 7 r� 0 u x 11 10 9 5x8 -- fd�-— 2x4 I 5x8 = 4x8 = HHUS26-2 2x4 it 3-7-8 —__.___ — _ _ ____ _ _.7-11-4 12— + 15-10- 3-7-8 4-3-12 4-3-12 __— 3-7-8 Plate Offsets(X.Y): [2l:0-3-4.0-1-8].[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].f11:0-3-8,0-2-8I LOADING(psf) �I, SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.28 Vert(LL) -0.23 9-10 >804 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.81 Vert(TL) -0.40 9-10 >459 360 BCLL 0.0 Rep Stress Incr NO WB 0.51 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 L Code IBC2006/TPI2002 (Matrix) 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 pudins, 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/I-PI 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. �F.�' Q PROP .8)Fill all nail holes where hanger is in contact with lumber. Ncp LOAD CASE(S) Standard f 'c."' E�.9 /Q\ 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Q' 85525PE Uniform Loads(plf) Vert:8-12=-10,1-2=-100,2-6=-100,6-7=-100 Concentrated Loads(Ib) Vert:9=-1000(F) `OsEPN 0 RENEWAL DATE: 12/31/2 013 April 3,2012 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design f valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is bran 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 forbuiding stability bracing.Additional temporary restraint iiiidiagonal 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 ANSIJTPI 1,DSB-89 and BCSI(Building Component Safely Information)available from CONSUMING LLC SBCA atwn .sbcindustry.com. Job Truss Truss Type Qly Ply rPULTE HOMES SUM.CRX BLDG 7 MAIN FLOOR I 15380470 B1203125 Cl FLOOR 12 1 Job Reference(optional) Pro-Build Clackamas Truss.Clackamas,OR 97015-1129 7.250 s Aug 252011 MiTek Industries,Inc.Mon Apr 02 18:55:26 2012 Pagel ID:RBsM18?kruTRoPTE2Ui3GGzmrmh-DHCHJpzbY82EMIF3XjN1 LrUCJvnCuS930dS4EBzUg8F 2-3-8 _ I I -_2-5-0 , --1-12,6_ - Scale=1:19.7 4x8 - 3x6 — 2x4 538 = 3x6= 13 2 3 4 5 6 - -_ - /i�^ 1. _ _ _ p 1p 4x10 93x6= 9 4x8 = 5x8= 7-10-4 11-10-0. I .._. 7-70-4 _. 3-11-12 Plate Offsets(X,Y): [2:0-2-8,Edge],[7:Edge.0-1-8],[8:0-3-0,Edge].f10:Edge.0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (bc) I/dell Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.28 Vert(LL) -0.06 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.32 Vert(TL) -0.16 8-8 >891 360 i BCLL 0.0 Rep Stress Ina YES WB 0.49 Horz(TL) 0.03 7 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight:58 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc audios, except BOT CHORD 4 X 2 DF No.18BIr 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 (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1294/0,3-4=1676/0,4-5=-167610 BOT CHORD 9-10=0/1285,8-9=0/1788,7-8=0/786 WEBS 4$=-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 ��c,Eti PRagss .5 �NGINE4 /0 Q 85525PE 1' 9'9i(,v6<Y12,2ti1�-4` `l0SEPH O RENEWAL DATE: 12/31/2013 April 3,2012 _ . WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DM Reference Sheet(rev.03-11')before use.Design ' valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component Is responsibility of building designer or owner of the trusses and installer. Lateral restraint asEili designations shown on individual web and chord members are for compression buckling only,not lorbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the Installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,qualify control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING L:c 33CA at www.sbcindustry.cem. Job Truss Truss T e '_-- " YP Qty Ply PULTE HOMES SUM.CRI(BLDG 7 MAIN FLOOR 15380480 B1203125 IC2 FLOOR 1 1 Job Reference(optional) Pm-Build Claekanras Truss.Cladlames,OR 97015-1129 7 250 s Aug 25 2011 MRek Industries,Inc.Mon Apr 02 18:55:27 2012 Page 1 ID:Oa_7jt1_N Wt9ljddAvkYLh2mrml-hTntra_EJRA5_vgF4 RvGu30M2J6NMVed H BemezUgBE 2-7-12 _. 2-6-0 2-4-12 Scale=1:17.7 214 I I 4410= 2x4 12x4 II 2 4x10 = 3 4 5 6 9 xx 4x8= 5 7 4x10= 4x6 10A-0 I 2-9-4 —... _. .-I__. 54-0 I 10-50 _ 10-¢12 2-9-4 24412 5-1-0 -.. 0-412 0-2-4 Plate Offsets(X.Y): f5:0-1-8.Edgel.[7:0-1-8,Edgel.(9:Edge,0-1-8] LOADING(psf) SPACING 2-0-0 CS! DEFL in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.34 Vert(LL) -0.04 8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.32 Vert(TL) -0.13 8-9 >937 360 BCLL 0.0 Rep Stress!nor YES WB 0.61 Horz(TL) 0.02 7 n/a n/a 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 puffins, 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 fora 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 ��e,%D PRO itFS� 7 0NG)N�FA fq- 85525PE 1' ir 12, JQSEPH °' RENEWAL DATE: 12/31/2013 April 3,2012 AWARNING-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 ' of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraintEalk designations shown on individual web and chord members ere for compression budding 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�aSt//�a SBCA at www.sbcindustr3com_.._ _. WlliYi/tiNG L,r, . - • Trims,Truss TNss Type Qty Ply PLUS HOMES SUM.CRK BLDG 7 MAIN FLOOR 15380461 I B1203125 :C FLOOR 20 1 I _ - Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries.Inc.Mon Apr 02 18:55:26 2012 Page I ID:EgN5AgOtTrNyVMXwygLf2xzmrg2-OHCHJpzbY82EMIF3XjN1 LrUCAvtvuWF3OdS4EBzUg8F 2-3-8 I — 2-6-0 ___-.--H I- 238 Scale=1:26.4 3x6 = 4x6 = 4x6 = 2x4 I I 4x6 = 3x6= 1 2 3 4 5 6 4x6 = 7 0 N 11 10 9 8 L• 4410 — 4x6 = 3x6 = 4(6 = 4x10 = 7-10-4 I ___ 15-8-8 7-10-4 7-10-4 Plate Offsets(X,Y): [2:0-1-8,Edgel.I3:0-2-10,EdgeL[5:0-1-14,Edgel.16:0-1-8,Edgel.I8:Edge,0-1-81.f9:0-2-4,Edgel,[11:0-2-4 Edge],(12:Edge,0-1-8) _- LOADING(psi) SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.29 1 Vert(LL) -0.16 10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.47 I Vert(TL) -0.30 9-10 >619 360 l BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.06 8 n/a n/a BCDL 5.0 Code IBC2006/TP12002 L (Matrix) Weight:83 lb FT=0%F,0e/aE LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 OF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 12=843/0-2-0 (min.0-1-8),8=843/0-2-0 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1797/0,3-4=-3161/0,4-5=-3162/0,5-6=-1798/0 BOT CHORD 11-12=0/1789,10-11=0/2777,9-10=0/2779,8-9=0/1789 WEBS 4-10=-260/0,3-11=-1059/0,3-10=0/415,5-10=0/413,5-9=-1060/0,2-11=0/444, 6-9=0/444,2-12=-1934/0,6-8=-1934/0 NOTES 1)A plate rating reduction of 20%has been applied for the green lumber members. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. 3)This truss is designed in accordance with-the 2006 International Building Code section 2306.1 and referenced standard 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 PED PROP �CNt^ilNEE,9 /�� . CL" 85525PE 1" 1 ' �Q 9.1. -►'12,2�� ' `1OSEPN �� RENEWAL DATE: 12/31/2013 April 3,2012 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and Included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicabifty • 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_Additionaltemporary 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,consultANSIrTPI 1,DSB-89 and SCSI(Building Component Safety Information)available frrm CONSULTINGLLC SBCA at www.sbcindustry.com. 1 Job Truss Truss Type Qty Ply PULTE HOMES SUM.CRK BLDG 7 MAIN FLOOR ' 15380482 B1203125 C-DRAG FLOOR 2 1 Job Reference(optional) _ Pro-Build Clackamas Truss.Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc Mon Apr 02 18:55:28 2012 Page 1 ID:kXnOma47B2LS8 UVazSKj2lzmrma-99J 1 kU?s4llyb3PRe8QVQGZTnjQLMHtMsxxBJ4zUg8D I--- 2-3-8 - _-- I 2-6-0 I 1 2-3-8 Scale=1:26.4 3x6= 44 = 4x10= 2x4 11 4x10- 3x6= 1 2 3 4 5 6 4x8 - 7 e eel -. _ . 'sp .' n., .n X b c __ _.____.',X _ 10 9 8 L 4x10= 4x6 = 4x12= 4x6= 400 - 1 2 9A 7-10-4__--_ 12-11 0 _ _ 15$8 2-9-8 5-0-12 5-0-12 2-9-8 Plate Offsets(X,Y): [2:0-1-8.Edgel.]6:0-1-8,Edgel,[8:Edge.0-1-8],[9:0-1-8,Edge],[11:0-1-8,Edoel.112:Edge.0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.60 Vert(a) -0.08 9-10 >999 480 MT2O 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 Incr YES WB 0.79 Horz(TL) 0.04 8 n/a n/a BCDL 5.0 Code IBC2006RPI2002 (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 pudins, 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 Horz 12=-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 (lb)-Max.Comp./Max.Ten.-All forces 250(lb)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)B. 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 bad 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. �I O p`ud-4'; 8)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement cj (3lNE s/ at the bearings.Building designer must provide for uplift reactions indicated. rGN F9 `i 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 ¢``' 85525PE 'F�,. be attached to walls al their outer ends or restrained by other means. LOAD CASE(S) Standard 15 OREGON N. i¢ y G:],12 2p, X. '1QsEPN RENEWAL DATE: 1_2/31/2013 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 indvidual 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 117/4rj designations shown on individual web and chord members are for compression bucking 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 SBCA at www.sbcinduslry.com. r CONSULTING__ Job '.Tmss Truss Type City Ply PULTE HOMES SUM.CRK BLDG 7 MAIN FLOOR �a 15380483 01203125 CG FLAT 4 2 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7250 a Aug 252011 MRek Industries.Inc.Mon Apr 02 18:55:28 2012 Page 1 ID:5Vavp18F0a_kEFOYl7wulozmrmV-9gJ1 kU?s4llyb3PRe8OVOGZScjN4MMvMs orBJ4zUg8D 5-3-7 _ 10-5-1 15-8-8 I_ —. 5-3-7 .._ I 5-1-11 I 5-3-7 Scale=1:27.2 2x4 II 2x4 II 4x8 = 4x8= 2 3 4 7 64x8 = 9 10 �' 2x4 I I 4x8 = 2x4 I I _ 5-3-7 I 10-5-1 _. __ 15-8-8 1 5-3-7 ___. 5-1-11 5-3-7 Plate Offsets(X.Y): 11:Edge (4:Edge,0-1-81.[6:0-3-8,0-1-81.17:0-3-8.0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 ! TC 0.67 Vert(LL) -0.32 6 >572 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.57 6 >327 240 BCLL 0.0 Rep Stress Incr NO WB 0.47 Horz(TL) 0.01 5 n/a n/a • BCDL 5.0 Code IRC2006/TPI2002 (Matrix) Weight:140 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Bir G TOP CHORD Structural wood sheathing directly applied or 4-8-11 oc pu dins, except BOT CHORD 2 X 6 DF 2400F 2.0E end verticals. WEBS 2 x 4 DF Std G'ExcepF 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 (lb)-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=-5881/0,34=-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 al 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 dawn at 12-0-0,and 800 lb ,<C H D PROg-e down at 14-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. IN 0401NEF- fog • LOAD CASE(S) Standard 85525PE *- 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:5-8=-10,1-4=-100 Concentrated Loads(Ib) �REi+' 4- �Q Vert:9=-800(F)10=-800(F) 'Pi_ v 9 &<�y�,2— §- ki0SEPN O RENEWAL DATE: 12/31/2013 April 3,2012 A. WARNING-Verity design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03.11')before use.Design • valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is bran individual building Component.Applicability , of design parameters and proper incorporation of the component is responsibility of building designer or owner of the busses and installer. Lateral restraint afIFEI designations shown on individual web and chord members are for compression buckling only,not forbuflding 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 tosses.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 CONSIJLTIN 7 LLC SBCA at www.sbdndustry.corn. _ Job Truss Truss Type I Qty 'Ply PULTE HOMES SUM.CRK BLDG 7 MAIN FLOOR 15380464 /31203125 C-STUB FLOOR 14 1 1 _ _ Job Reference(optional) _ Pro-Build Clackamas Truss.Clackamas,OR 97015-1129 7.250 sAug 25 2011 MiTek Industries,Inc.Mon Apr 02 18:55:29 2012 Page 1 I D:EgN5AgOtTrNyVMXwyciLf 2xzmrg2-estPyq?Ug3QpDC_eCndaU6jR7mi5txv4bgkrWzUg8C 2-3.-8 I Scale=1:26.2 3x6= 4x6= 4x6 — 2x4 I I 476 = 2r4 1 2 3 4 5 13 4 ' 78 a c— e 1 117 12 11 10 9 4x10 = 4x6= 3x6 = 476 = 4x6 15-8-8 7-10-I . 17-5- : 8 --- 7-10-4 7-7-4 0-2-8 Plate Offsets(X,Y): [2:0-1-8.Edge1.13:0-2-10.Edge].[5:0-1.10.Edgel.f6:0-1-8,Edgel.[7:0-1-8.Edgel.f9:1_1-8,Edge],[10:0-2-0.Edge].[12:0-2-4.Edge1.113:Edge,0-1-81 -_ LOADING(psi) SPACING 2-0-0 CSI DEFL in (loc) I/dell Lid I PLATES GRIP TCLL 40.0 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!nor 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 OF Sad 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 (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1780/0,3-4=3110/0,4-5=-3110/0,5-6=-1709/0 BOT CHORD 12-13=0/1772,11-12=0/2743,10-11=0/2712,9-10=0/1700 WEBS 4-11=-259/0,3-12=-1041/0,3-11=0/396,5-11=0/430,5-10=-1084/0,2-12=0/437, 6-10=0/452,2-13=-1915/0,6-9=-1852/0 NOTES 1)A plate rating reduction of 20%has been applied for the green lumber members. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)13. 4)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard cc���,NGP�FR ,2 �r zr 85525PE 9 'a• 0 Q '47A. lv� i t)'12,2� -4• JasEP H 0 RENEWAL DATE: 12/31/2013 April 3,2012 , aWARNING-Verity design parameters and read notes on this Truss Design Drawing and included DMReference Sheet(rev.03-11')before use.Design i valid br 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 Ai • designations shown on individual web end chord members are for compression buckling only,not forbuliding 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 delivery,erection,lateral restraint and diagonal bracing.consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING• SBCA al www.sbdndustry.cem. itC Symbols Y Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x,y Failure to Follow Could Cause Property �4 u or Personal In e offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage Injury r�� Dimensions are in ft-in-sixteenths. I I (Drawings not to scale) I‘bi‘ Apply pylates toeembed 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 I • braces themselves may require bracing,or alternative T,I,or Eliminator bracing should be 1�tb r 1 2 3 considered. I TOP CHORDS 3. Never exceed the design loading shown and never stack materials on inadequately braced IMEMi trusses. _ 4. Provide copies of this truss design to the building designer,erection supervisor,property owner and all other interested parties. r � Q 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 Q locations are regulated by ANSIITPI 1. = O 7. Design assumes trusses will be suitably protected from the environment in accord with For 4 x 2 orientation,locate Q �� o ANSIRPI 1. • plates 0-'4a"from outside a 8. Unless oche w se noted,moisture content of lumber shall not exceed 19%at time of fabrication. edge of truss. OL1liA 0 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative z-a ce-r C5-6 1_ treated,or green lumber. BOTTOM CHORDS 10.Camber is a non-structural consideration and is the responsibility of truss fabricator.General This symbol indicates the practice is to camber for dead load deflection. required direction slots in 8 7 r' 5 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. Q 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 puffins provided at spacing indicated on design. *Plate location details available In MiTek 20/20 14.Bottom chords require lateral bracing et 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 en 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. s the lengthparallel tolots. • 21.Unless information is otherwise provided to Dr.1 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 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 23.II is extremely important to properly install temporary lateral restraint and diagonal bracing,inESR-131 l,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 ,!;> output. Use T,I or proprietay bracing 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 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 location where bearings the lateral forces of the trusses.Consideration of these items is not a pad of this truss design (supports) occur. Icons vary but and is not the responsibility of the truss plate supplier,the truss designer,nor the inns ©2011 DrJ Consulting,LLC All Rights Reserved ��� reaction section indicates joint _ g _-1 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 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, rti� 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 Design Specification for Metal Committee in accordance with the latest edition of ANsl rPl1 Section 6.3. Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. DrJ Consulting, LLC • BCSI l: Building Component Safety Information, 6300 Enterprise Lane Guide to Good Practice for Handling, CONSULTING LLC Madison, WI 53719 Installing&Bracing of Metal Plate Connected Wood Trusses. _ _ r 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 Di-7 Consulting,LLC under my direct supervision based on the parameters provided by ProBuild (Clackamas). Pages or sheets covered by this seal: I5380485 thruI5380498 My license renewal date for the state of Oregon is December 31,2013. Important Notice:The accuracy of the Truss Design Drawings relies upon: 1.Accurate metal plate connector design values as published by MiTek. 2.Accurate design values for solid sawn lumber.Design values(E,Emin,Fb,Fc,Fcperp,Ft,and Fv)for solid sawn lumber and approved,grade stamped, finger jointed lumber shall be as defined by the grade stamp prior to cross cutting and in accordance with the published values of lumber rules writing agencies approved by the Board of Review of the American Lumber Standards Committee in accordance with the latest edition of ANSI TPI 1 Section 6.3. PROFFs ¢��\g�F lyGINEF9 d�09 85525P v OREGON,s 1+ 4'012 2�,� JOSEPN 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 , 1 JB1203127 _.. )Aruss ( iuss FLOOR Type - _.. Qty Ply PuLTE 4 1 Job Referrence(optiM CRK onal)UPPER FLOOR _... 15380485 III Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MTek Industries,Inc.Mon Apr 02 19:01:01 2012 Page 1 ID:e0JsMJj3DtJPcfEfTS 1 jb?zlEOu-vkxwdM 1 kf3 Fi2EM Rfeu bQ UsKKy 1 muxzNOF5JVHzUg30 0$ _ 2-6-0 11 1-10-8 IF1H÷Q-11 1-6-0 1-6-0.H H_2-4-7 1 1 2-7-9 H_1-11-12 i nF-Y Scale=1:58.1 4x8 = 458= 4x10 - 3x6 FP= 656- 3x4 II 2x4 11 4x6 = 2x4 11 axe - 2x4 1 3x6 FP= 3x4 11 4x10 = 2x4 I I 4x8 = 2x4 1 458- 3x4 i I N- : 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 a T 29 28 27 26 25 24 23 22 21 20 44= 4510 = 254 11 3x6 - 4x8 4x6 = 4512 = 356 FP= 4512 = 254 I 358 = ex6 = 4x8 = 3-7-4 5-7-0 6-11-4 10-0-12 17-7-2 17-�T11 _ 25-9-12 27-9-8 32-11-0 �' 35-9-8 I 3-7-4 2-0-0 1-0-0 1 3-j 7-6-6 0-2-9 8-0-1 1-11-12 5-1-8 0.10 2-0-0 Plate Offsets(X,Y): [1:Edge,0-1-8],[2:0-3-8,Edgel,[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 ,Edgeh f22:0-1-B,Edgel.f23:0-1-8,Edgel,124:0-5-8,Edge1.f26:0-4-4,Edgel,[27:0-1-8,Edgel.f28:0-2-0.Edgel.[29:0-1-8.Edael,f30:0-1.8,Edpel LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Lid 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 Rep Stress Ina YES 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 c,�E-t} PROF 4461 be attached to walls at their outer ends or restrained by other means. c ' OlN / 6)CAUTION,Do not erect truss backwards. �� '(L- F9 O, . LOAD CASE(S) Standard Q 85525PE r 11 tr E N 9 ''U1Y12.V\ -- `` �JpSEPVI O 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 MTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicabiey , 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/-PI 1,DSB-89 and BCSI(Building Component Safety Infonnalion)available from CONSULTING LLC SBCA 5twww.sbcindustry.com WW//WWYY /•�,II��fU1I i Job (Truss Truss Type Qty Ply PULTE SUM CRK BLDG 7 UPPER FLOOR 15380486 B1203127 'A01-A FLOOR 1 2 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc. Mon Apr 02 19:00:56 2012 Page 1 ID:aORdn?kJIUZ7syOtat3BgQzIEOs-Zm81 aezbgXcQyTUUs11QjR8WcxJDDczeHzOYg3zUg35 3-2-4 64 8 • 7-8-8 114-8 _ —_ 15-8-8 _—I 3-2-4 3-24 14-0 4-0-0 4-0-0 Scale=1:27.2 14-0 2x4 I 4x10 — 348— 294 I I 5910 =' 2x4 I I 1 2 3 4 5 6 -_ -A- 14 15 12 16 11 10 95 8 498— 244 1 8=8 = 294 I 2x4 II 446 = HUS26 3-2-4 - 6-4-8 7-8-8 _ 11-8-8 I 15-8-8 I 3-2-4 32-4 140__. — 4-0-0 __. 9-0-0 Plate Offsets(X,Y): [2:04-8,0-1-12],[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) Udell Lid 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 1 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 (Ib/size) 13=2869/0.4-0 (min.0-1-6),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 ��4,Ea PROF?SS be attached to walls at their outer ends or restrained by other means. cy G)NE / 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 $ tG� �9 �- truss(es)BEAM(1 ply 2 x 4 DF) to front face of bottom chord. �� $5525PE 12 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 RE O g- Ir 12 Continued on page 2 ,J°SEP 0� 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 busses and installer. Lateral restraint Zit designations shown on individual web and chord members are for compression buckling only,not fo,building stability bracing.Additional temporary restraint/ diagonal bracing to insure stability dudng 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 bradng,consult ANSItTPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONS LTING LLC Ii SBCA et wvm.abdndustry.com. Job II Truss Truss Type 1 Qty Ply PULTE SUM CRK BLDG 7 UPPER FLOOR 1 • 153804(16 B1203127 A01-A FLOOR I 2 Job Reference(optional) 1 Pro-Build Clackamas Truss.Clackemas,OR 97015-1129 7250 s Aug 25 2011 MiTek Industries,Inc. Mon Apr 02 19:00'58 2012 Page 2 ID:aORdn?kJIUZ7syO1 at3BgQZIE0s-Zm81aezbgXcQyTUUs11QjR8WcxJDDczeHzOYg3zUg35 LOAD CASE(S) Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:7-13=-10,1-6=-100 Concentrated Loads(lb) Vert:14=-500(F)15=-500(F)16=-1500(F) aWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component Applicability • of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint Emit designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ • 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 Safely Information)available from CONSULTING LLC SBCA at www.sbcirrdustry.com. __ I Job Truss Truss Type Oty Ply PLILTE SUM CRK BLDG 7 UPPER FLOOR 15380487 B1203127 1A2 FLOOR 4 1 -- 1 _ __ _ Job Reference(optional Pro-Bald 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:XnZNBgmaH6pr5GXOiH6flrzlE0q-OwVlri1 MPNNZgOxeCHPgziOWmMLVdMPWfvrs1jzUg31 1 0-10-4 _2-6-0 1 1- 1-10-8 1 1 1-4-0 11 1-4-8 1 1 1-4-8 I 2-5-4 1 Scale=1:30.7 2x4 I 4x8 -- 2x4 I 5x8 — 11x4 4x6 z 3x8 -- 2x4 4x8 — 4x8 = 1 2 3 4 5 5 7 8 9 10 K 'Y \ N -_ -Fi /19 18 17 16 15 14 13 124x8 = 1 4x4 = 5x12= 2x4 1 4x6 = 3x4 244 11 4x10= 2x4 II 3-74 5-7-4 611-4 8-6-0 ; _.10-0-12 1 11-3-12 12-8-4 15-2-4 17-9-11 17-10-8 • 3-7-4 __2-0-0 1-4-0 1$12 1-6-12 130 1-4-8 2-6-0 2-7-7 0-0-13 _ - Plate Offsets(X,Y): [2:0-3-8,Edge],[4:0-1-8,Edgel,[5:0-1-8,0-0-0],[7:0-2-8,Edge],[9:0-2-8,Edgej,[10:0-1-8,Edge],[11:0-1-8,Edge],[12:0-1-8,Edgel,[13:0-3-O.Edge],[16:0-1-8 ,Edoel.117:0-1-8,Edoel.f18:0-5-12.Edael.[19:Edge.0-1-81 _ LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/de8 Ud 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 IBC20061TPI2002 (Matrix) Weight:92 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 5-9-0 oc pudins, 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.Camp./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 C.,�tiPEO PROFFS� t- NG1M1gFg /0*444 9 85525PE 2 114."./' 2,2c) �.}�lv dQSEPN O RENEWAL DATE: 12/31/2013 April 3,2012 A WARNING-Verify design parameter:and read notes on Min Truss Design Drawing and Included DrJ Reference sheet(rev.03-11')before use-Design valid nor use with MiTek connector plates only.This design is based only upon parameters shown,end is for en individual building mm L.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 designations shown on individual web and chord members are for compression buckling only,not forbullding stability bracing.Additional temporary reslrainV diagonal bracing to insure stability during constmction 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/7BI 1,DSB439 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. _ __ Job Truss 'Truss Type - i Oty Ply PULTE SUM CRK BLDG 7 UPPER FLOOR - 15380488 191203127 A03 FLOOR 2 nal) Pra-Buid Clackamas Truss,Clackamas.OR 97015-1129 ---------- - �7.2 Reference MiTe(optk Industries, nds ID:xMEW ioSa18 MNUzlE0n 1yiPo_zDbgIG,lnc. kpfGeon Apr rncL2 g yBXnW 75MPage 1 q G1yIcG?NOfMN 8-5-0 -1 yiPo_zDbglGac3gQkpiGehrncLg?yBXnWd75MVzUg34 I 4-2-8 _ &ryp 4-2-8 4-2-8 Scale=1:16.2 4x6 = 1 2 4x6 = 4 II 4 5 4 ---_ HHUS2C 2 7 8, 9 4x12 l x 2x4 2x4 II 4-2-8 _+ —- 8-5-0 Plate Offsets(X,Y): [2:0-1-12,0-2-0],[4:0-1-12.0-2-0].[7:0-6-0,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deg Ud PLATES GRIP TCLL 40.0 ! Plates Increase 1.00 TC 0.29 Vert(LL) -0.07 6-7 >999 360 • MT20 220/195 TCDL 10.0 ! Lumber Increase 1.00 BC 0.68 Vert(TL) -0.13 6-7 >702 240 BCLL 0.0 Rep Stress!nor NO WB 0.33 Horz(TL) -0.00 6 n/a n/a BCDL 5.0 i Code IRC2006/TPI2002 (Matrix) Weight:82 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 6 DF No.2 G end verticals. WEBS 2 x 4 DF Std G'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W2:2 x 4 DF No.1&Btr G REACTIONS (lb/size) 8=1241/0-5-8 (min.0-1-8),6=1477/05-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-8=1089/0,2.3=-4091/0,3-4=-4091/0,4-6=-1089/0 WEBS 3-7=-350/0,2-7=0/4177,4-7=0/4177 NOTES 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2 x 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-7-0 oc. Webs connected as follows:2 x 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section,Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)A plate rating reduction of 20%has been applied for the green lumber members. 4)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 5)"Fix heels only Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced 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. PROFFS 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 ct N GlNF� chord. The design/selection of such connection device(s)is the responsibility of others. � '�� O✓ LOAD CASE(S) Standard • ' 85525PE 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=-100 0 ' � "1 Continued on page 2 1'12,2 {�} 08E:PN 10 RENEWAL DATE: 12/31/2013 April 3,2012 WARNING-Verify design parameters and read notes on'his Trues Design Drawing and included en Reference Sheet(rev.03-11')before use.Design valid for use wih MITek connector plates only.This design is ant is only upon paameters shown,end tr far an f the tual b,iltlirg installer. Lateral.Applrestraty dfsignan par shown n Inproper'web and ofchn the core are forsresponsibilityuc ondesitner oruiownerabihy busing andinstaller. marestraint of design pa shown on d proper web and Incorporation chord members are for compression bucklingof bo only,not designer own 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 CQ"'UINY LIINGuc SBCA at wwws m bcindustry.co . - - • Job Truss Truss Type Qly Ply PULTE SUM CRK BLDG 7 UPPER FLOOR 15380988 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 ID:xMEWgioSa1 BOykG?NOfMNUzIEOn-1yiPo_zDbglGac3gQkpfGehmcLg?yBXnWd75MVzUg34 LOAD CASE(S) Standard Concentrated Loads(lb) Vert:7=-1000(F)9=-800(F) AWARNING-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 MTek connector plates only.This design is based only upon parameters shown,and is for an individual building component_Applicability r atii!" 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 s the responsibility of the installer.Additional permanent building stability bracing of the overall structure • is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, �k�a���f� delivery,erection,lateral restraint and diagonal bracing.consul)ANSI/TPI 1,DSB-89 and SCSI(Building Component Safely Information)available fmrnw.SBCA at wwabcindustry.com. wf/I�N. ZtC Job �TN99 Truss Type OIY Ply PULTE SUM CfiK BLDG 7 UPPER FLOOR 15380489 B1203127 A3 FLOOR 2 1 .,Job Reference(optional) Pro-BUMd Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc Mon Apr 02 19:0102 2012 Page 1 ID:tkMGFOgj6eR8B1ONUrhgSvzlE01-OwVlril MPNNZgOxeCHPgziOfl MW5dXMWfvrsljzUg3? 1.9-10 _ 1 2 2x4 I 3 3x4 = 4 2x4 II Scale=1:9.4 a (V \ n, �T, 6 3x4 334= 3-10-e 3-10-8 Plate Offsets(X,Y): [2:0-1-$Edge],[4:0-1-8,Edge],[6:0-1-8,Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Lid PLATES GRIP TCLL 40.0 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 Incl. YES WB 0.04 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code 1BC2006/TPI2002 (Matrix) 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 strangbacks,on edge,spaced at 10-0-0 cc 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 PROp 1/4, 85525PE 14, 0'12 20, .}'‘ 14QSEPN 0� RENEWAL DATE: 1 2/3 1/2 0 1 3 April 3,2012 A WARNING-Verily design parameters and read notes on this Truss Design Drawing and Included DrJ Reference Sheet(rev.03-11')before use.Design 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 aiit designations shown on individual web and chord members are for compression buckling only,not forbuiiding 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', n delivery,erection,lateral restraint and diagonal bracing,consult ANSUTPI 1,DSB-89 and SCSI(Building Component Safety Information)available from CONSUL17NiG LLC SBCA at www'.9bcindustry corn. • Job Foss Truss Type •Qty Ply PULTE SUM CRK BLDG 7 UPPER FLOOR 15380490] 131203127 A04 1FLOOR 2 2 Job Reference(optional) Pm-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 IO:g7U0f4rzdFisRLamcFkIXKzlE0j-1y1Po_zDbglGac3gQkpfGehm6LpQyGfn Wd75MVZUg34 3-8-8 3-8-8 1 2 434 = 3 2x4 !! 4 Scale=1:9.4 • 2x4 7 6 5 4x4 3b6 LOADING(psf) SPACING 2-0-0 CSI DEFL in (roc) Ildefl Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.32 Vert(LL) -0.00 5-6 >999 360 MT20 220/195 TCOL 10.0 i 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/fP12002 (Matrix) Weight:36 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 OF 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 ANSIRPI 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 ac 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=-10e cO PR0FLE. N0INFF9 (..„0„� 85525PE "OSEpH 0� RENEWAL DATE: 12/31/2 013 April 3,2012 vWARNING-Verify desgn 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 conneeor plates only.This design is based only upon parameters shown,end 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 al ding stability bracing.Additional temporary restraint 's diagonal bracing to insure stability dudrg construction the responsibility of the installer.Additional permanent building stability bracing of the overall structure • • is the responsibility of the building designer or owner arthe trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, CONSULTING delivery,erection,lateral restraint and diagonal bracing,consult ANSIRPI 1,DSB'89 and BCSI(Building Component Safety Information)available from CONSULTI G LLC SBCA at www.sbcindusbry.com. Job Truss Truss Type Qty Ply PULTE SUM CRK BLDG 7 UPPER FLOOR 1 15380491 81203127 A06 FLOOR 1 • 2 Job Reference(optional) Pro-Build Clackamas Timis.Clackamas,OR 97015-1129 7250 s Au 25 2011 MiTek Industries,Inc. Mon Apr 02 19:00:58 2012 Page 1 ID:Ei11-84 wA4QIo1LHOH.9yzIE0g-VOGn?K_rM8t7BmdszSLuosEs51?hhWSwkHtfuyzUg33 1 3-2-4 8-44 _. I 7-8-8 11$$ 16-8-9 3-2-4 3-2-4 __-- 1-4-0 4-0-0 4-0-0 ---1 Scale=1:27.2 1 1-4-0 i 2x4 I 4x10 = 3x6= 2x4 11 5x10 = 2x4 1 2 3 pp 4 5 6 d � — __ �a�� �;_ • 14 15 12 16 11 10 95i� 8 7 4x8= 2x4 11 8x8 2x4 II 2x4 I 4xf. HUS26 3-2-4 8-4-8 _-__— 1 7-8-8 11-8-8 15$$ 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],f9:0-3-0.0-1-12] --- LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Lid 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!nor 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.18Btr 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 2x4DFStdG REACTIONS (lb/size) 13=2869/0-4-0 (min.0-1-8),7=1327/0-4-0 (min.0.1.8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-9093/0,34=-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. �Q 'pit- FS 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 ,.,d OF be attached to walls at their outer ends or restrained by other means. -c ' (3)NE' ' ' 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 '- F ' �1-' truss(es)BEAM(1 ply 2 x 4 DF) to front face of bottom chord. Q� 85525PE ter' 9)Fill all nail holes where hanger is in contact with lumber. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)500 lb down at 14-0,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 � - ,00,1 �44 Continued on page 2 '�J 12 4+ �SEPN 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 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 restrainZit& designations shown on individual web and chard 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 W ww �lnNG__:_,SBCA at www.sbdndustry.com. • Job Truss Truss Type Qty Ply PULTE SUM CRK BLDG 7 UPPER FLOOR • • 15380491 /31203127 A06 FLOOR i1 2 Job Reference(optional Pm-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 252011 MiTek Industries,Inc.Mon Apr 02 19:)0:58 2012 Page 2 I O:Ei9915hwA4Ql01 LHOH?9yzlE0g-V9Gn?K_rMBt7BmdszS LuosEs51?hh W SwkHtfuyzU g33 LOAD CASE(S) Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:7-13=-10,1-6=-100 Concentrated Loads(lb) Veit:14=-500(F)15=-500(F)16=-1500(F) AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-1 P)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/ E • diagonal bracing to insure stability during construction Is she responsibility of the Installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, �a delivery,erection,lateral restraint and diagonal bracing,consult ANSUTPI 1,05889 end SCSI(Building Component Safety Information)available from CONSULTING LLCSBCA al wwwsbcindustry.com. _ _ !Job !Truss .Truss Type 10ty Ply PULTE SUM CRK BLDG 7 UPPER FLOOR - 15380492 1 B1203127 1A08 FLOOR 1 • 1 2 Job Reference(optional) Pro-Buid Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Ire.Mon Apr 02 1 B 0039 2012 Page 1 I D:A5Hvjnv8SoK8X6S)PpJTENzlEOe-zLp9Cg?U7S?_pwC3X9s7L3m0L8KeOzJ4zxcCQOzUg32 3-2-4 _.. 6-4-8 7-8-8 11-8-8 15-8-8 3-2-4 3-2-4 -+._.__1-4-0 4-0-0 4-0-0 I Scale=127.2 1 1 1-4-0 2x4 II 4x10 = 3x6= 2x4 II 5x10 = 2x4 I 1 23 2 24 3 25 4 16 5 27 6 o k 1 e __ _ N _ _ Fig 14 15 16 12 17 18 11 19 10 20 95.6 21 8 22 �K 4x8 2x4 .1 658 = 2x4 1 2x4 11 4x6 = NUS26 i__ 3-2-4 I 6-4-8 7-8-8 + 11-8.8 15-8-e_ 3-24__. __— 3-24 14-0 __._. 4-0-0 4-0-0 Plate Offsets(X.Y): [2.0.4.8,0.1.121,.15:0-5-0,0.1.121.19:0-3-0.0-1-12] —— LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.66 Vert(LL) -0.28 10 >654 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.73 Vert(TL) -0.59 9-10 >312 240 BCLL 0.0 Rep Stress Incr NO WB 0.89 Horz(TL) 0.07 7 n/a n/a BCDL 12.0 Code IRC2006/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.OE*Except* end verticals. B2:2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 DF Std G REACTIONS (lb/size) 13=2977/0-4-0 (min.0-1-6),7=1435/0-4-0 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-13=-298/0,2-24=-9524/0,3-24=-9524/0,3-25=-8419/0,4-25=-8419/0,4-26=-8419/0, 5-26=-8419/0,6-7=-294/0 BOT CHORD 13-14=0/8240,14-15=0/8240,15-16=0/8240,12-16=0/8240,12-17=0/8240,17-18=0/8240, 11-18=0/8240,11-19=0/8463,10-19=0/8461,10-20=0/8419,9-20=0/8419,9-21=0/5167, 8-21=0/5167,8-22=0/5167,7-22=0/5167 WEBS 4-9=457/0,3-10=-1259/0,2-12=0/1354,2-13=-8515/0,5-840/327,5-9=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. •�9,0 PROPe 6)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the c1' OlNE s/ el Top Chord and Bottom Chord,nonconcurrent with any other live loads. 'GN F9 t. 7)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 'Q' 85525PE r- 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. 9 OR 0 cr 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/�y i 2 Zp, Contf1RlL9 at,Wggg 4n bottom chord. The design/selection of such connection device(s)is the responsibility of others. J tG °SEPH RENEWAL DATE: 12/31/2013 April 3,2012 Al WARNING-Verify design parameters and read notes on this Truss Design Dewing and included D,J Reference Sheet(rev.03-11')before use.Design l valid for use with MiTek connector plates only.This design is based only upon parameters shown,and Is for an Individual building component.Applicability • 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 l is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage. /� }��aQ 1 delivery,erection,lateral restraint and diagonal bracing,consult ANSffTPI 1,DSB-89 and SCSI(Building Component Safety Information)available front CONSULTING(1.0 SBCA at www.sbcinduetry.cam. 1 CONS rR Job • Truss 'Truss Type Qty Ply PULTE SUM CRK BLDG 7 UPPER FLOOR I 15380482 B1203127 A08 FLOOR 1 2 Job Reference(optional) Pm-Build Clackamas Truss,Clackanas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc.Mon Apr 02 19:00:59 2012 Page 2 ID:A5Hvjnv6SoK8XeSjPpJTENziEOe-zLp9Cg?U7S?pwC3X9s7L3m0L8KeQzJ4ztcCQOzUg32 LOAD CASE(S) Standard 1)Floor.Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:7-13=-24,1-6=100 Concentrated Loads(lb) Vert:14=-500(F)16=-500(F)17=-1500(F) 1 A WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.DesignZtii 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 componenl 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, CONSISTING delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSISTING LLC I_ SBCA atwww.sbdndusey.eom. Job Truss Truss Type Qty Ply PULTE SUM CRK BLDG 7 UPPER FLOOR r 15380493 B1203127 A09 FLOOR 2 �a G Job Reference(optional) Pro-Build Clackamas Truss,Clackarnas,OR 97015-1129 7250 s Aug 25 2011 MiTek Industries,Inc.Mon Apr 02 19:01:00 2012 Page 1 ID:bgz2Lpx_IjijOaBl4xtAsOzIEOb-RXNY0006u17rR4nF5sNMuHJFxYjk9VyDCbMmzgzUg31 ((-3-1 5-3-7 10-8-11 15-9-12 1¢0.-12 d3 5-0-7 5-5-30'3 5-1.1 Scale=1:27.1 2x4 I I 2x4 II 5x8— 1 2 5x8= 3 4 5 6 __ . e O J _ O -- - 0 o I \y Z-..10 9 a Sx8 7 3x4= 5x6 3k4 II VI 5-3-7 E0--7 15-5-31 _. 15-9-12 1 3-02 Plate Offsets(X,V): [2:0-3-8,0-2-01,[5:0-3-8,0-2-01,[7:0-2-0,0-1-131,[8:0-3-8,0-2-01,[9:0-3-8,0-2-01,[10:0-0-5,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.41 Vert(LL) -0.33 8-9 >548 360 i MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.55 Vert(TL) -0.58 8-9 >313 240 I BCLL 0.0 Rep Stress Incr NO WB 0.54 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code IRC2006/TPI2002 (Matrix) I Weight:142 lb FT=10% LUMBER BRACING TOP CHORD 2 X 4 OF 2400F 1.7E TOP CHORD Structural wood sheathing directly applied or 5-9-0 oc purlins. BOT CHORD 2 X 6 DF 2400E 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.18,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 S-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 ANSUiPI 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.ndard �P�4 Pft-- LOAD E(S) 1)FloorC::Lumber ncrease=1.00,Plate Increase=1.00 + �N01N, E9 cS/Q* Uniform Loads(plf) �� 85525PE -vs' Vert:1-6=-100,7-10=-135(F=-125) J/ J '� / OREGON 1rdl:v<Y 12,V\4..4,C�v JOSEPN Oti RENEWAL DATE: 12/31/2013 April 3,2012 1 WARNING-Verify design parameters and reed notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-111 before use.Design valid for use with MRek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicabilly of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses end installer.Lateral restraint lit 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 end BCSI(Building Component Safety Information)available from CONSULTING ticSBCA al vrvw.sbcindustry.com • Job )Truss Truss Type Qty I Ply I PULTE SUM CFO(BLDG 7 UPPER FLOOR 15380494 I91203127 A FLOOR 10 1 Job Reference(optional) Pro-Budd Clackamas Truss,Clackamas,OR 97015-1129 7.250 a Aug 25 2011 MrTek Industries,Inc. Mon Apr 02 19:00:54 2012 Page 1 ID:vNRpamX9cady0_T3weoV l2zl E3i-d NOG9zxLlvMij9K5kcGye037e7eDlmwLpfvRJBzUg37 Or812 2-6-0 II 1-10-8 1114-0 11.6-0 11$0 1 1 2-4-7 2-6-1 i I 1-11-12 -.I 2-5-4 IF 2-5-4 I Scare=1:61.5 4x8 = 4x8 4x10 = 3x6 FP= 3x4 I I 4x6= 2x4 I 2x4 I 14x6 = 2x4 3x6 FP 3x4 5 4x6 = 4x12 = 2x4 '.I 2x4 11 4)88 = 4x6 =- 3x4 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 N 34 33 32 31 30 29 28 2726 25 24 23 22 21 20 4x6- 4x6 4x6 1-4-04x6 4x10 = 4x6= 402 = 3x6 FP= 2x4 1 4x6 = 3x6= 2x4 11 4x6 = 4x8 = 4x6= 27-11-0 p_ 3-74 1 5-7-4 I8-114 I 10-0-12 17-9-11 17-1{-0 20-52_ 25-9-12 27-9-9 II 90So1- 3z-11-0-._+._ 32-5:: -__1 9-7-4 2-0-0 14-0 3-1-8 7-8-15 04-5 24-3 5-4-0 1-11-12 2E-0 z-6-0 ta a1-0 Plate Offsets(X,Y): [1:Edge,0-1-8],[2:0-3-8,Edge],[3:0-2-12,Edge],[4:0-1-8,Edge],(5:0-1-8,0-0-0],[8:0-3-4,Edge],[12:0-1-8,Edge],[15:0-1-8,Edge],[16:0-1-8,0-0-0],[17:0-2-8 ,Edge],[18:0-1-8,Edge],[20:Edge,0-1-8],[21:0-2-0,Edge],[23:0-1-8,Edge],[24:0-1-8,Edge],(26:0-1-8,Edge],[29:0-1-8,Edge],[30:0-3-12,Edge],[31:0-1-8,Edge], [32:0-1-8,Edge],[33:0-1-8,Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (lot) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.85 Vert(LL) -0.26 22-23 >813 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.69 Vert(TL) -0.45 22-23 >471 360 BCLL 0.0 Rep Stress 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�/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. PR 4)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. '�t�,tia OFLC�, 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 \5 NG]NEF /Q be attached to walls at their outer ends or restrained by other means. ( ' 9 -' 6)CAUTION,Do not erect truss backwards. i:r 85525PE "f LOAD CASE(S) Standard 9 OREGON k" -7 G4Vi2,2s' 4 EPH 04 dOS RENEWAL DATE: 12/31/2 013 April 3,2012 AWARNING-Verify design parameters and read notes on this Tess Design Drawing and included Did Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability E 1 of design Parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint mit designations shown on individual web and chord members are for compression buckling only,not lorbuilding stability bracing.Additional temporary restraint diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure 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 ANSIfTPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSa)I llaef/2 LW SBCA at www.abdndustry.uom. YV/NYara ll�N Job Truss Truss Type Oty Ply PULTE SUM CRK BLDG 7 UPPER FLOOR 15380495 B1203127 83A FLOOR 1 1 . iJob Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250s Aug 252011 MiTek Industries,Inc.Mon Apr 02 19:01:03 2012 Page 1 I D:xdmxOW?7aFKOUL3GtUSLZ3zIEOW-s63g222_AgVQIXWgm?w3VvxolmpUMw7fuZaQZ9zUg3_ I 2-5-4 2-6-0 2-8-0 I Scale=1:17.9 4x8 — 2x4 'i 3x6 1 3x8 2 3 4 4x8 = 5 cg 0. I 9-: - 8`` 7 3x6 = 4x10 — 4x10 = I 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); 12:4-3-15,Edge3,[4:0-3-0,Edgei.18TEdge.0-1-8J. :Ed -1- . LOADING(psi) ' SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.05 7 >999 480 i 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!nor YES WB 0.26 Horz(TL) 0.02 6 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight:53 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.18Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 8=576/0.4-0 (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 • ��4Ep PROPS �w �NGINEF9 siO- 85525PE f' 9.4 E 4¢ 9,y U41'12,2 d�� ` OSEPH RENEWAL DATE: 12/31/2013 April 3,2012 ,! A WARNING-Veriy design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11'I before use.Design r valid for use with MiTek connector plates only.This design is based only upon peremetere shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of builcing 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) ZI diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure ON ! 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.sbcindrstry.com. Job 1Truss Truss Type Qty Ply PULTE SUM CRK BLDG 7 UPPER FLOOR 15380496 B1203127 C1 FLOOR 14 1 _ iJob Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc. Mon Apr 02 1901:04 2012 Page 1 ID:MCS40Y2714A)eloorYd02521E0T-KJd2GN3cx_d Hvh50 KiR127Utr9035Npp7DKz5bzUg2z 2-3rQ 1 1-4-0 , _. 2-6-0 11 2-6-0 _ 1 Scale=1:19.9 2x4 11 548— 244 I 3x8 = 3x6 = 1 2 3 4 5 4x8 — 6 i __ i �\ 4 1-40 N �� _ 1`, 12 5x8 11 W 3x6 9 8 r,' 2x4 2x4 I 3x6 — 4x10 — 5-3-0 1 6-4-8 7-8-8 10-4-0 12-11-8 15-8-8 -- - - 1-4-8 1-1-6 1-4-0 2-7-8 2-7-8 2-9-0 Plate Offsets(X V):..[2:0-1-8 Edge].[3:0-1-8.0-0-0],[4:0-3-QEdgel.f5:0-2-8,Edge],[7:Edae.0-1-8].[8:0-2-8.Edge],[10:0-1-8,Edge],f11:0-1-8,Edge],f12:Edge,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (Ioc) 1/defi L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.67 Vert(LL) -0.17 9-10 >810 480 MT20 220/195 TCDL 10.0 i Lumber Increase 1.00 BC 0.85 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 BCLL 5.0 1 Code IBC2006/TPI2002 (Matrix) Weight:56 Ib 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 (Ib)-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 4.5N0'lNE�9 ip-9 cc 85525PE r 9 / s- t• ,� 14, 64 y 12.2.(r ' JasEptl o$ RENEWAL DATE: 12/31/2 013 April 3,2012 1 A WARNING-Verify design parameters and read notes on this Truss Design Drawing and included OnJ 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 it • designations shown on individual web and chord members are for compression buckling only,not forbuiding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability dunng construction a the responsibility of the Installer.Additional permanent building stability bracing of the overall structure 11 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 ANSOTPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING uc Li SBCA at www.sbcindustry.com. • • Job Truss Tones Type -- - 'Qty I Ply PULTE SLIM CRK BLDG 7 UPPER FLOOR l • l5380497 l 81203127 C FLOOR 22 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7250 sAug 25 2011 Miick Industries,Inc. Mon Apr 02 19:01:03 2012 Pagel ID:IbZgRE3FOnzIb6yDf 12WG7zI E0R-s63g222_Ag VQIXWgm?w3Vvxlcmj_MIEfuZaQZ9zUg3_ I 0-9-0 I ----2-641 - —I i—_1-4-0 I 2-4-8 -- Scale=1:26.4 6x6 = 4x10 = 2x4 II 2x4 II 4x6 = 3x6 — 1 2 3 4 5 6 7 4xfi= 8 //j �� �``��-____` ®A' ,``\ \ it 1-4' 134nd= 12 11 10 4 6x8= 4x6= 3x6= 4x6 = 4x10 = �I-3-0 I 5-4-8 I 7-8-8 10-4-0_. 12-10-0 I 159-8 _.. 130 5-1-8 _-. 1-4-0 2-7-8 280 2-10-8 Plate Offsets(X,Y): [2:0-2-8,Edge],[3:0-4-2,Edge],[4:0-1-8,Edge],15:0-1-8,0-0-0],[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,Edgel,114:Edge.0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.51 Vert(LL) -0.22 10-11 >862 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.41 10-11 >452 360 BCLL 0.0 Rep Stress Incr 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 (lb)-Max.Comp./Max.Ten.-All forces 250(lb)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=-288/0,6-11=-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 al 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASES) Standard PED PR0Fe • ��4 NGINFE-sip9 - Q- 85525PE r- 13 "EGON RENEWAL DATE: 12/31/2013 April 3,2012 r Sk WARNING-Verify design parameters and read notes on this Truss Design Drawing andincluded Dri 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 restraintElli rt designators 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 constwction 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,slamge, I CONSULTING delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and SCSI(Building Component Safety Information)available from i W L�I�N LAC SBCA al www.sbcindustry.corn. (� Job Truss Truss Type Qty Ply I PULTE SUM CRK BLDG 7 UPPER FLOOR 15380498 .B1203127 'I C-DRAG 'FLOOR 1 1 I Job Reference(optional) Pro-Bold Clackamas Truss,Clac amas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc. Mon Apr 02 1901:05 2012 Page 1 ID:Ezhasv5WwPDOgQ6cnS5_LYzIEOP-oVBRTj4Fi IIBXrgDuQzXbK00fZLOgn7yLt3Wd2zUg2y 0-9-0 1 26-0 , 1-0-0_._..., I 2-3-0 Scale=1:26.8 4x8 — 2x4 II 2x4 I; 4.8 502 MT18H= 3x6 13x62q� 3 4x6 4 5 6 7 a 'e it -_ _ `\ `\ ` m I / `` o `_\\ `\\n N \ —^ 15 ->i.X_ ,':,2 _•._, /,_`.Ali.0 13 12 11 10 4ae 4x6= 4x6 = 4x6 = 2x4 II 4x6 = 5x12 MT18H= 3-9-0 1 6-4-8 7-8-8 10-4-0 _ 12-11-8_ 15-8-8 I _. 3-9-0 2-7-8 1-4--___..__ __ 2-7-8 _._... 2-7-8 2-9-0 Plate Offsets(X,Y): 12:0-3-8,EdgeL[3:0-1-8,Edgel,[4:0-1-8,Edgel,[5:0-1-8,0-0-01 16:0-3.8,Edge1,(9:Edge,0.1.81,112:0-1-8,Edge],[13:0-1.8,Edge],[14:0-1-8,Edgel.115:0-3-8,Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/de8 L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.80 Vert(LL) -0.26 11-12 >552 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.84 Vert(TL) -0.38 11-12 >374 360 MT18H 220/195 BCLL 0.0 Rep Stress Ina YES WB 0.48 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight:85 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 4-2-2 oc purlins, except BOT CHORD 4 X 2 DF No.1&Blr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 15=114/4-0-0 (min.0-1-8),9=630/0-4-0 (min.0-1-8),14=957/4-0-0 (min.0-1-8) Max Horz 15=92(LC 6) Max Uplift15=1123(LC 7),9=-15(LC 8),14=-505(LC 8) Max Grav15=1275(LC 15),9=817(LC 2),14=1863(LC 2) FORCES (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-418/418,2-3=-3243/3580,3-4=-4297/2623,4-5=-3299/1625,5-6=-2648/1073, 6-7=-2751/1054,7-8=-964/964 BOT CHORD 14-15=-3765/4404,14-16=-2471/2116,13-16=-2471/2134,12-13=-1180/2854, 11-12=-390/2711,10-11=-389/2712,9-10=-128/1711 WEBS 4-13=551/47,6-12=-1271/627,6-10=-1059/277,3-14=-1029/0,3-13=-254/2396, 2-14=3135/2539,2-15=-1835/1687,7-10=-92/417,7-9=-1849/139 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)A plate rating reduction of 20%has been applied for the green lumber members. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1123 lb uplift at joint 15,15 lb uplift at joint 9 and 505 lb uplift at joint 14. 5)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)This truss has been designed for a total drag load of 380 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 4-0-0 for 1492.3 plf. - � PR�JZ�s 7)'Fix heels only"Member end fixity model was used in the analysis and design of this truss. P E 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 .,....r3' NG1Ne, g`]'/' be attached to walls at their outer ends or restrained by other means. f-0 LOAD CASE(S) Standard 85525PE i p,i ' C1 ,, 11/� 7+ ' '12,2)\ 'CS `rOSEPN V� RENEWAL DATE: 12/31/2013 April 3,2012 A WARNING-Verity design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MlTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability ZiOji l of design parameters and proper incorporation of the component is responsibility of build trusses ng designer or owner of the 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 Safely Information)available from CONSULTING L SBCA at wwwsbdndusiry.com. Symbols Y Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4- Center plate on joint unless x,y Failure to Follow Could Cause Property � offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury raniDimensions are in ft-in-sixteenths. I I (Drawings not to scale) 11� and full Apply pylatesembed 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 1 braces themselves may require bracing,or alternative T,I,or Eliminator bracing should be fibn 1 2 3 considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced TOP CHORDS - trusses. 4. Provide copies of this truss design to the building designer,erection supervisor,property 4 owner and all other interested parties. 5. Cut members to bear tightly against each other. lhiL\111111Alopp 6. Place plates on each face of truss at each joint and embed fully.Knots and wane at joint i locations are regulated by ANSVTPI 1. For 4 x 2 orientation,locate 7. Design assumes trusses will be suitablyprotected f om the envi onmen in acco d w th plates 0-' a from outside 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%al time of fabrication. edge of truss. 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative O-8 C6-7 C5-6 2 treated,or green lumber. BOTTOM CHORDS t0.Camber is a non-structural consideration and is the responsibility of truss fabricator.General This symbol indicates the practice is to camber for dead load deflection. required direction of slots in 8 7 6 5 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. Connector plates. 12 Lumber used shall be of the species and size,and in all respects,equal to or better than that specified. • 13.Top chords must be sheathed or purlins provided at spacing indicated on design. *Plate location details available in MiTek 20/20 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 FARTH EST 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 no 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 Dui in writing,the use of these designs presumes approval,through the building designer or owner of the trusses,of the loads and related PRODUCT CODE APPROVALS design assumptions(e.g.spans,profiles,deflection,etc.)found on each of the individual LATERAL BRACING LOCATION design drawings. ' ICC-ES Reports: 22.These trusses are designed using MiTek Sapphire standard analysis methods in accordance with ANSIITPI 1 and related proprietary information. /� 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 andlor 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 wells of II 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 #..l NIP reaction section indicates joint I ©2011 DrJ Consulting,LLC All Rights Reserved fabricator. Competent professional advice should be secured relative to these items. number where bearings occur. 27.The accuracy of the truss design drawing relies upon accurate metal plate connector design values as published by MiTek and accurate design values for solid sawn lumber. Design values(E,Emin,Fb,Fc,Fcp,Ft,and Fv)for solid sawn lumber and approved, in 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 Design Specification for Metal Committee in accordance with the latest edition of ANSIITPI 1 Section 6.3. • Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. DrJ Consulting, LLC BCSI1: Building Component Safety Information, 6300 Enterprise Lane Guide to Good Practice for Handling, CONSULTING LLC Madison,WI 53719 • Installing Bracing& of of Metal Plate Connected Wood Trusses. • r APR112012 OITY OF TIGR D CONSULTING LLC U LDING DN►SIOH DrJ Consulting, LLC 6300 Enterprise Lane Madison, Wisconsin, 53719 Re: B1203128 MiTek 20/20 7.2 PULTE HOMES DLG 7 ROOF SUM CRK The truss drawing(s)referenced below have been prepared by DrJ Consulting,LLC under my direct supervision based on the parameters provided by ProBuild (Clackamas). Pages or sheets covered by this seal: I5380499 thruI5380531 My license renewal date for the state of Oregon is December 31,2013. Important Notice:The accuracy of the Truss Design Drawings relies upon: 1.Accurate metal plate connector design values as published by MiTek. 2.Accurate design values for solid sawn lumber.Design values(E,Emin,Fb,Fc,Fcperp,Ft,and Fv)for solid sawn lumber and approved,grade stamped, finger jointed lumber shall be as defined by the grade stamp prior to cross cutting and in accordance with the published values of lumber rules writing agencies approved by the Board of Review of the American Lumber Standards Committee in accordance with the latest edition of ANSIIIPI 1 Section 6.3. ���p PR OFFS C?. �G►NEE4,`j/Qy9 85525PE 9.4 ORE ON,` yti 64.12 2- -�'. �OSEPN � 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. 1J01, '!Truss Truss Type Qty Ply PULTE HOMES DLG 7 ROOF SUM CRK , 15380499 B1203128 A01 GABLE 1 1 Job Referencelootionel) Pro-Build Clackamas Truss,Clackanas,OR 9 7 01 5-112 9,tom 7.250 s May 11 2011 MiTek Industries,Inc.Toe Apr 03 17:07:08 2012 Page 1 I D:psYpOIL_XY7VhnhSwsUJYxzgerh-fC9E7gIOY0XIluMQSfuMCpnq BuBC4koxgol8fyzUMdn -Ii-0-Or. 19-6-0 39-0-0 1-0-0 19-6-019.6-0 Scale=1:66.7 5xe = 6.00 12 16 17 15 14 ', 18 , - \ 19 5x6 �� 12 20 •• 11 i 21 5x6 0?I. j vX�, 23 24 8 ,,} I� dIi 7 .@,3 5T14 sUr" 25 6 / ST9 ST70 S 1 )2 2 ST 1 ST10 S79 26 5 1- ST8 ST3 �' 27 4 i + ST6 &TT I : -T2 - 28 3 1 STA ST4 ST.0 ',1; 29 �, ST 5�9 ST3 6T2 01 ST1 RW20 �4 h ri a1 E ® ® @ 0 �� [�], B 'g 14 ® ^2 ri1 t: -a-� m El _ .. �.. _ .. • 6x10 6x10 57 56 55 54 53 52 51 60 49 48 47 48 45 44 43 42 41 40 39 38 37 36 35 34 33 32 71 5x6= 39-0-0 39-0-0 Plate Offsets(X,Y): [2:0-5-6,0-3-0],[10:0-3-0,0-3-0],[22:0-3-0,0-3-0],[30:05-6,0-3-04,[t4:0-3-0,0-3-0] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.52 Vert(LL) -0.00 1 Mr 180 MT20 220/195 TUX 10.0 Lumber Increase 1.15 BC 0.47 Vert(TL) -0.00 1 Mr 180 BCLL 0.0 ' Rep Stress Inv YES WB 0.10 Horz(TL) 0.05 43 Ma n/a BCDL 10.0 , Code IRC2009/TPI2007 (Matrix) Wind(LL) -0.00 1 Mr 90 Weight:303 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3.1.1 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 3-4-9 ac bracing. WEBS 2 x 4 OF 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)45,47.48,49,50,51,52,53,54,55,58,57,43,41, 40,39,38,37,36,35,34,33,32 except 2=-2052(LC 11),30=-2004(LC 14),31=124(LC 17) Max Gray All reactions 250 lb or less at joint(s)44,45,46,47,48,49,50,51,52,53,54,55,56, 57,43,42,41,40,39,38,37,36,35,34,33,32 except 2=2196(LC 10),30=2105(LC 9), 31=260(LC 28) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-4575/4373,3-4=4026/3917,45=-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=-1522/1657,12.134-1220/1376, 13-14=-922/1098,14-15=-625/823,15-16=-330/510,16-17=-330/506,17-18=-625/810,18-134-922/1076, 19-234-1220/1346,20-21=1522/1618,21-22=-1819/1889,22-234-2123/2171,23-24=-2411/2438, 24-25=-2713/2720,25-26=-3011/2998,26-27=-3323/3286,27-28=-3650/3566,28-234-3976/3868, 29-30=-4530/4375 GOT CHORD 2-57=-3851/4043,56-57=-3461/3583,55-56=-3195/3343,54-55=-2928/3077,53-54=-2661/2810, 52.534-2395/2543,51-52=-2128/2277,50.51=-1861/2010,49-50=-1596/1745,48-49=-1329/1478, 47-434-1063/1212,46-47=-796/945,45-46=529/678,44-45=-263/412,43-44=-263/412,42-43=-529/678, 41-434-796/945,40-1=-1063/1212,39-434-1329/1478,38-334-1596/1745,37-334-1861/2010, 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 NOTES 'f\C, PROp�rS� 1)Unbalanced roof live loads have been considered for this design. ,`C3 �NG)NEk• 4-, 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; �' qc c•I Lumber DOL=1.33 plate grip DOL=1.33 �W 45�J)t; C 9r- 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 4 applicable,or consult qualified building designer as per ANSUTPI 1. 4)115.olb AC unit load placed on the bottom chord,19-6-0 from left end,supported at two points,5-0-0 apart. 5)All plates are 2x4 MT20 unless otherwise indicated. 6)Gable requires continuous bottom chord bearing. �'�, B CC 7)Gable studs spaced at 1-4-0 oc. �/, J, +� 8)This truss has been designed for a 10.0 psf bottom chord live load nonconaurent with any other live loads. '9 �� 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 y 12,2 4 ConEg) ayeolper members. °SEPN Q RENEWAL DATE: 12/31/2013 April 3,2012 Na AlWARNING-Verify design parameters and reed notes on this Truss Design Drawing end included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MRek 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 sabiliy 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, delvery,erection,lateral restraint and diagonal bracing.consult ANSI/TPI 1,DSB-89 and SCSI(Buttlirg Component Safety Information)available from CONSULTING_s SBCA SBCA at www.sbcindustry.com. Job Truss Truss Type Oty Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380499 I B1203128 A01 GABLE t t Job Reference(notional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,torn 7.250 s May 11 2011 MiTek Industries,Inc.Tue Apr 03 17:07:09 2012 Page 2 ID:psYpOtL_XY7VhnhSwsUJYxzgerh-7PjcKOmfJJfcN2xdONPb10J?xIXRpB 143SVhBOzUMd m 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 1jt=1b)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 ANS17TP1 1. 13)This truss has been designed fora total drag load of 200 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33)Connect truss to resist drag loads along bottom chord from 0-0-0 to 39-0-0 for 200.0 p8. 14)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 11 111111111 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 ANSUTPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTINGL[C SBCA at www.sbcindustry.com. Job I Truss Truss Type Oh' Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380500 91203128 �'A02 DBL.FINK 2 1 _.. - -.- - Job Reference(optional) Pro-Road Clackamas Truss,Clackamas,OR 97015.1129,tom 7.250 s May 11 2011 MITek Industries,Inc.Tue Apr 03 17:07:10 2012 Page 1 I D:Lg_RBYLLmE7e3e7GM8z47kzgeri-bbH_YLnH3doT?C Wpa4wgH Es4AimY VVVEI6E FjgzU MdI 1--00 qq 7-10-13 I_ 14-0-0 19-6-0 25-0-0 31-1-3 I 39-0-0 ____- 40-0-0 -0-d 7-10-13 6-1-3 5-6-0 5-6-0 6-1-3 7-10-13 1-0-0 Scale=1:67.3 5x6 = 6.00 I. 6 2x4 / // AA 2x4 I 3k6 5 ..----.1--"'"" � VA 7� qi 3x4 // , , 3x4 C • i/' w3 wq W4 { 11 q • \� 10 t'. .rt 1 -- ---.91 _ :;� --_.— B2 - I'" U 91 1t1r7 3x10 = 15 14 13 12 3x10 = 2x4 I I 8x8 - 8x8 — 2x4 11 7-10-13 I 14-0-0 ___ 25-0-0 31-1-3 39-0-0- 7-10-13 6-1-3 11-0-0 6.1.3 7-10-13 Plate Offsets(X,Y): 12:0-104,0-0-14).[10:0-10-4,0-0-141,[13:0-2-12,Edgel,[14:0-2-12,Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) kdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.93 Vert(LL) -0.39 13-14 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.53 Vert(TL) -1.03 13-14 >450 180 BCLL 0.0 • Rep Stress Ina YES WB 0.53 Horz(TL) 0.19 10 Na n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:200 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr 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.18BtrG 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=4.2ps1;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,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 fit between the bottom chord and any other members,with BCDL=10.opsf. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(n=lb)2=270,10=270. li 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. 4,�.5,t) PRQFes, LOAD CASE(S) Standard : ::: • �r` �y (it)• 2�'\ -k.f dOSEPN 0� RENEWAL DATE: 12/31/2013 April 3,2012 AWARNING-Verify design parameters and read notes on This Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design • valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint , designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restrains C diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure .7j 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/1PI 1,DSB-89 and BCSI(Building Component Safely Information)available from CONSULTING Lcc SBCA at vmwsbdndusiry.cem. Job r Truss Truss Type Oty Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380501 B1203128 A03 DBL.FINK 5 1 ' Job Reference Motional) _ Pro-Build Clackamas Truss,Clac kamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc.Tue Apr 03 17:07:11 2012 Page 1 ID:Lg_RBYLLmE?e3e7GM8z4?kzgerl3nrMlhovgxwKcM5?7oS3gRPE76ByHy4NWm oFHzUMdk 1 7-10-13 I 14-0-0 19-6-0 25-0-0 31-1-3 1 39-0-0 1O-0Q 7-10-13 6-1-3 5-6-0 5-6-0 6-1-3 7-10-13 1-0-0 Scale=1:68.7 5x6 6.00 i12 5� 2x4 II // �\ 0 2x4 II 3x6 > 4 ; // NA V 6 '� V� 3x6 3 /% V 7 3x4 O ��� ,�� \=\ 3x4 i �A w2 i _ iir 1 ---_ ___ B1 B \ Al B2 1' h 16 sy7 1' d 3x10 = 14 13 12 11 3x10 = 2x4 I'' 8x8= - 8x8 = 2x4 I I 7-10-13 I 14-0-0 +___ 25-0-0 __. 31-1-3 39-0-0 7-10-13 6-1-3 11-0-0 6-1-3 7.10.13 Plate Offsets(XV): [1:0-10-4,0-0-141.[9:0-10-4,0-0-14],[12:0-2-12,Edge],f13:0.2-12,Edgej LOADING(psf) SPACING 2-0-0 CBI • DEFL in (loci 1/defl Ud 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(fL) 0.19 9 nla n/a BCDL 10.0 Code IRC2009/TPI2007 • (Matrix) Weight:198 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr 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 DE Std G'Except' W1:2 x 4 DF No.18Btr G REACTIONS (Ib/size) 1=1926/Mechanical,9=2016/0-5-8 (min.0-2-2) Max Horz 1=-138(LC 6) Max Uplift 1=-215(LC 5),9=-270(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-3683/381,2-3=3061/282,340-2893/303,4-5=-3046/424,5.6=-3035/420,6-70-2938/297, 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 5-120203/1308,6-12=-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=25f1;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3)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 20.0psf 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 buss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except(it=lb)1=215,9=270. 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. s%t) PRO.-. 10)'Semi-rigid pitchbreaks with fixed heels'Member end fixity model was used in the analysis and design of this truss. . LOAD CASE(S) Standard wCh el NGf Ndt�9��A, 85525PE r' '$) v 0 G0N — 12, 4°SEPIA O RENEWAL DATE 12/31/2013 April 3,2012 WARNING-Verify desgnnnmmetplaes read notesdesign nhis ased Design Dnpaia and s tl DrJ is Reference Sheet individual c)mponeuse.Decabi validn dfor use with to MiTek connector er incorporation rps only.Tof ent eslyp upon paramuiern shown,and rs for an if the l and nsmper. La Apdrestain , of signati parameters nun properwbd of the component a is responsibility of building designer orui owner of the trusses and iiional temporary mp restraint iki desgnalibrs shown nn re st duet web ngd onstr min ss th era fpo nsblity of th bustling only non al pending nt buiil bradng.Aty bract g the structure restraint/ • diagonal bracing to insure stability during construction a me 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.labdrmatio,quality control,storage, �aaa���pp Y/S delivery,erection,lateral restraint and dagorral bracing,consult ANSI/TPI 1.DSB-89 and BCSI(Building Component Safety Information)available from WI�.iVill LLC �_ SBCA at wwwsbcindusby coin _ _ Job Truss Truss Type Oty Ply J PULTE HOMES DLG 7 ROOF SUM CRK 15380502 /31203128 A04 GABLE 1 1 Pro-Build Clackamas Truss.Clac l --- _ JobsMay 011 kames.OR 9 7015-1 7 29,tom 7.Job R Mae Reference 20n MiTek Industries,Inc.Tue Apr 0317:07:142012 Page i ID:psYpOtL_XY7VhnhSysUJYxzgerh-UM W VNjgn7sluTpgaper?MS41SgJEnURHpDkCSsczUMdh 1.0 _.._ 19-6-0 - I _ 39-0-0 q0-0� 1-0-0' 19-6-0 19-6-0 1-0-0 Scale=1:67.3 5x8 = 6.00[12 16 17 \` 13 - 19 5x6 % 12,,< 20 11 --y -� 21 5x6 J 10 22 n 9 23 I 24 d R 1� L.314 '13 2 25 6 mil- S110 S 1 S'. s 71 5 1 26 5 3 ST ST S `�'� ... 27 ST6 SF7 S . g S 4 STE ST Tt 28 4 29 1 11 S-3 ST2 mi 2' - l_ ST1 HW2 31131 6x10-- o 58 57 56 55 54 53 52 51 50 49 48 47 46 45 44 43 42 41 10 39 38 37 36 35 34 33 32 5x6 - 39-0-0 F - _. _ _..__ 39-0-0 I Plate Offsets(X,Y): 12:05-6,0-3-01.110:0-3-0,03-0L 122:0-3-0,0-3-01[30:0-5-6,0-3-01,(45:03-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.52 Vert(LL) 0.00 30 n/r 180 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.46 Vert(TL) 0.00 30 n/r 180 BOLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) 0.05 44 rda n/a BCDL 10.0 Code IRC200911PI2007 (Matrix) 1- Wirrd(LL) 0.00 31 ilk 90 Weight:304 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 3-1-2 oc purtins. BOT CHORD 2 x 4 DF No.1 SBtr G BOT CHORD Rigid ceiling directly applied or 3-4-14 oc bracing. WEBS 2 x 4 OF 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 Not 8Btr G WEDGE Left:2 X 6 DF No.2,Right:2 X 6 DF No.2 REACTIONS All bearings 39-0-0. (lb)- Max Horz 2=-128(LC 18) Max Uplift All uplift 100 lb or less atjoint(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 (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-4571/4374,3-4=-4021/3921,4-5=-3693/3629,5-6=-3367/3340,6.7=-3044/3057,7.8=-2729/2778, 8-9=2411/2497,9-10=-2123/2230,10-11=-1819/1947,11-12=-1522/1668,12-13=-1220/1386, 13-14=-922/1108,14-15=6241833,15-16=-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=-3195/3359,5556=-2928/3092.54-55=-2661/2825, 53-54=-2395/2559,52-53=-2128/2292,5152=-1861/2025,50-51=-1596/1760,49-500.1329/1493, 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=-2395/2558,3536=-2661/2825,34-35=-2928/3092,33-34=-3195/3358, 32-33=3461/3625,30-320-3851/4058 NOTES E4 p PROF- 1)Unbalanced roof live loads have been considered for this design. <(, 4 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Grp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; ,y�• '�NGiN�1F9 s<2 Lumber DOL=1.33 plate grip DOL=1.33 BCD 7 p 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. 85525PE 'r 4)115.01b AC unit load placed on the bottom chord,19-6-0 from left end,supported at two points,5-0-0 apart. . 5)All plates are 2x4 MT20 unless otherwise indicated. / 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. 11' •_ ,.N Q 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. !V 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 '9 G(y 12 rLp♦`1'� chord and any other members. Y trr Q C1 gatgoajoduc[ionof20%hasbeenappliedforthegreenlumbermembers. OSEP I RENEWAL DATE: 12/31/2013 April 3,2012 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability r of design parameters and proper incorporation of the component is responsibility of building designer or owner ul the trusses and installer.Lateral restraint j aiEgi designations shown on individual web and chord members are for compression buckling only,not lorbuilding stability bracing.Additional temporary restraint diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and SCSI(Building Component Safety Information)available front CONS 4e�AtA LtC SBCA et wwxsbcindustry.com. WWI/��,,YYYY�i/1/II�YY • Job (Truss Truss Type 'City 'Ply i PULTE HOMES DLG 7 ROOF SUM CRK 15380502 B1203128 A04 GABLE 1 1 Job Reference(optional) Pro-Build Clackamas PUSS.Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MITek Industries,Inc Tue Apr 0317:07:14 2012 Page 2 ID:psYpOtL_XY7VhM,SwsUJYxzgerh-UMW VNjgn7sluTpgapw?mS41 sgJEnURHpDkCSsczUMdh NOTES 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)46,48,49,50,51,52,53,54,55,56,57,58,44.42,41,40,39,38,37,38,35,34,33,32 except((t=1b)2=2054,30=2038. 12)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13)This truss has been designed fore total drag load of 200 pit Lumber DOL=(1.33)Plate grip 00L=(1.33)Connect truss to resist drag loads along bottom chord from 0-0-0 to 39-0-0 for 200.0 p8. 14)'Fix heels only Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard meta,:. 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 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 SCSI(Building Component Safely information)available from CONSULTING uC SBCA at www.sbcindustry.com. _ _ Job Truss Truss Type Qy Ply PULTE HOMES DIG 7 ROOF SUM CRK 15380503 B1203128 B01 GABLE 2 1 ' Jnh Refere0ro(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,torn 7.250s May 11 2011 MiTek Industries,Inc. Tue Apr 03 17:07:17 2012 Page 1 I D:ieoKEFPUbmdxAP?D9hZFinzgerd-uxCd 0IsgQngTKHY9U2YT4ifN I W GuhooGviR6TwzUMde 111.0.01 18-0.0 I 36-0-0 37-0-Q -0-0 18-0-0 18-0-0 1-0-0' Scale=1:62.3 5x6 = 6.00 12 15 16 14 13; 17 12 _- 16 11 1,---jr 19 3x6 % 10 v �20 3x6 J B g A 21 y, 7 I 23 dr 6, g 0 4111 2 11 ST 0 \\24 25 S Sr 5�'79 4 STB ST7 , 26 ST • S• „T4 ST� S 27 • • • 2 1 I* ll 252 ,7 -' ''B1. .. L__ 9 I 458 = 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 4x8= 5x6 = 1 _ _ 36-0-0 36-0-0 Plate Offsets(X,Y): 12:0-0-0,0-0-41.(28:Fdge,0-041,[41:0-3-0,0-3-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 9defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.49 Vert(LL) 0.00 29 n/r 180 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.43 Vert(TL) 0.01 29 n/r 180 BOLL 0.0 ' Rep Stress Incr YES WB 0.10 I Horz(TL) 0.04 40 Na Ma BCDL 10.0 Code IRC2009/TPI2007 (Matrix) W4nd(LL) 0.00 29 rift 90 Weight:263 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-2-14 oc pudins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 3-6-9 et bracing. OTHERS 2 x 4 DF Std G WEBS /Row at midpt 15-41,1442,1640 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(1C 28),28=2053(LC 9) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=4204/4073,34=-3352/3328,4-04-3063/3036,55=2739/2755,6-7=-2424/2476,7-8=2118/2198, 8-9=-1897/1934,9-10=-1820/1919,10-11=1521/1641,11-12=-122311362,12-13=-925/1084,13-14=-627/809, 14-15=333/496,15-16=-333/493,16-17=-627/797,17-18=-925/1062,18-19=-1223/1332,19-204-1521/1602, 20-21=1820/1872,21-22=-1854/1884,22-23=-2118/2148,23-24=24162427,24-25=-27142705, 25-26=-3013/2993,26-27=-3332/3284,27-28=4155/4029 BOT CHORD 2-52=-3570/3753,51.52=-2928/3086,50.51=-2634/2820,49-50-23942553,4849=-2128/2286, 47-48=-1861/2020.4647=-1594/1753,4548=-1328/1486,44-404-1061/1220,4344=-794/953, 4243=-528/686,4142=261/420,40-41=-261/420,3940=528/686,38-39=-794/953,37-38=-1061/1220, 36-37=-1328/1486,35-304-1594/1753,34-304-18612020,33-34=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�.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 ..d PROp 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 0' applicable,or consult qualified building designer as per ANSI/TPI 1. `C� ,�t1GINE&,. /ro 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. �G' 9 5)All plates are 2x4 MT20 unless otherwise indicated. 85525PE f 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 1-4-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl 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 chord and any other members. .fj 0 ('� 10)A plate rating reduction of 20%has been applied for the green lumber members. L 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joints)42,44,45,46,47,48,49.50.51,40,38,37, � V 36,35,34,33,32,31 except 11t=1b)2=1868,52=109,30=108,28=1871. -Y 1 Y 2 12, O,t1 1� dAti'l�girmAgegigned in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/I-PI 1. �OSEpIA T+ RENEWAL DATE: 12/31/201 3 April 3,2012 A WARNING-Verify design parameters and read rotes on this Truss Design Drawing and included DrJ Reference Sheet 3-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individuall 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 IisirolliN designations shown on individual web and chord members are for compression buckling only,not al ding stability bracing.Additional temporary ll structure diagonal bracing to insure stability duringrorowner construction is the responsiolily of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or o 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 SCSI(Building Component Safety Information)available from CONSVLTINGLLC SBCA at www.sbcindustry.com. I Job Truss Truss Type City Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380503 B1203120 B01 GABLE 2 1 L__.. • - Job Reference(cotionall Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc. Tue Apr 03 17:07:182012 Page 2 ID:iecKEFPUbmdxAP?D9hZFinzgard-M7m0D5tIB4oKyR7L2m4icwBY2wc70FGP7MAg?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 0-0-0to 36-0-0 for200.0 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 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. /a��/ deivery,erection,lateral restraint and diagonal bracing,consult ANSIRPI 1,D5B-0 /�W/NIV� 9 and BCSI(Building Component Safety Information)available from 117VA LLC SBCA at www.sbcinduslcoo. Job Truss Truss Type OIS' Ply PULTE HOMES DLO 7 ROOF SUM CRK 15380504 B1203128 B02 DBL.FINK 7 1 Job Reference(optional) Pro-Bulld Clackamas Truss,Clackanres.OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc.Tue Apr 0317:07:18 2012 Page 1 ID:Aq MiRbP6M4InnZaQjP4UF?zgerc-M7m0D5tl B4oKyR7L2m4iewBZPwW BQ8OP7MAg?NzUMdd 1-0-0 6-3-12 I 13-0-0 18-0-0 23-0-0 29-8-4 36-0-0 7-0-0 1-0-0 6-3-12 6-8-4 5-0-0 5-0-0 6-8.4 6-3-12 -0-0 Scale=1:62.3 5x6 = 6.00 12 �6 2x4 I �/ -- -' 2x4 II �� 7 3xB= , 4 • g �'� ��3x4 1 • 3x4 e • W4 W'3�A , / ,,,\ �iy�3 W4 �V %/ :A /� 10 d L/ o 3x10 = 15 14 13 12 3x10 2x4 I 8x8 = 8x8 = 2x4 I I 6-3-12 13-0-0 23-0-0 29-8-4 36-0-0 6-3-12 -_----+-- - 6-8-4 10-0-0 6-8-4 6-3-12 Plate Offsets(X,Y): 12:0-10-4,0-0.10j,110:0.10-0,0-0.10],[13:0-2-12,Edge],[14:0-2-12,Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) llde6 lid PLATES GRIP TCLL 25.0 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 BCLL 0.0 ' Rep Stress Incr YES WB 0.54 1 Horz(TL) 0.16 10 n/a Na BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:185 lb FT=10% L LUMBER BRACING TOP CHORD 2 x 4 OF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 3.3.2 oc pudins. BOT CHORD 2 x 4 DF No.18Btr G'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B2:2X 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 (lb)-Max.Comp./Max.Ten.-All forces 250(lb)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=-26/1786,1 3-1 7=2611 7 86,12-13=-205/2883, 10-12=-205/2883 WEBS 6-13=-203/1222,7-13=-451/255,9-13=-566/221,6-14=-203/1222,5-14=-451/255,3-14=-566/220 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.opsf;h=256;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.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=I0.0psf. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except(t=lb)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. LOADCASE(S) Standard ‹tiitD PR()FEES G ,%... 9 fo, 85525PE c OREGON a 4.,12- -Y+ v1r12,2l. -}A" art O RENEWAL DATE: 12/31/2 013 April 3,2012 fbWARNING-Verify MiTek connector parameters and read rites on this sed only Drawing and included DrJn for n i Sheet(rbuiding component.before use.Dec validf for use with properincorporationplates a of tt design isbasedis es upon responsibility of building shown,and isownerr anindividual trusses and r. Lateral Applicabilityai Et of design parametershownand of the members component of Quilting designer or of the and installer. restraint designations shown on individual web and chord are for compression buckling only,not al ding stability bracing.Additional temporaryllstructure restraint/ li 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 SCSI(Budding Component Safely Information)available from CONSU �YA LLC, L__ 58CA at www.sbcindustry.com. YV/WYL nP Job Truss 1 Truss Type Oty Ply PULTE HOMES DLG 7 ROOF SUM CRN 15380505 B1203128 C01 GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,torn 7.250 s May 11 2011 MiTek Industries,Inc_ The Apr 03 17:07:21 2012 Page 1 ID:e0v4fxQ17OtePi9cH6bjnCzgerb-niR8r6wAU?Avpuswjud PEYp3a8e7dcrrgKPKcizUMda 114Y01 17-0-0 I - -_ - 34-0-0 r-0-g 1-0-0 17-0-0 17-0-0 1-0-0 Scale=1:59.0 4x4 = 6.00 12 14 13 15 12 \ 16 11 17 3x6 10 - ;llr 18 9 193x6 < S 20 21 B ---;22 S ^S 5 10 1 ST10 • 23 S 24 ST 25 3 S s 5T4 S 5T3 1 S 171 26 2 rid ._ _. . ._ . .. 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 I __.. .... 34-0-0 ( 34-0-0 Plate Offsets(X,`is f2:0-0-0,0-0-41,120:0-0-0,0-0M1,f26:0-0-0,0-0-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (roc) Udell Ud PLATES GRIP TOLL 25.0 Plates Increase 1.15 TC 0.47 Vert(LL) 0.00 27 n/r 180 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.41 Vert(TL) 0.01 27 n/r 180 BCLL 0.0 • Rep Stress!nor YES WB 0.11 Horz(TL) 0.04 37 We n/a BCDL 10.0 Code IRC2009ITPI2007 (Matrix) i Wiind(LL) 0.00 26 n/r 90 Weight:238 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 3-4-1 oc pudins. BOT CHORD 2 x 4 DF No.188V 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. (16)- 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 Tess 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 (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=3965/3846,34=-3063/3031,4-5-2716/2739,5-6=-2428/2463,6-7=-2118/2185,7.6=-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=-2118/2138,22-23-24162416,23-24=-2690/2698, 24-25=3037/2990,25-26=-3917/3805 BOT CHORD 2-49=-3371/3545,4849=2661/2812,47-48=-2368/2545,4647=-2128/2279,4546=-1861/2012. 44-45=-1594/1745,43-44=-1328/1479,4243=-1061/1212,4142=-794/945,4041=528/679,3940=-261/412, 38-39=-128/279,37-36=-261/412,36-37-528/679,3536=-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 349=-255/143,25-28=-255/142 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2ps4 BCDL=6.opsf;h=256;Cat.II;Dip 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 ANSIITPI 1. stD PROP 4)All plates re arei 2x4 Mn unless otherwise indicated.ing. Cs 11iE, �/ - 5)Gable requires continuous bottom chord bearing. . F Q 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �- 85525PE f 8)-This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 9)A plate rating reduction of 20%has been applied for the green lumber members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)40,41,42,43,44,45,46,47,48,37,36,35, 34,33,32,31,30,29 except 01=Ib)26=1772,2=1761,49=114,28=114. �, O G,► tic 11)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. d ♦ 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 'T t'(y 12 2'CP T'� from 0-0-0 to 34-0-0 for 200.0 plf. - es... daWrracitsitQty2 Member end fixity model was used in the analysis and design of this truss. OSEPH RENEWAL DATE: 12/31/2013 April 3,2012 1 a WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicebifty of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint is ir;El 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 end diagonal bredng,consult ANSI/TPI 1.DSB-89 and BCSI(Building Component Safely Information)available from CONSULTING LCC SBCA at www.sbcndustry.com. _ _. _ _ Job Truss Truss Type OH PULTE HOMES DLG 7 ROOF SUM CPo( 05 Truss15380505 B1203128 C01 GABLE 1 1 ' Job Reference(o tionall Pro-Build Clackamas Truss.Cleckanlas,OR 97015-1129,bra 7.250 s May 11 2011 MiTek Industries,Inc.Tue Apr 03 17:07:21 2012 Page 2 ID:e0v4fxQ17OtePi9cH6bjnCzge b-niRSr6wAUTAvpuswjudPEYp3a8e7dcrrgKPKcizUMda LOAD CASE(S) Standard • �a WARNING-Verifyh desMiTek parameters r and read notesis designon this Truss DesignnluDrawing and included DrJnis Reference Sheet(rev.ding c)before use.Decabi validfy use with connectorpropr incorporationctps otly.Tofih coo ent esp nson parameters shown,and rs fowr an ift ie trus buies dingand component Apperal restrain , df design par shown nun proper wbad dT therre beers oreisdesigneror 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 stablllly bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilitiss,fabrication,quality control,storage, delivery,erection,lateral restraint end diagonal bracing,comsat ANSUTPI I,DSB-89 and SCSI(Bulging Component Safety Information)available from CONSULTING L.c SBCA at www.sbcindustry.con. __. Job Truss Truss Type I lily Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380506 131203126 C01-A GABLE 1 1 Job Reference tootionall 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 ID:eOv4fx0170tePi9cH6bjnCzgerb-BH7HU8y3mwYTgMbVOOA6sBRapLfpgzal W Id_DOzUMdX -I-0-q 17-0-0 I 34-0-0 35-0-0 1.0-0' 17-0-0 17-0-0 1-0-0 Scale=1:59.0 4x4 - 6.00 12 14 13 / 15 1z 16 11 - 17 3x6 -' 10 18 9 ;;§ 19 3x6 J 7 8 ICI --R.;'�421 6 1 11 �- ,� 22 ab 23 5 - - S 10 1�0 , 4 ST 11 ... 24 3 ,?yam ST S I 3 SIi '"pp I�L�� 25 S I I ST4 S(Th� ST2 $T3 • . _ ,. I y __ 26 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 i 34-0-0 Plate Offsets(X,Y): 12:0-0-0,0-0-41,120:0-0-0,0-0-1,[26:0-0-0,0-0-4f • • LOADING (pal) SPACING 2-0-0 CSI DEFL in (lac) 1/deO Ud PLATES GRIP TOLL 25.0 Plates Increase 1.15 TC 0.47 Vert(LL) 0.00 27 n/r 180 MT20 220/195 • TCDL 10.0 Lumber Increase 1.15 BC 0.41 Vert(TL) 0.01 27 n/r 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Horz(TL) 0.04 37 n/a n/a BCDL 10.0 • Code IRC2009/TPI2007 1 (Matrix) Wind(LL) 0.00 28 n/r 90 Weight 238 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.l&Btr G TOP CHORD Structural wood sheathing directly applied or 3-4-1 oc purlins. DOT 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. (lb)- 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)38,40.41,42,43,44,45,48,47,48.37,36,35, 34,33,32,31,30,29 except 26=1958(LC 9),2=1958(LC 10),49=352(LC 25),28=352(LC 28) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)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=-21182138.22-234-2416/2416,23-24=-2690/2698, 24-25=-3037/2990,25-26=-3917/3805 ROT CHORD 2-49=3371/3515,48-49-2661/2812,47-48=-2368/2545,46-47=21282279,4546=-1861/2012, 44-45=4594/1745,4344=-1328/1479,4243=-1061/1212,4142=-794/945,4041=528/679,3940=-261/412, 3839=128279,37-38=-261/412,36-37=-528/679,35-36=-794/945,34-35=-1061/1212,33-34=-1328/1479, 32-334-1594/1745,31-32=-1861/2012,30-31=-21282279,29-30=-2368/2545,28-29=-2661/2812, 28-28=-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=4.2psh BCDLs6i.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. c D PR OFF 4)AlI plates are 2x4 MT20 unless otherwise indicated. 5C is 5) Gable requires continuous bottom chord bearing. ..zs ic.NOlNEk, /0 6) Gable studs spaced at 1-4-0 oc. w�? �7 ' 7)This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. $5525PE r 8)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)A plate rating reduction of 20%has been applied for the green lumber members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)40,41,42,43.44,45,46,47,48,37,36,35, 34,33,32,31,30,29 except(jt=lb)26=1772,2=1761,49=114,28=114. wt ,E 0 r fr 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. r' i, = tr A. 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 'q�1� from 0-0-0 to 34-0-0 for 200.0 p8. -Y Jr;i r 2 2 etw- 1 ��36610114gLy2Member end fixity model was used in the analysis and design of this truss. 0SEP% v RENEWAL DATE: 12/31/2013 April 3,2012 WARNING-Verify design parameters and read notes on this Truss Design Drawing end included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MTek connector er ps only This design is based onlyp upon parameters shown,and is for an individual tru l esbuilding component.r. Lateral restrain of design parameters n n proper incorporationd of the are is responsibility uckbuildingbuckling designer orui owner of the trusses and Clonal temporary Lpo a restraint Elk/ diagonalibrs shown nn individual web ngd onstr members ere for nsmlity of th bnstaing goy,non al pending nt iity bracing.ty b acngl the 11 struct! diagonal bracing to insureflbs stability during r or owner is the responsibility of the installer.regarding 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,DS13-89 and BCSI(Building Component Safety Information)available from LTInV.aw.4e LLC SBCA at wwwsbcinduslry ern VV/NV •/ 'Job Truss Tntss Type Oly Ply PULTE HOMES DIG 7 ROOF SUM CRK 15380508 /31203128 C01-A 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 17:07:24 2012 Page 2 ID:e0v4fxO17OtePi9cH6bjnCzgerb-B H7HU8y3mwYTg MbVOOA6sBRapLipgza I W Id_DOzU MdX LOAD CASE(S) Standard AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-113 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 2of design parameters and proper incorporation of me component is responsibility of building designer or owner of the trusses and inslaller. Lateral restraint designations shown on individual web and chord members are for compression budding only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building sbbilily bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabicalion,quality control,storage,delivery,erection,lateral restraint end diagonal bracing,consult ANSVTPI 1,DSB-89 and SCSI(Building Component Safety Inlormalion)available from aNWRanN/�6LLC SBCA et www.sbcindustry.com.___ .Job Truss Truss Type Qty Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380507 81203128 CO2 DBL.FINK 3 1 ' _ Job Reference(ootfonal) Pro-Build Clackamas Truss.Clackames.OR 9 7 01 5-1129,tom 7.250 s May 11 2011 MITek Indusmes,Inc. Tue Apr 03 17:07:25 2012 Page 1 ID:e0v4fxQl70tePi9cH6b[nCzgerb-fUhfhUzhXEgKI VAhykiLOO_IPIv7YMURkxNXlTzU Md W 71-0-0I 6-5-14 12.0-0 17-0-0 22-0-0 27-6-2 I 34-0-0 35-0-0 1-0-0 6-5-14 5-6-2 5-0-0 5-0-0 5-6-2 6-5-14 1-0-0 Scale=1:59.0 4x8 6.00 12 6 2x4 I 2x4 II 7 j / V� "9� 3x8 i d 3x4 / V A 3x4 3 i � 9 ,---r1--- w /� �y• II • y \'1 n 11.7 3x10 — 15 14 13 12 3x10 = 2x4 11 8x8 = 8x8= 2x4 I: 6-5-14 12-0-0 22-0-0 27-6-2 34-0-0 i _ 6-5-14 5-6-2 10-0-0 5-6-2 6-5-14 Plate Offsets(X,Y): [2:0-104,0-0.101,[6:0-3-0,0-1-81,[10:0-104,0-0-10],[13:0-2-12,EdgeL[14:0-2-12,Edgel LOADING (psi) SPACING 2-0-0 CSI DEFL in (tort) 1/defi Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.48 Vert(LL) -0.28 13-14 >999 240 MT20 220/195 TCOL 10.0 Lumber Increase 1.15 BC 0.80 Vert(TL) -0.77 13-14 >523 180 BCLL 0.0 • Rep Stress her YES WB 0.32 Horz(TL) 0.14 10 Na n/a BCDL 10.0 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 3-26 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 X6DF No.2G WEBS 2 x 4 DF Std G*Except* W1:2x4 DF No.1&BtrG 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 (lb)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when Shown. TOP CHORD 2-3=-3130/302,34=-2649/218,4-5=2498/236,56=-2658/354,6-7=-2658/354,76=-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=6.0psh 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 buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.0psl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except gt=lb)2=234,10=234. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9)'Fix heels only'Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard �\C�NGIPlEF9<2 kt ct 85525PE r 9ti L(y12 V JOSEpO 04 RENEWAL DATEE 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 E of design parameters and proper Incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint xi;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 CO and BCSI(Building Component Safety Information)available from NSULTIp NG LLC - - SBCA at wwwsbcindustry.com. Job Truss Thus Type i Oty Ply PULTE HOMES DLG 7 ROOF SUM CRK ' 15380508 B1203128 CO2-A DBL.FINK 3 1 'Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129.tom 7.250 s May 11 2011 MITek Industries,Inc. Tue Apr 03 17:07:26 2012 Page 1 ID:e0v4fxQ170tePi9cH6bjnCzgerb-7g F1 vgzJ IYpBvlkuVRDaxcWw99FEHpkazb65HvzUMdV .1-0-0; 6-5-14 12-0-0 17-0-0 22-0-0 27-6-2 34-0-0 1-0-0 6-5-14 5-6-2 5-0-0 5-0-0 5-6-2 6-5-14 1-0-0 Scale=1:59.0 4x6 = 8.00 12 6 9r4 I I L ,��. •�\ 2x4 I I 3x6 s /�' - - 3x6 4 8 M -- 0 3x4 i, 3x4 -t WI, �/ , 1 W1: 9 w W: w4 %/ ,: i „- r 2 i' `V ' % , 10 11 ca O 3x10 = 15 14 13 12 3x10�'= \ 6 2x4 I I 8x8 — 8x8 = 2x4 'I 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): 12:0-10-4,0-0-10116:0-3-0,0-1-81(10:0-10-4,040-101,113:0-2-12,Edgel,[14:0-2-12,Edgel LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) Udell L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.48 Verl(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 i BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:175 lb FT=10% LUMBER BRACING TOP CHORD 2 x4 OF No.1&Blr G TOP CHORD Structural wood sheathing directly applied or 3-2-6 oc pudins. BOT CHORD 2 x4 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 2 x 4 DF Std G*Except' W 1:2 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 (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3130/302,3-4=-2649/218,4-5=-2498/236,5-6=-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=-21/1690,16-175-21/1690,13-17=-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=258;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3)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 nonconcument with any other live loads. 5)•This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except(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 ANSITTPI 1. 9)'Fix heels any"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 5<C¢t1GP EFtOSi 4�` F9 o. x 85525PE r 15 ,, REC �� 9 L1Y12,2�{ �� J�SEPH O RENEWAL DATE: 12/31/2o13 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 of design parameters and proper incorporation of the component is responsibility of bullring 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 forbuiiding stability bracing.Additional temporary restraint) diagonal bracing to insure stability during construction is the responsibility of Be 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, CONSULTING delivery,erection,lateral restraint and diagonal bracing,consult ANSI7tPI 1,DSB-89 and BCSI(Building Component Safely Information)available from CONSULTING LLC I SBCA at www.abclndustry.com. ti Truss Truss Type IOy Ply I 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 Pagel ID:6DTTsHRNuhOVlskogg6yKQzgera-bspP6A_x3rx2XpJ439kpUp342Yb00GTkCFsegLzUMdU 6-5-14 12-0-0 17-0-0 I 22-0-0 27-6-2 i 34-0-0 J5-0.0 6-5-14 5-6-2 5-0-0 5-0-0 5-6-2 6-5-14 '1-0-0 Scale=1:58.4 4x6 = 6.00 112 5 2z4 I ,// 944 l 3x6 4 e /=' i '� �\ 3x6 i- �/ V:, �\ 7 3 / •, p c 3x4 �/ �\� --A 3x4 ab 2 = ' 1 Nl1 V�1\ ------ -----------------.13 B �� W� �‘ W2 - 1 yH, W3 /� �•V �'�� W4 pig 81 ��I B2 -�®- ' -2. 9 1B. 3x10 = 14 13 12 11 3x10 = 2x4 II 8x8 = 8x8 = 2x4 II 6-5-14 12-0-0 22-0-0 i 27-6-2 34-0-0 6-5-14 5-6-2 10-0-0 5-6-2 6-5-14 Plate Offsets(X,Y): [1:0-10-4,0-0-10],[5:03-0,0-1-81,ISU-104,0-0-101.112:0-2-12,Edgel.113:0-2-12,Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deg Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.54 Vert(LL) -0.28 12.13 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.80 Vert(TL) -0.78 12-13 >518 180 BCLL 0.0 ' Rep Stress!nor YES WB 0.36 Horz(TL) 0.14 9 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight 173 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 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 x4 DF No.1&BbG REACTIONS (Ib/size) 1=1670/Mechanical,9=1761/0-5-8 (min.0-1-14) Max Horz 1=-123(LC 6) Max Uplift 1=180(LC 5),9=-235(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-PJI forces 250(lb)or less except when shown. TOP CHORD 1-2-3197/321,2-3=-2681/225,3-0=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=-526213 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psC BCDL=6.Opsf;h=258;Cat II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 bye loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to buss connections. e)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except(jt=lb)1=180,9=235. 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. --- 10)'Fix heels only"Member end fxity model was used in the analysis and design of this buss. < [t0 PROPS LOAD CASE(S) Standard �� 0NGINE,c9 �p 17 $5525PE r- 14, �,OREG. -12"14., 9 L4 -12,2�\t.�� 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 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/ 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 boiktirg designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control.storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI,'TPI 1.DSB-89 and SCSI(Building Component Safety Information)available from CONSOLING LLCSBCA at wwwsbdndostry.com. !Job Trues Truss Type Qly Ply i PULTE HOMES DLO 7 ROOF SUM CRK 15380510 i81203128 CO3-A DBL.FINK 6 1 ,Job Reference(optional) Pro-Bulld Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MITek Industries,Inc.Tue Apr 03 17:07:28 2012 Page 1 ID:6DTTsHRNuh0V1skogg6yKQzgera-42MoJV?Zg93v9zuGdsF201 cFoyxfljtRvbCMozUMdT 6-5-14 I 12-0-0 I 17-0-0 I 22-0-0 I 27-6-2 i 34-0-0 35-0-0 6-5-14 5-6-2 5-0-0 5-0-0 5-6-2 6-5-14 1.0-0 Scale=1:58.4 4x6 = 6.00'.12 g55, 2x4 II 3x6 4 // lllT-� 6 3x6 '- // '`y � S. 3x4 i , // \\, '\ `\3x4 ; 2 /� 1 W1, / ,...� W: // A; W7 / ' U-- .\\ • 73 i E i y r� 1p_ �� y A� 99 dl & .:; Pt °T _.. B2 l� - ___ 131_.. o,= Oldy ddd 3x10 = 14 138b 12 11 3x10�=\7 2x4 I I 8x8 = 8x8 -- 2x4 II • 6-5-14 12-0-0 22-0-0 27-6-2 34-0-0 8-5-14 5-6-2 10-0-0 5-8-2 6-5-14 Plate Offsets(X,Y): [1:0-10-4,0-0-101,[5:0-3-0,0-1-81,[9:0-10-4,0-0-10],I12:02-12,Edge],I13:0-2-12,Edga1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ice) I/defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.54 Vert(LL) -0.28 12-13 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.80 Vert(TL) -0.78 12-13 >518 180 BCLL 0.0 - Rep Stress Ina YES WB 0.38 Horz(TL) 0.14 9 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight 173 lb FT=10% LUMBER _.. BRACING TOP CHORD 2 x 4 DF No.18Btr 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. B2:2X6DF No.2G WEBS 2 x 4 DF Std G'Except* W1:2x4 DF No.1&BtrG 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.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-3197/321,2-3=-2681/225,3-0=2530243,4-5=-2688/360,5-6=-2675/355,6-7=-2515/237, 7-8=-2666219,8-9=-3146/304 BOT CHORD 1-14=-3022760,13-14=-302/2760,13-15=-25/1705,15-16=-25/1705,12-16=25/1705,11-12=171/2703, 9-11=-1712703 WEBS 5-12=-180/1172,6-12=395/225,8-12=-477/198,5-13=-186/1193,4-13=-391/223,2-13=-526213 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 D0L=1.33 plate grip DOL=1.33 3)115.olb 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 joints)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. nn 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. �{- �D PR VP�Css LOAD CASE(S) Standard , ,,.NAV �9 �O1 Mal "7 k- 85525PE C.- '9 0- •k 2 9j V122C)'\ -ii1 "SEPN p�✓ RENEWAL DATE: 12/31/2013 April 3,2012 WARNING-Verify design parameters and read notes on this Truss Design Drawing and included On Reference Sheet(rev.03-11')before use.Design • valid for use with MiTek connector plates only.This design is based only upon parameters shown,end is for an individual building component.Applicability zifilif 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 forbuiding 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 �s/ap�II��aas� delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safely Information)available from I r1 oii LIL 1NG LLC SBCA at www.sbcindustry.com. _ _ Job Truss I Truss Type Oty Ply PULTE HOMES DLG 7 ROOF SLIM CRK 15380511 B1203128 C04 GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackarras,OR 97015-1129,tom 7250 s May 11 2011 MiTek Industries,Inc. Tue Apr 03 17:07:30 2012 Page 1 ID:aP1 r4dS7f78Me0J_OXdBsdzgerZ-ORUYkBOciMmJdOH2f cHHX5Shctmi4Dg3AuD41QgzgzUMdR F 17-0-0 34-0-0 �.r,. 17-0-0 17-0-0 11-0-09 Scale=1:58.4 4x4 = 6.00 12 13 12 14 • 15 10 c 16 3x6 % 9 17 8 '_ • 183x6 � S 7 920 JI 5 ��- \�21 ET .. 4 S'0 1 ST10 A 22 3 i- - 3T7 ST9 ST0 ST9 ST � � 23 k " / � - 24 2 ST3 ST4ST1 ST2ST1 ; . . . .....5T5 I,. d 2526 en d \.. 4z8 48 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): I1:0-0-0,0-0-4],119:0-0-0,0-0-0],125:0-0-0,0-0.41 LOADING(pat) SPACING 2-0-0 CSI DEFL in (loc) Vdee Lid 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 nlr 180 BCLL 0.0 • Rep Stress Ina YES WB 0.11 Horz(TL) 0.04 36 n/a n/a SCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wlnd(LL) 0.00 25 nit' 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 or3-4-0 oc puffins. BOT CHORD 2 x 4 DF No.1&Btr G SOT 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=1675(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=-26612812,46-47=-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=-128279,36-37=-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=-21282279,28-29=-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=4.2pst 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/I-PI 1. �to PROF? 4)All plates are 2x4 MT20 unless otherwise indicated. \•C'�N° E. 's1/O 5)Gable requires continuous bottom chard bearing. Cj 6)Gable studs spaced at 1-4-0 oc. �(? 'Z-9 7)This truss has been designed for a 10.0 prat bottom chord live load nonconcurrent with any other live loads. 85525PE r 8)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 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. ill, (t 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. . t N 1 Ar 12)This truss has been designed for a total drag load of 200 pit Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord 9�r� �( Q1`11� from 0-0-0 to 34-0-0 for 200.0 ptt. -Y✓n r12 Z r C7altiT 1g�Its -2Member end fixity model was used in the analysis and design of this truss. OSEPH RENEWAL DATE: 12/31/2013 April 3,2012 1I A WARNING-Verify design parameters and read notes on this Truss Design Drawing and included Do)Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an inrxvidual 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 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,consu8 ANS1/TPI 1,DSB-89 and BCSI(Building Component Safety information)available from IeieAa!SLlaTIYQ aaQLLC SBCA al wsbdnduslry.com.ww. Job Trues 1 cuss type 'City Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380511 B1203128 C04 '.GABLE - 11 1 ' ' —____-__— Job Reference'optional) Pro-Build Clackamas Truss,Clackemas,OR 97015-1129,tom 7.250 s May 11 2011 MITek Industries,Inc.Tue Apr 03 17:07:31 2012 Page 2 ID:aP1 r4dS?f?8MeOJ_OXdBsdzgerZ-Ud2wyX1 S74RO0Odd_omefEm2A2Jy7JK7tgsz7zUMdO LOAD CASE(S) Standard 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 r of design parameters and proper Incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint isilkir designations shown on individual web and chord members are for compression budding 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(Bulking Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job (Truss 1 Truss Type Qty Ply PULTE HOMES MG 7 ROOF SUM CRK 15380512 B1203128 C04-A 1GABLE 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 17:07:33 2012 Page 1 ID:aP1r4dS?f?8MeOJ_OXdBsdzgerZ-QOAhND3ifhhCFknEQPrEj4J6YzknQ1 peaBJz1?zUMdO 17-0-0 34-0-0 3$-p-q ~---- 17-0-0 17-0-0 '1-0-0' Scale=1:58.4 4x4 = 6.00 12 13 12 14 11 / 15 1fi 1/ 17 3x6 '% 9 a 8 3x6 -=-1: 19� 8 �_ • • J g ; 21 4 St 0 .1 Sill --� 22 7 'I. 23 2 5 • S --� 24 S 3 ST 5 T!� ST • 1 ' \\ 2526 `? j -41 S1 1 4x8 = 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 4z8 3x6 - 34-0-0 34-0-0 _._. Plate Offsets(X,Y): [1:0-0.0,0.0 41,119:0-0-0.0-0-01,.[25:0-0-0,0-0-4]. LOADING(psi) SPACING 2-0-0 CSI DEFL in (1oc) Udell L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.47 Vert(LL) 0.00 26 Nr 180 MT20 220/196 TCDL 10.0 Lumber Increase 1.15 BC 0.42 Vert(TL) 0.01 26 Nr 180 BCLL 0.0 • Rep Stress Ina YES WB 0,11 Horz(TL) 0.04 36 Na Na BCOL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.00 25 Nr 90 Weight 236 lb FT•10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 34-0 oc pudins. BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 3-7-9 oc bracing. OTHERS 2 x 4 DF Std G WEBS 1 Rowel 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=3061/3032,34=-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=-1820/1660.20_21•-2118/2138,21.22=-2416/2416,22-23=-2690/2698, 23-24=-3037/2990,24-25=-3917/3805 BOT CHORD 148=-3371/3545,47-48=-2861/2812,4647=-2368/2545,45-46=-2128/2279,44-45=-1861/2012, 43-44=-1594/1745,4243=-1328/1479,41-42=-1061/1212,40-41=-794/945,3940=-528/679,38-39=-261/412, 37-38=-128/279,36-37=-261/412,35-36=528/679,34-35=-794/945,3334=-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 -tt applicable,or consult qualified building designer as per ANSVTPI t D PRO Pe All plates are 2x4 MT20 unless otherwise indicated, 4r *KCIC G[N@ g s/y Gable requires continuous bottom chord bearing. NCO N C- O 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. O: 85525PE c- 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 61=1b)25=1772.1=1745,48=135,27=114. .Q sec,O GON �� 11)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 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 (y 12 2' '` from 0-0-0 to 34-0-0 for 200.0 pit. d1 t/ 1�+ ti����I I����y2Member end fixity model was used in the analysis and design of this truss. °SEE'PV RENEWAL DATE: 12/31/2013 April 3,2012 1 A WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design Is based only upon parameters shown,and Is for an Individual building component.Applicability of design parameters and proper Incorporation of the component Is responsibility of building designer or owner of the trusses and installer. Lateral restraint or designations shown on Individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to Insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure Is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and SCSI(Building Component Safety Information)available from CONSULTING LLc SBCA at www.sbcindustry.com. JOG Truss Truss Type Oty Ply PULTE HOMES DLG 7 ROOF SUM CRK I S330S 12 !B1203128 C04-A GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Cleckamas,OR 9 7 01 5-11 29,tom 7250 s May 11 2011 MiTek Industries,Inc.Tue Apr 03 17:07:34 2012 Page 2 ID:aP1 r4dS?f?8Me0J_OXdBsdzgerZ-uCk3aZ4KQ?p3tuMOz7MTGIsHIN409U3mpr2WZRzUMdN LOAD CASE(S) Standard • AWARNING-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 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 tie 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,DSB89 and BCSI(Building Component Safety Information)availede from OIL TING LLC SBCA at www.sbcirdustry.com. W/NVLLafP Job Truss Truss Type COY Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380513 B1203128 001 GABLE 2 1 I _ blob Reference lootionail Pro-Build Clackamas Truss,Clackan as,OR 970151129,tom 7.250 s May 11 2011 MiTek Industries,Inc.Tue Apr 03 17:07:34 2012 Page 1 I D:aP1 r4dS?f?BMeOJ_OXdBsdzgerZ-u Ck3aZ4KO?p3tuMOz7MTGIsOBNAN9VJmpr2 WZRzUMdN i -0-9-0 I _..—. 4-4-5 (�.-B-FI 7-3-107rr7-11 12-0-0 I 12-9-0 0-9-0 4-4-5 0-4-1 2-7-4 0-4-1 4-4-5 0-9-0 Scale=1:22.4 4x6 = 2x4 I 4x6 = 6 5 :1 • 2x4 I -V, 12 r _ ]\ 8 2x4 8.00 12 —i \ 2x4 II �. 9 D(4 II 9 3-'T1j S13 6T3 BT3 �v Ae� Tt a+ 5T2 ST2 / / / ST1 ST1 7V 1 - P --91 L — '�.A11 Id ' ice; s) .\ ''/.><'X''!k, /. .;' '< • ; r"X-;f .'\'/:/, :n;,:-\z'J�r�'^\' //' 'X ,-<:XY,)<-"."�\ .?�X'x,r\ 18 17 16 15 14 13 12 _ axe 2x4 I'. 2x4 I I 2x4 I I 2x4 I I 2x4 I I 2x4 I I 2x4 'I 3x6 4-4-5 _ ..__._. p�--8881 7-3-10 7r7.11 12-0-0 4-4-5 b-4-1 2-7-4 0-4.1 4-4-5 Plate Offsets(X,Y): 12:0-3-9,0-1-81,15:0-3-0,0-0-121,17:0-3-0,0-0-121,[10:0-3-9,0.1-01 LOADING(paf) ll SPACING 2-0-0 CSI DEFL in (lec) Vdefl Ud PLATES GRIP TCLL 25.0 I Plates Increase 1.15 TC 0.03 Vert(LL) -0.00 10 n/r 180 MT20 2201195 TCDL 10.0 Lumber Increase 1.15 BC 0.02 Vert(TL) 0.00 10 Nr 180 BCLL 0.0 ' Rep Stress her YES WB 0.03 Horz(TL) 0.00 10 rife rest BCDL 10.0 Code IRC2009ITPI2007 (Matrix) Wind(LL) 0.00 10 fir 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 6-0-0oc purlins,except BOT CHORD 2 x 4 DF No.1&Btr G 2-0-0 oc pudins(6-0-0 max.):5-7. OTHERS 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS All bearings 12-0-0. (Ib)- Max Horz 2--84(LC 4) Max Uplift All uplift 100 lb or less at joint(s)2,10,15,16,17,18,13,12 Max Gray All reactions 250 lb or less at joint(s)2,10,15,16,17,18,14,13,12 FORCES (Ib)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;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/7PI 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 nonconcurrant with any other live loads. 8)'This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)A plate rating reduction of 20%has been applied for the green lumber members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift 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 ANSIITPI 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 puffin along the top and/or bottom chord, LOAD CASE(S) Standard .so\tp PROFkCSS �� *... EF9 f02 Q 85525PE pr $2,.. v ••t •N ,� �� 17� Gl1'12 201 1k ` °SEPN O� RENEWAL DATE: 12/31/2013 April 3,2012 WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is bran individual building component.Applicability Ai of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and Installer. Lateral restraintdesignations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, ��p�/� �aa�a/� delivery,erection,lateral restraint and diagonal bracing,consult ANSIRPI 1.D58-89 and BCSI(Building Component Safety Infomlation)available from CONSUL 1NG llC SBCA at www.sbcindustry.com. Job Trues Truss Type I Oty Ply PULTE HOMES DLO 7 ROOF SUM CRK ' 15380514 81203128 D02 HOWE 2 1_. _. i 2 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc.Tue Apr 03 17:07:36 2012 Page 1 ID:2bbDHySdQJGDGAtByF8QPrzgerY-rbrp?E5ayc3n6CVp5YOxLjxfhBkidGB3G9XdeKzU MdL 3-3g5 6-0-0 8-8-1 12-0-0 3-3-15 2-8-1 2-8-1 3-3-15 4x6 I I Scale=128.7 3 8.00 12 , 326 I 3x6- • 4 '( T1 Ti, W1 - / • W3 W2 yq2 3 _ 5 1! - > l I — � .. i..L.I l$ HUS26 5 HUS26 7 HUS28 6 HUS26 X, 7x14 MT18H, 3x6 II 8x8= 3x6 l 7x14 MT18H HUS26 3-3-15 6-0-0 8-8-1 _I 12-0-0 3-3-15 2-8.1 2.8.1 •_--- 3-3-15 Plate Offsets(X,Y): [1:0-4-11,Edge1.[2:0-2-0,0-1-8L[3:0-2-12,0-2-0],[4:0-2-0,0-1-8],[5:0-4-11,Edge],[6:0-4$,0-1-8],[7:0-4-0,0-4-8].[8:0-4-8,0.1$] LARDING (psf) SPACING 240-I CSI DEFL in (loc) !Idea L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 ' IC 0.35 Vert(LL) -0.05 6-7 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.47 Vert(TL) -0.13 6-7 >999 180 MT18H 220/195 BCLL 0.0 ' Rep Stress Ina NO WB 0.58 Horz(TL) 0.04 5 rsla 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 purins. BOT CHORD 2 X 6 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x 4DFStd G'Except' WI:2x4DF No.18BIrG WEDGE Left 2 x 4 DF Sid,Right 2 x 4 OF Std REACTIONS (lb/size) 1=5269/05-8 (min.0-3-14),5=5269/0-543 (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 (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-11734/5505,2-3=-7291/2880,34=-7291/2880,4-5=-11734/5508 BOT CHORD 1-9=4511/9563,8-9=-3598/8650,8-10=-260077720,7-10=-2348/7400,7-11=-2309/7400,6-11=-2561/7720, 6-12=-3559/8650,5-12=4472/9563 WEBS 2-5=-580/2734,3-7n_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�.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. c 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1LSya PROSe 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 Cl between the bottom F,- s chord and any other members. �Ca ENGINE r0 8)A plate rating reduction of 20%has been applied for green lumber members. ,CO ' 9) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qtnlb)1=3525,5=3525. l•L'.-- $5525PE r 10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11)This truss has been designed for a total drag load of 625 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 12-0-0 for 625.0 pit. 12)'Fix heels only"Member end fixity model was used in the analysis and design of this truss. • - 13)Use Simpson Strong-Tie HUS26(14.10d Girder,4-10d Truss)or equivalent spaced at 2-0-0 oc max.starting at 2-0-0 from the left end to 10-0-0 to connect x" 18 R `:. 41- truss(es)CO3(1 ply 2 x 4 DF)to front face of bottom chord. cy0 ti{ As 14)Fill allllp nail holes where hanger is in contact with lumber. -Y 1)'12 2" 4y &Cnn6uedorSpSageSOndard `iOSEPN 0 T' 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, �����/ }a Y/�delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available Irom W/NYLII u LLC SBCA at www.sbdndustry.com. Job Truss Truss Type Ory Ply PULTE HOMES DLG 7 ROOF SUM CRI( 15380514 131203128 D02 HOWE 2 2 'Job Reference Motional) Pro-Build Clackamas Truss.Cleckemas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc. Tue Apr 03 17:07:38 2012 Page 2 I D:2bbD HySdQJGDGAtByF8QPrzgerY-rbrp?E5ayc3n6CV p5YOxLjxfhBkidGB3G9XdeKzUMd L LOAD CASE(S) Standard 1)Regular Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pit) Vert 1-5=-20,1-3=70,3-5=-70 Concentrated Loads(lb) Vert:7=-1900(F)9=-1900(F)10=-1900(F)11=-1900(F)12=-1900(F) • WARNING-Verify design parameters 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 ANSIRPI 1,DSB.89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at w.rw.sbdndustry.com. Job Truss Truss Type MY Ply PULTE HOMES DLG 7 ROOF SUM CRK ' /31203128 'E01 GABLE 1 1 15380515 f I Job Reference(optional) Pro-Build Clackamas Truss.Clackamas,OR 97015-1129,torn 7.250 s May 11 2011 MITek Industries,Inc. Tue Apr 03 17:07:36 2012 Page 1 I D:2bbDHySdOJGDGAtByF8OPrzgerY-rbrp7E5ayc3n6CVp5YOxLjxkiBrsdPu3G9XdeKzUMdL -0-9-01 5-5-12 I 10-11-8 111-8-8_. 0-9-0 5-5-12 5-5-12 0-9-0 4c4 = Scale=1:25.8 8 Zz4 7 6 2x4 I' �7' A ' 8.00 12 2x4 II ��-• I4 c 4 i 52x4 II dl ' v1 2x4 II �T1 i i . T1 A 8T3 T3 ST2 • ..--' .,•r :PI PI 10 2 .' � IIT II II �,. 11 rY ,o 18 17 16 15 14 13 12 _ - 3i� - 2x4 2x4 2x4 I 2x4 I I 2x4 I I 2x4 I I 2x4 I i 3x6 — 10-11-8 - 10-11-8 Plata Offsets D(Y); 12:oJ-6,0-1-8110:0-3-6,0-1-8] LOADING(psi) SPACING 2-0-0 CSI DEFL in (loc) I/de8 Lid PLATES GRIP • TCLL 25.0 Plates Increase 1.15 TO 0.03 Vert(LL) -0.00 10 nlr 180 MT20 220l195 TCDL 10.0 Lumber Increase 1.15 BC 0.02 Vert(TL) -0.00 10 nlr 180 BCLL 0.0 ' Rep Stress!nor NO WB 0.02 Horz(7L) 0.00 10 rda rca BCDL 10.0 Code IRC2009rFPI2007 (Matrix) Wind(LL) 0.00 10 nlr 90 Weight 54 lb FT•10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 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 Ib 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 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. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)2,10,16,17,18,14,13,12. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard PEp PRope,, �s�GINEFA so-,,,.. kC 85525PE 4.0 1/1, Z1'12,2fk) �1.- ` OsEPN c RENEWAL DATE: 12/31/2013 April 3,2012 Al WARNING-with design connectorn parameters and read notes on this Truss DesignluponDrawing and included DrJnis for n individual Sheet( d component.one use.Applicability Dec valid sirupeam Mack operiplatesonly.Thisfdesign component espt ofbulkinshown,andr wrentebuildingdaerali , ofiikl design parameters and proper webran chn of the beers are p of bulkingo ldesigner owner of the trusses and installer. Lptrar restraint designationsiag shown Ionnsure IntlN stability web and chordtrmen is members are for compressionbucklingta only,not l forbuildingpen stability bracing.ty acngl temporary over restraint/ i diagonal bracing to Insure illly during Construction is the responsibilityFr 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 ANSITTPI 1,DSB-89 and BCSI(Building Component Sated Information)availed°from CONSULTING _ SBCA at www.sbdndustry.com. 1 uC Job Truss Truss Type Qty Ply I PULTE HOMES OW ROOF SUM CRK 15380516 B1203128 E02 HOWE 1 n i •Job Referenr�_loptlonal) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May11 2011 MiTek Industries,Inc.rue Apr 0317:07:37 2012 Page 1 ID:2bbDHySdQJGDGAtByF8QPrzgerY-JnPBCa6DiwBdkM4?fFvAhvUpha4AMjDCVpHAAmzUMdK 2-8-14 5d-12 I 8-2-10 10-11-8 2-8-14 2-8-14 2-8-14 2-8-14 4x6 II Scab=1:24.8 3 I w 8.00;12 axe 9 / �A 3x6-� ' 4 I 2 • W1 j _7, � 7x14 MT18H - / W9 /W2 " � > 5 7x14 MT18H tt 1 IIj11 ' </ 7' 11 11=K1.1111 111113 HUS26 8 HUS26 7 HUS26 6 HUS26 3x8 II 8x8 = 3x8 II HUS26 2-8-14 5S12 I 8-2-10 10-11-8 2-8-14 2-8-14 2-8-14 2-8-14 Plate Offsets(X,'): [1:0-4-11 Edge],[2:0-2-0,0-1-8],[3-0-2-8,0-2-0],]4:0-2-0,0-1-BL 15:0-4-11,Edite1,16:0-4-12,0-1-81,17:03-0,0-4-121,18:0.4-12,0-1-81 -- - LOADING (pat) SPACING 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TOLL 25.0 Plates Increase 1.15 TC 0.40 Vert(LL) -0.05 7-8 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.46 Vert(TL) -0.13 7-8 >986 180 MT18H 220/195 BCLL 0.0 ' Rep Stress Incr NO WB 0.60 Horz(TL) 0.04 5 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight 118 lb FT=10% LUMBER BRACING - — TOP CHORD 2 x 4 DF No.l&Btr G TOP CHORD Structural wood sheathing directly applied or 3-9-3 oc{airlifts. BOT CHORD 2 X 6 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 a 4 OF Std G'Except* W1:2 x 4 OF No.18Btr G WEDGE Left:2 x 4 DF Std,Right:2 x 4 DF Std REACTIONS (Ib/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 Grav 1=7935(LC 10),5=9118(LC 9) FORCES (Ib)-Max.Comp./Max.Ten.•All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-12201/5644,2-3=-7844/3190,3-0=-7848/3191,4-5=-12333/5670 BOT CHORD 1-9=-4720/10115,8-9=-3562/8877,8-10=-2853/8167,7-10=-21627477,7-11=-1476/6931,6-11=-3029/8485, 6-12=-4276/9732,5-12=-4610/10065 W E BS 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.opsf;h=258;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5)All plates are MT20 plates unless otherwise indicated- �.-- 6)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. ``AEO PROPe 7)'This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom Co` GNG1 �A�+,p chord and any other members. GJ VV E -7 8)A plate rating reduction of 20%has been applied for the green lumber members. CT OG 1' 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. �w 85525PE 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. 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 j' from 0-0-0 to 10-11-7 for 700.1 p6. 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 .'lir B C B truss(es)A03(1 ply 2 x 4 DF)to front face of bottom chord. 1 ���Illjjj��� 14)Fill all nail holes where hanger is in contact with lumber. 4/I LI 0 ie 12 2 atT edAon f8a)ge andard '�OSEPM1 �� RENEWAL DATE: 12/31/2013 April 3,2012 WARNING-Verily design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint Et designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint diagonal bracing to insure stability during construction to the responsibility of the installer Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, �k delivery,erection,lateral restraint and diagonal bracing,consult ANSIRPI 1,DSB-89 and SCSI(Building Component Surety Information)available from COA S1ILTING♦_Lc SBCA at www.abc.ndustry.com. Job Truss Truss Type Qty Ply PULTE HOMES DLG 7 ROOF SUM CRK , 15380519 B1203128 !E02 HOWE 1 �f L Job Reference_(optionaq Pro-Build Clackamas Truss,Cleckamas,OR 97015-1129,tom 7250 s May 11 2011 MiTek Industries,Inc.Tue Apr 03 17:07:37 2012 Page 2 ID:2bbDHySdCIJGDGAtByF8QPrzgerYJnPBCa6DiwBdkM4?fFvAlwUpha4AI DCVpHAAmzUMdK LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pif) Vert:1-3=-70,3-5=-70,13=20 Concentrated Loads(lb) Vert 6=-2200(F)9=-2200(F)10=-2200(F)11=-2200(F)12=-2200(F) A WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for en 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 restraintwitt i Z designations shown on individual web and chord members are tar compression buckling only,not forbuilding stability bracing.Additional temporary restraint( diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, � �a w delivery,erosion,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and SCSI(Building Component Safety Information)available from CO'I e UL^NI'',Lc i i SBCA et www-sbcndastry.00m. __ • Job Truss Truss Type [City Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380517 B1203128 F02 MONO TRUSS 5 1 • Job Reference fontanel) Pro-Build Clackamas Truss,Clackamas,OR 97 01 5-11 29,Lim 7.250 s May 11 2011 MiTek Industries,Inc.Tue Apr 0317:07:382012 Page 1 ID:Xo9bVITFBc04uKSN Wygfy2zgerX-n_zaQw7rTEJ UMV83CzRP0804t_XJ5JmMkTOJIDzUMdJ -1-0-0 I 1-0-0 1-0-0 1-0-0 Scale=1:7.1 6.00 2 /� T1 B1 3x4 — -__ _ 1-0-0 __——I 1-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (Ioc) 6delt Ltd 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 0.02 Vert(TL) -0.00 2 >999 180 BOLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 ilia n/a BCDL 10.0 Code IRC2009/fP12007 (Matrix) Weight:5 lb FT=10% LUMBER BRACING TOP CHORD 2 x4 DF No.1&BIr 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/Medlanical,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 (Ib)-Max.Comp,/Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;100mph;TCOL=4.2ps1;BCDL=6.0psh 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)far 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 •��R ED PRO:ce cl t,N'iN���9 �039 - 85525PE52/ 1' 9 , G.' ss ��Q 9 <Y12,20 # �JQSEPH O t. RENEWAL DATE: 12/31/2013 April 3,2012 1 i A WARNING-Verify design parameters and read notes on this Truss Design Drawing and included OrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component. abifly • of design parameters and proper incorporation of the component is responsibility of building designer or owner of the tmaeea and installer. Lateraleral restraint Emit designations shown on individual web and onst members are for compression buckling only,not forbuilding stability bracing.Additionalgtemporary restraint/ diagonal bracing to finsurethe stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure • is the responsibility of th building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1.DSB-89 and SCSI(Building Component Safety Information)available from i SBCA atwww.sbcindustry.com. CONSULTING'lc i Job Truss Truss Type 01y Ply PULTE HOMES DLO 7 ROOF SUM CRK I 15380518 B1203128 LO1 GABLE 1 1 I l ,Ibh_Reference(opt;onal) Pro-Bold Clackamas Truss.Clacksmas,OR 97015-1129,tom 7.250 8 May 11 2011 MITek Industries,Inc. Tue Apr 03 17:07:38 2012 Page 1 ID:Xb9bVITFBcO4uKSN Wygfy2zgerX-n_zaQw7rTEJ U MV1BCzRPQ800N_UX5J_MkTOjiDzUMdJ -0-9-0 2-9-4 ___.. 5-6-8 6-3-8 1 0-9-0 2-9-4 2-9-4 0-9-0 4x4 = Scale:3/4"=1' 3 8.00 12 2x4 lI 2x4 al T1 ®1 7. T1 ST1 ST1 ' 4 2 1 qIII �1 5 1 18151 /j 2x4 II 82Y4 II 2x4 44 = 4x6 = I 2-9-4 I _.. . 5-6-8_... 2.94 2-9-4 Plate Offsets(X,Y): [2:0-0-7,0-0-21.[4:0-0-7,0-0-21 LOADING (psi SPACING 2-0-0 CSI DEFL in (roc) I/deli 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 BC 0.19 Vert(TL) -0.00 2-6 >999 180 BCLL 0.0 • I Rep Stress Ina NO WB 0.05 Fbrz(TL) 0.00 4 n/a n/a BCDL 10.0 1, Code IRC2009/TPI2007 (Matrix) Weight:24 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or4-5-11 oc purins. BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 5-8-5 oc bracing. WEBS 2s4DFStdG 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 (lb)-Max-Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2219/1992,3-4=-2219/1992 BOT CHORD 2.6=-1416/1571,46=1416/1571 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.0psf;h=259;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 36-0 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 lit=lb)2=1286,4=1288. 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=(133) Connect truss to resist drag loads along bottom chord from 0-0-0 to 5-6-8 for 625.0 plf. {a/� 11)"Fix heels only Member end fixity model was used in the analysis and design of this truss. .s�G�'.Q PR0Pets, LOAD CASE(S) Standard �N�'71(HE 'rio �V ¢- 85525PE r 9L ORE �� 1+ G1y12,2 �—} �OSEPN RENEWAL DATE; 12/31/2013 April 3,2012 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included Ord Reference Sheet(rev_03-11')before use.Design valid for use with MRek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability Emi;kfi 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, AY�delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,OSB-8 /s 9 and BCSI(Building Component Safety Information)available from CONSULTING ULT/NG LLC SBCA al vo w.sbcindustry.com. Job Truss Truss Type Qty Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380519 /31203128 '.L02 !GABLE 1 1 Jab Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 970161129,tom 7.250 s May 11 2011 MiTek Industries,Inc Tue Apr 03 17:07:39 2012 Page 1 I D:Xo9bV ITFBcO4uKSN W ygfy2zgerX-FAXyd G7TEXRLzfEOmgyezLZATOgPgmJ Vy7mHFizUMdl I -0-9-0 I 2-9-4 4-11-8 0-9-0 2-9-4 2-2-4 4x4= Scale=1:18.6 3 8.00 12 a ,V �.\FIFD, 5 N \% N Wi F T1 FMV2 d d BI r 7 2x4 I I 488= 6 5x8 I 2-94 4-11-8 2-9-4 2-2-4 Plate Offsets(X,Y): [2:0-0-3,Edgel,[5:0-5-6,0-0-21 LOADING (psi) SPACING 2-0-0 CSI DEFL in (lac) bdefl Ltd 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 Verf(TL) -0.00 2-7 >999 180 BCLL 0.0 • Rep Stress!nor NO WB 0.05 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:21 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 4-4-5 oc purlins. BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 5-3-6 oc bracing. WEBS 284DFStdG 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 Holz 2=167(LC 13) Max Uplift2=-1350(LC 15),5=-1294(LC 18) Max Gray 2=1552(LC 10),5=1473(LC 9) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2336/2139,3A=-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 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 lit between the bottom chord and any other members. 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except(jt=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 pa. 10)"Fix heels only'Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard _�jyF,4 PROPess �� t�O1NFE9 io4. Q 85525PE r 11,(OREGON y 4ft 0 '94.. (()'1220{ .4c V0,314EPO." RENEWAL DATE: 12/31/2 013 April 3,2012 t I WARNING-Verify design parameters and read notes an this Truss Design Drawing and included O ReferenceSheet(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 anindividual building component.Applicability E of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint mit designations shown on individual web and chard members are far compression buckling only,not pbulding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and SCSI(Building Component Safety Information)available from MOULTING uCSBCA at wwabcindustry.cam. Job Truss Truss Type Oty Ply PULTE HOMES DIG 7 ROOF SUM CRK ' 15390520 B1203129 MO1 MONO TRUSS 1 1 Job Reference(motional) ' Pro-Build Clackamas Toss,Clackanres,OR 97015-1129,torn 7.250 s May 11 2011 MiTek Industries,Inc.Tue Apr 03 17:07:39 2012 Page 1 IDAPXsFm1 rwfpnWKe4I96NFMzgeyYFAXydG7TEXRLzfEOmgyezLZFdOscgm0Vy7mHFfzUMdl I -1-0-0 I 2-0-0 I 1-0-0 2-0-0 Scale=1:9.7 6.00 12 X. ry T `�! 2 Ti 3x4 = I - 2-0-0 2-0-0 LOADING (psi) SPACING 2-0-0 CSI DEFL in (hoc) I/deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.05 Vert(LL) -0.00 2 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.08 Vert(TL) -0.00 2-4 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 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.18Btr G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puffins. BOT CHORD 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=18010-5-8 (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�.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 fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)A plate rating reduction of 20%has been applied for the green lumber members. 5) Refer to girder(s)for truss to truss connections. 6) Provide mechanical connection(by others)of truss to bearing plate at joint(s)3. 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,3. 8) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s)3. 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard PED PR OFF ���i. NG1NE,sg si0- Q- 85525PE v� GOct 9ii.�-11'12 2o,,.74-4 `OsEPN Oti 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 Z • of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary reSVainhiillEgl • 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 CONSULTING delivery,erection,lateral restraint and diagonal bracing,consult ANSI PI 1,DSB-89 and BCSI(Building Component Safely Information)available from LLC SBCA at w vri.sbcindustry.com. _ _ Job Truss i Truss Type (My Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380521 61203128 M01-A MONO TRUSS 1 1 Job Reference Motion* _. Pro-Build Clackamas Tiss,Clacktrras,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 Ke4i96N FMzgeyY-FAXydG7TEXRLzfEOmgyezLzFdOscgmOVy7mHFfzUMd I l._- -1-0-0 2-0-0 1-0-0 2-0-0 Scale=1:9.7 6.00 I12 �. ' j 2 T1 B1„„,----------------------------1"----' '--- I ri 3x4 = 2-0-0 2-0-0 -- LOADING (psi') SPACING 2-0-0 CSI DEFL in (Ioc) 1/def Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0,05 Vert(LL) -0.00 2 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.08 Vert(TL) -0.00 2-4 >999 180 BCLL 0.0 ' Rep Stress!nor YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight 716 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 pudlns. 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 Harz 2=64(LC 5) Max Uplift2=-69(LC 5),3=-24(LC 5) Max Grav 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=4.2paf;BCDL=6.0puf;h=25ft Cal.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 r onconc Trent 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) Reber to girder(s)for buss to truss connections. 6) Provide mechanical connection(by others)of truss to bearing plate al joint(s)3. 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,3. 8) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s)3. 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)'Fix heels only'Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard QtO PROFF ��G tr1GiNEc4>`P'0-$, 85525PE f rt t/o1, 4N12 20 E+ ` O,sEpN RENEWAL DATE: 12/31/2013 April 3,2012 A WARNING-Verify design parameters and read notes on this Truss Design Drawing and included D 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 responsibilityof bui designer or owner of the busses and installer. Lateral restraint ait designations shown on individual web chord members are for compression bucklingg only, 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,OSB-89 and BCSI(Building Component Safety Information)available from CONSI/LTINQLLC SBCA at wwwsbcindustry.com. Job Truss Truss Type qty Ply PULTE HOMES DLG 7 ROOF SUM CRIC 15380522 B1203128 M02 1MONO TRUSS 6 1 . i Job Reference(optional) ProGuid 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 IDXo9bVITFBcO4uKSN Wygfy2zgerX-FAXydG7TE XRLzfE 0mgyezLZFdOscgmO Vy7mH FfzUMdl I -1-0-0 1 2-0-0 1-0-0 2-0-0 Scab=1:9.7 6.00 112 r.-,1 Y / 2 T1 j i j Bi • - 1 ` i \ 3x4 = I 2-0-0 I 2-0-0 __.-.. LOADING (pit SPACING 2-0-0 CSI DEFL in (hoc) Udell Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.05 Vert(LL) -0.00 2 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.08 Vert(TL) -0.00 2-4 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 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&Blr 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 (Ib/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 (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.0psh h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-nse)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 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 buss. LOAD CASE(S) Standard RED PROF NeiNFF 6/09• 85525PE 1' mii VF 0.. • Q -71,`�Vt12,2c,�'1- t/OSEpr► 0 RENEWAL DATE: 12/31/2013 April 3,2012 1 A WARNING-Verify design parameters and read notes on this Truss Design Drawing and included 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 at the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint mit designations shown on individual web and chord members are for compression buckling only,not fomuilding 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 Safely Information)available from CONSULTING LAC l _ SBCA at vwcw.sbelnduatry.cem. _ Job Truss Truss Type Oty Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380523 B1203128 M02-A MONO TRUSS 6 1 _ I Job Reference(optional) Pro-Bulld Clackamas Truss.Claclumes.OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc. Tue Apr 03 17:07:39 2012 Pagel ID:Xo9bVITFBc04uKSN W ygfy2zgerX-FAXydG7TEXRLzfEOmgyezLZFdOscgmO Vy7mHFfzUMd I I -1.0.0I 2-0-0 1-0-0 2-0-0 Scale=1:9.7 6.00 12 j ;.r--, 2 / T1 i 3x4 = 2-0-0 2-0-0 LOADING (p5 SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 IC 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!nor YES WE 0.00 I Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IRC2009(TP12007 (Matrix) Weight:7 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-0-0oc 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 Hoe 2 ,4(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 (lb)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.ops1;h=258:Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2)This buss has been designed for a 10.0 psf bottom chord live lead nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)A plate rating reduction of 20%has been applied for the green lumber members. 5)Refer to girder(s)for buss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,3. 8)Beveled plate or shim required to provide full bearing surface with truss chord at joints)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 buss. LOAD CASE(S) Standard QE4 PR0p ���5 tNGINEE �r0* 85525PE r y '-'<Y12,2�, -¢± �OSEPN O' RENEWAL DATE 12/31/2013 April 3,2012 I WARNING-Verify design parameters read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design • valid for use with MITek connector plateses o only.This design is based only upon parameters shown,and is for an individualbuilding component.Applicability trusses 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,notnding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additionalal permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control.storage. delivery,erection,lateral restraint and diagonal bracing,consultANSPTPI 1.DSB-89 and SCSI(Building Component Safety Information)available from CONSULTING_,L __ __..SBCA at www.sbdndustiy.com. Job Truss Truss Type City Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380524 B1203128 PI KINGPOST 1 1 • Joh Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250s May 11 2011 MITek Industries,Inc. Tue Apr 03 17:07:40 2012 Page 1 ID:Xo9bV ITFBcO4uKSN Wygfy2zgerX-j M5Krc857rZCbppaKNTtVZ6LHo9WZC 1 e BnVgn5zU MdH -0-9-0H 4-3-12 8-5-0 • 0-9-0 4-3-12 4.1-4 Scale=1:21.2 4x4 3 8.00 112 j� \ (44 i T7 W1 ' 7 A\ 4 ,- • Y N O B1 5 i L. 2x4 II 5x10= Gx'0 4-3-12 8-5-0 ... _.. 4-3-12 Plate Offsets(X,Y): (2:0.1-10,Edge] I4:0-1-11,Edge] • LOADING (psi) SPACING 2-0-0 CSI DEFL in (la) 1/deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.38 Vert(LL) -0.01 2-5 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.29 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.18Btr G TOP CHORD Structural wood sheathing directly applied or 3-3-0 oc pudins. BOT CHORD 2 x 4 OF No.18Btr G BOT CHORD Rigid ceiling directly applied or 4-5-8 oc bracing. WEBS 2x4DFStdG WEDGE Right:2 x 4 OF Ski REACTIONS (Ib/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=-3534/3147,3-0=-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=6.0psf:h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed: Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) "This truss has been designed fora live load of 20.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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except Ijl=Ib)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 ANSUTPI 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 � ,EO PROF , • ‘AGINEFR440 /p9 85525PE f iR L. T4', & Y 12,2O1� ¢' dQSEPH 0� RENEWAL DATE: 12/31/2013 April 3,2012 a WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability I of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint if designations shown an 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/1Pt 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING_c SBCA et www.sbcinduslry.cam. • Job Truss Truss Type Dry Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380525 B1203128 P2 KINGPOST 1 1 Job Reference(optional) Pro-Build Cladramas Truss,Clackames,OR 97015-1129,Ions 7.250 s May 11 2011 MiTek Industries,Inc.Tue Apr 03 17:07:40 2012 Page 1 ID:?jzieUtywWxVU 1Z3fBuUGzgerW-jM5Krc85?rZCbppaKNTIVZ6NUoCRZC4eBnVgn5zUMdH 4-3-12 I 7-11-8 I 4-3-12 3-7-12 Scale=121.2 4x4 = 2 8.00 12 3 4x4 T2 T1 e5 j W1 Hw2 1 / n d r B1 L-1 d 6 2x4 344 = 5 4x8 I I 4-3-12 7-11-8 _ 4-3-12 3-7-12 Plate Offsets(X,y1 L1:o-o-7.0-0-2),14:0-6-5,0-0-41_. LOADING (psf) SPACING 2-0-0 CBI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TO 0.24 Vert(LL) -0.01 1-6 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.10 Ver(fTL) -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) 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 (Ib/size) 1 12/0fi$ (min.0-1-8).4=346/Mechanical Max Horz 1=84(LC 4) Max Uplift 1=-51(LC 5),4=-46(LC 6) FORCES (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-353/47,2-3=-280154,3-0=-373/46 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.0psf;h=258;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load noncon current with any other live loads. 4)-This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)1,4, 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 end referenced standard ANSI/PI 1. 9)-Fix heels only'Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard e,EO PROpe ���� GINEE9 Sj0 85525PE r- ' o ��. ' dOSEpN FIENEWAL DATE: 12/31/2 013 April 3,2012 MEW 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.Applicabilly 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 ANSPTPI 1,DSB-89 and SCSI(Building Component Safety Information)available from CONSULTING_,c SBCA at www.sbcindustry.com. IJob ;Truss Truss Type Thy Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380526 B1203128 !P KINGPOST 1 1 I_____ ___ I lob Reference lootiona0__ Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,torn 7250 s May 11 2011 MiTek Industries,Inc. The Apr 03 17:07:40 2012 Page 1 ID:Xo9bVITFBc04uKSN Wygfy2zgerX-JM5Krc85?rZCbppa KNTtVZ6NcoBXZC?eBnVgn5zUMdH -0-9-0 i 4-3-12 8-7-8 I 9-4-8 0-9-0 4-3-12 4-3-12 0-9-0 Scale=121.2 4x4 = 3 I 8.00 12 Z7zzz ,-' j� WI T1,� 4 al / 81 . s w 1 r .. o 6 �' 2x4 it �i'<, �� 4x6— 4x8 = 4-3-12 8-7-8 ~- _-- 4-3-12 4-3-12 Plate Offsets(X,Y): (2 0-00,0-0A],I4.0-0-0A-0-0I LOADING (psf) SPACING 2-0-0 CSI DEFL in (hoc) 1/deg 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 I Vert(LL) -0.02 2-6 >999 1130 BCLL 0.0 • Rep Stress Incr YES WB 0,08 I Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) I 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 putins. BOT CHORD 2 x 4 DF No.1&Bir G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 x 4 DF Std G REACTIONS (lb/size) 2=436/0-5-8 (min.0-1-6),4=436(0-5-8 (min.0-1-8) Max Horz 2=86(LC 14) Max Uplift 2=-97B(LC 15),4=978(LC 18) Max Gray 2=1314(LC 10),4=1314(LC 9) FORCES (Ib)-Max.Comp./Max.Ten.-Ali forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1911/1514,3-4=1911/1514 BOT CHORD 2-6=-1085/1360,4-6=1085/1360 NOTES I)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cal II;Gap 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 buss has been designed fora live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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(jl=1b)2=97B,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 4fQ>GD PROF�s� �� fNc'INEF4' y9 85525PE r'" 14, 41'12 2P c .1OSEPN cft` RENEWAL DATE: 12/31/2013 April 3,2012 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design • i valid for use with MiTek connector plates only.This design is 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 Zifil , 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 consWdion 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 end diagonal bracing,consult ANSI/TPI I.DSB-89 and BCSI(Building Component Safety Inlormation)available from I , ww SBCA at w .sbdndusiry.cann. CONSULTING uc Job IITmss Truss Type City Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380527 B1203128 PGE GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackames,OR 97015-1129,tom 7.250 s May11 2011 MiTek Industries,Inc.Tue Apr 03 17:07:41 2012 Pagel ID:1 jzieUtywWxVU 1 Z3fBuUGzgerW-BZB2y9jm9h3DzOmu5_62meYeCXRNEoQRFOJXzU MdG t_-0-9-0 4-3-12 I 8-7-8 9-4-8 0-9-0 4-3-12 4-3-12 0-9-0 Scale=121.2 4x4 = 3 2x4 2x4 I 8.00 12 T1 WI \T1�� ST1 T1 �\ • • • 0 yy B1 5 d' 2x4 I I 6 7x4 2x4 j A 3x4 = 3x4 4.3.12 8-7-8 I --43-12 4-3-12 LOADING (psi) SPACING 2-0-0 CSI - DEFL in (loc) Udell 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 BC 0.12 Vert(TL) -0.02 2-6 >999 180 BCLL 0.0 ' Rep Stress In YES WB 0.08 Horz(TL) 0.00 4 Na Na 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 purtins. BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4DFStdG 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.-AI I 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 beating plate capable of withstanding 100 lb uplift aljoint(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 ANSIITPI 1. 10)'Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASES) Standard stp. PROFe � F�1i�'s�lgF9 r�9 85525PE T' •—"lR ci -Y11.0 )'12,`L°\S SEPY! Oti 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 bran individual building component_Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the busses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure 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,D8B-89 and BCSI(Building Component Safety Information)available from CONIW n4VI�LLC, SBCA M wwwsbctndustry corn WI�YY4 4f V Job Truss Truss Type City Ply PULTE HOMES DLG 7 ROOF SUM CRK • 15380528 B1203128 X KINGPOST 3 1 Job Reference(optional) Pro-Bulld Clackamas Truss,Clackamas,OR 97015-1129,tom 7250 s May 11 2011 MiTek Indusmes,Inc.Tue Apr 03 17:07:41 2012 Page 1 IO:7JzIeUtywWxVU1 Z3fBuUGzgerW-BZfl2y9Jm9h3DzOmu5_62meXSCV3IghoORFOJXzUMdG 2-10-12 5-9-8 • 6-6-8 2-10-12 2-10-12 0-9-0 4x4 - Scale=1:1fi4 2 8.00 112 .-, 7 i �� T1� W1 T2 '7', � . 4 r � 0 ii- 1io i 52x4 II \ 4x8 = 4x8 = 2-10-12 5-9-8 _I 2-10-12 2-10-12 Plate Offsets(X,Y): [1:0-0-3,Edge),[3:0-0-3,Edge) _ LOADING (psf) SPACING 2-0-0 CSI DEFL in (Icc) Vdefl Lid PLATES GRIP. TCLL 25.0 Plates Increase 1.15 TC 0.29 Vert(LL) -0.00 5 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.21 Vert(TL) -0.01 1-5 >999 180 BCLL 0.0 - Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 3 n/a rt/a BCDL 10.0 Code IRC2009ITPI2007 (Matrix) Weight 21 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-4-3 oc purlins. BOT CHORD 2 x 4 OF No.l&Btr G BOT CHORD Rigid ceiling directly applied or 5-6-10 oc bracing. WEBS 2x4DFStdG REACTIONS (ib/size) 1=234/0-5-8 (min.0.1.9),3•315/0-5-8 (rein.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=-1468/1659 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=25ft1 Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)"This truss has been designed fora live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoinl(s)except(jt=1b)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 fora total drag load of 625 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 5-9-8(or 625.0 pff. 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard iE0 PROFes �,ot� 0NGIMFc9 sjo# 17 85525PE r 9 0 EGON N. w, 94 �4Y122°,�-44i VOSEPN RENEWAL DATE 12/31/2013 April 3,2012 1 A WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and Is 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 li is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, �aes� delivery,erection,lateral restraint and diagonal bracing,consult ANSI/7P!1.DSB-89 and SCSI(Building Component Safely Information)available from M MI/ UNG LLC SBCA at ww.i.sbcindnsiry.com.__ ,Job Truss Truss Type Qty Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380529 B1203128 XGE-1 '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:1JzieUlywWxVU 1 Z3fBuUGzgerW-BZfr2y9jm9h3DzOmu5_62meaHCYOIghoQRFOJXzU MdG I 2-10-12 I 5-9-8 6-6-8 2-10-12 2-10-12 0-9-0 4x4 = Scale=1:164 2 8.00 112 2x4 11 2x4 o , N IIIIWI �T2 ST1 5T1 \ 3 n --� ii -�1 — \ 4 g - 2x4 52x42x4 I I I -- 3x4 = 3x4 = 2-10-12 5-9-8 -- 2-10-12 2-10-12 LOADING (pat) SPACING 2-0-0 CSI DEFL in (loc) 9defl Ltd PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.11 Verl(LL) -0.00 5 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 I BC 0.06 Vert(TL) -0.01 1-5 >999 180 BOLL 0.0 - Rep Stress Ines NO WB 0.05 Horz(TL) 0.00 3 Na n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:24 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 5-9-8 oc purling. BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4DFStdG 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 Harz 1=55(LC 3) Max Uplift 1=-34(LC 5),3=-84(LC 6) FORCES )lb)-Max.Comp./Max.Ten.-All forces 250)lb)or less except when shown. TOP CHORD 2-3=262/32 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL�.Opsf;h=25R;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 qualifed 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 nonconcurrem 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)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 buss. LOAD CASE(S) Standard AtO PROFF �0,�N,GINE-.. S/42 85525PE 1' // /y 9y (i<1'12,24\ $' �OSEPN IC*" RENEWAL DATE: 12/31/2013 April 3,2012 Aik WARNING-Verify design parameters and read notes on this Truss Design Drawing and included 1313 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 loran 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 ,,, a the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication.quality control.storage, delivery,erection,lateral restrain(and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safely Information)available from CONSULTING!IC SBCA at www.sbcindustry.com. 'Job Truss Truss Type Oty Ply PULTE HOMES DIG T ROOF SUM CRK ' 15380530 131203128 Z MONO TRUSS 5 1 i Job Reference/ootional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,torn 7.250 s May 11 2011 MiTek Industries,Inc.Tue Apr 03 17:07:42 2012 Page 1 ID:?JzieUtywWxVU 123fBuUGzger W-fl D4G IALXSgwg7zzRoVLa_Blubrt17vxf5_xr_zUMdF 4-0-0 6-0-0 L 1-0-0 4-0-0 2-0-0 Scale=1:20.8 2x4 II k 8.00 12 t ' T1 WI i io y 2 d 3x4 — 6 2x4 II 4-0-0 -I- 6-0-0 4-0-0 2-0-0 LOADING (psn SPACING 2-0-0 CSI DEFT in (loc) I/deft Lid i PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.12 Vert(LL) -0.01 2-6 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.23 Vert(TL) -0.02 2-6 >999 180 BCLL 0.0 ' Rep Stress Inc, YES WB 0.05 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:21 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 OF No.1&B1r G TOP CHORD Structural wood sheathing directly applied or 6-0-0oc purlins. SOT CHORD 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4DFStdG REACTIONS All bearings 0-5.8 except(it=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 Gray All reactions 250 lb or less at joint(s)4.2,5 except 6=333(LC I) FORCES (lb)-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=4.2ps1;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 par 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 ��Q,ED PROFFSS G• t-N�'INEF9 ie4, 85525PE 9• vo.°REG* � ��Q'� It, 4 12,2P 4- `1°SEPO ' HENEWAL DATE: 12/31/2 013 April 3,2012 AWARNING-Verify design parameters and read notes on the 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 I designations shown on individual writ and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is are responsibility of the installer.Additional permanent building stability bracing of the overall structure Is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage,delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and SCSI(Building Component Safety Information)available from CON81/LYING LLc SBCA al www.sbdnduslry.com. _..... Job Teas Tuns Type - Qty Ply PULTE HOMES DIG 7 ROOF SUM CRK 15380531 B1203128 ZGE GABLE 1 1 _ Job Reference(oohonall Pro-Build Clackamas Truss.Clackamas,OR 97015-1129,tom 7250 s May 11 2011 MITek Industries,Inc. Tue Apr 03 17:07:42 2012 Page 1 ID:?JzieUtywWxVU1Z3fBuUGzgerW-flD4GIALXSgwg7zzRoVLa_Bkpbge171xf5_xr zUMdF I -1-0-0 I 4-0-0 l 1-0-0 4-0-0 • Scale=1:14.3 2x4 II /�6.00 •12 m N T1 j j ST1 2 B1 2x4 I 3x4 — 4-0-0 _.__._. 4-0-0 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Uri PLATES GRIP TOLL 25.0 Plates Increase 1.15 TC 0.15 Vert(LL) -0.01 2-4 >999 240 MT20 2201195 TCDL 10.0 Lumber Increase 1.15 BC 0.31 Vert(TL) -0.03 2-4 >999 180 BCLL 0.0 ' Rep Stress Incur YES WB 0.00 Horz(TL) -0.00 3 nra n/a BCDL 10.0 Code IRC20091TPI2007 (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 4-0-0oc pudins. BOT CHORD 2 x 4 DF Sld G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4DFStdG REACTIONS (Ib/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 Uplift3=-65(LC 5),2—78(LC 5) Max Gray 3=116(LC 1),2=267(LC 1),4=74(LC 2) FORCES (Ib)-Max.CompJMax.Ten.-PJI 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)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 ANSIITPI 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joints)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 ANSUTPI 1. 12)"Fix heels only'Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard R A��L6 P Open ��' tNG1i4�sg ��9 85525PE < 9 /1- a •- s fi -Ile 6t)-12,25 -4\ t. `/OsEpH O RENEWAL DATE: 12/31/2013 April 3,2012 WARNING-Verify design parameters and read notes on this Truss Design r and included Reference Sheet(rev.03-11')before use.Design It 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#N ' designations shown on individualetbi web and chord members are for compression buckling only,dd not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is me responsibility of the installer.Additional permanent building stability bracing of the overall structure • is the responsibility of the building ner or owner of the uses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint andrid diagonal bracing,consult ANSI/TPI 1,DSB-119 and BCSI(Building Component Safety Information)available from CONSULTING 1LC SBCA at wwwsbcinduslry.com. W/iwVa.•anM Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x,y • Failure to Follow Could Cause Property offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury EMI. Dimensions are in ft-in-sixteenths. I I (Drawings not to scale) Ulik Apply plates toeembed both sidesteeth. of truss 1. Additional stability bracing for truss system,e.g.diagonal or X-bracing,is always required. See fully BCSl1. 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves may require bracing,or alternative T,I,or Eliminator bracing should be 0-1/16r 1 2 3 considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced TOP CHORDS trusses. 4. Provide copies of this truss design to the building designer,erection supervisor,property 4 owner and all other interested parties. 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. For 4 x 2 orientation,locate O O 7. Design assumes trusses will be suitably protected from the environment in accord with ANSIITPI 1. = plates 0-'Ad"from outside Mb U 8. Unless otherwise noted,moisture content of lumber shell not exceed 19%at time of fabrication. edge of truss. 111111111i 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative Co-] 5-6 12 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 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/TP!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 ANSITTPI 1 and related proprietary information. Indicated by symbol shown and/or 23.8 is extremely important to properly install temporary lateral restraint and diagonal bracing,in ESR-1311,ESR-1352,ER-5243,96048, accordance with BCSI-B2 or using proprietary methods(e.g.Stabilizer,etc.). ,e2, 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 pudin 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 pad 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 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 MOO 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 Mil il II MN number where bearings occur. design values as published by MITek and accurate design values for solid sawn lumber. roc Design values(E,Emin,Fb,Fc,Fcp,Ft,and Fe)for solid sawn lumber and approved, I. rm. 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: agendas 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 ANSIITPI 1 Section 6.3. Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. ,;111iii DrJ Consulting, LLC I BCSI l: Building Component Safety Information, 6300 Enterprise Lane Guide to Good Practice for Handling, CONSULTING �LC Madison,WI 53719 Installing&Bracing of Metal Plate Connected Wood Trusses.