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Report (30) MST2012-00074 11023 SAGE TER MST2012-00075 11015 SAGE TER MST2012-00076 11007 SAGE TER MST2012-00077 10999 SAGE TER CONSULTING LLC DrJ Consulting, LLC 6300 Enterprise Lane Madison, Wisconsin, 53719 Re: B1203125 MiTek 20/20 7.2 PULTE HOMES SUM.CRK BLDG 7 MAIN FLOOR The truss drawing(s)referenced below have been prepared by DrJ Consulting,LLC under my direct supervision based on the parameters provided by ProBuild (Clackamas). Pages or sheets covered by this seal: I5380470 thru15380484 My license renewal date for the state of Oregon is December 31, 2013. Important Notice:The accuracy of the Truss Design Drawings relies upon: 1.Accurate metal plate connector design values as published by MiTek. 2.Accurate design values for solid sawn lumber.Design values(E,Emin,Fb,F • - and Fv)for solid sawn lumber and approved,grade stamped, finger jointed lumber shall be as defined by the grade stamp prior to croc^-' :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. lED PRppFss `� kNOiN 4, �t?9 85525PE ORE cs . 9 G4Y,2 201 OFFICE C® 'Y RENEWAL DATE: 12/31/2D13 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 ITruss Type Qty Ply PULTE HOMES SUM.CRK BLDG 7 MAIN FLOOR 15380470 B1203125 'Al FLOOR 2 1 - - --- -_ - __ _I Job Reference(optional) 1 Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc.Mon Apr 02 18.55''20 2012 Page 1 ID:137NXXY WYXphsj87ODXOGTzmmG-O71?31ugylHSegovASHd6aE7cVhOVhGA0h?m1 YzUg8L 2-1-2 :._. 2-6-0 H I 2-6-6 —t._2 _2-5-4 2-5-1 . 2-5-1.___i . 2-7-10 1 Scale=1:57.7 2x4 3x4 = 4x10 = 2x4 3x4 = 2x4 4x12 2x4 5x14 3x6 FP 4x10 2x4 II 3x6 = 4x8= 3x4 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 — 26 25 24 23 22 21 20 19 18 17 16 4x8 - 4x8 = 4x10 2x4 4x12 - 3x4 = 3x6 FP= 4x8= 3x6 = 4x8 = 4x12 — 35.7-0 4-11-10 i _ _ 10-1-2 I -$-1p_ 15-3-12 17-812 1711-4 20-6-12 1 25-6-6 30-7-2 _-_+._ _33-T< 35.8-12 I _ 4-11-10 6-1-8 �7-g 2-7-2 2-5-0 0-2-8 2-7-8 4-11-10 5-0-12 3-0-2 1-11.80-0.4 Plate Offsets(X,Y): [4:0-1-6,Edge],[6:0-5-8,Edge],[13:0-2-2,Edge],[14:0-1-8,Edge].[16:Edge,0-1-8],[17:0-2-12,Edge],[18:0-3-12,Edge],[24:0-3-8,Edge],[25:0-3-4,Edge], [26:Edge0-1-8] ___.. LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/de0 Ud 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 lncr YES WB 0.71 Horz(TL) 0.04 21 n/a n/a BCDL 5.0 I Code IBC2006/TPI2002 (Matrix) Weight:180 lb FT=0%F,0%E --------i LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Blr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 4 X 2 DF No.1&B1r G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 21=2290/0-5-8 (min.0-1-8),26=770/0-4-0 (min.0-1-8),16=611/Mechanical Max Grav21=2290(LC 1),26=832(LC 2),16=713(LC 3) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2676/0,3-4=-2677/0,4-5=-2786/0,5-6=-2786/0,6-7=-10/1159,7-8=-12/1159, 8-9=-166/1589,9-10=-166/1589,10-11=-166/1588,11-12=-2201/412,12-13=-2240/404, 13-14=-1682/0 BOT CHORD 25-26=0/1468,24-25=0/3041,23.24=500/1690,22-23=-504/1686,21-22=-3486/0, 20-21=-3486/0,19-20=-3486/0,18-19=-918/1496,17-18=-86/2256,16-17=0/1677 WEBS 8-21=-2249/0,2-25=0/1295,4-25=-393/130,4-24=-441/D,7-22=-255/0,6-24=0/1344, 6-22=-1990/0,8-22=0/2779,10-19=-263/0,8-19=0/2544,12-18=-260/0,11-19=-1718/0, 11-18=0/1022,13-186-341/0,13-17=-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 �� ti PQ a5'� be attached to walls stet-sir cuter-ends or restrained by other means. 5 �' 7)CAUTION,Do not erect truss backwards. - . W., 040INEF4 <99 LOAD CASE(S) Standard 85525PE 1' NI 14. 6' '122Pr�-4- �QSEPH D RENEWAL DATE: 12/31/2 013 April 3,2012 A WARNING-Verity 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 HEE/ designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary reslrainS 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, A delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TP!1,058-89 and BCSI(Building Component Safely Information)available from IL10NSt/ITTNGcCC SBCA at www.sbcindustry.com. i._ -. .. Job '..:Truss 'Truss Type Qty Ply PULTE HOMES SUM.CRK BLOC 7 MAIN FLOOR 15360471 131203125 --- —''A2 FLOOR 6 1 'r L I '.Job Reference(optional) Pro-Build Clackamas Truss,Clackames,OR 97015-1129 7250 s Aug 25 2011 MiTek Industries,Inc. Mon Apr 02 18:5521 2012 Page I I D:R ep W 9Z bPrS BGj Bti3 L 55 u6zmrn D4.1000SvTjbPyG_N SkAoseom KFu_m E Eb K F L UZ_z UgB K 2-1-2 1.__ ___ — 2-4-14 Scale=1:30.4 3x4 - 400 = 2x4 I 4x6 = 2x4 I11 4x8 3x4 I' 1 2 3 4 5 6 74i6 8 I 3,;i, 12 11 10 44= 4x10 - 3x8 -- 4x8 = 4x8 = I 4-11-10 -___I_ 10-1-2 _- _ 15-1-2 17-10-8 17-1,1.4 _-- . 4-11-10 - -Il_ �-4.__._. 2-9-6 _0-0-12 Plate Offsets(X.Y): E6:0-2-10.Edge].[7:0-1-8.Edge].[9:Edge.0-]-81,f10:0-3-0,Edgel.111:0-2-0,Edgej.[13:Edge.0-1.81__._____. LOADING(psf) SPACING 2-0-0 ICI CSI DEFL in (loc) I/def Lid 1 PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.36 Vert(LL) -0.27 11-12 >776 480 1 MT20 220/195 TCDL 10.0 1 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.50 11-12 >424 360 BCLL 0.0 1 Rep Stress!nor YES WB 0.38 Horz(TL) 0.09 • 9 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight:93 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc 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 10-0-0 oc bracing. REACTIONS (lb/size) 13=976/0-4-0 (min.0-1-8),9=964/0-1-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 23=-3243/0,3-4=3283/0,4-5=-4154/0,5-6=-4154/0,6-7=-2240/0 80T 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 ��P1 D PROF es ENGINEF9 s%144 9 ct 85525PE e" 9p' S- GO' w� LY12V\ A' `'OSEPti O� RENEWAL DATE 12/31/2013 April 3,2012 WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an Individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint • liZtii 1 designations shown on individual web and chord members are for compression buckling only,not forbullding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure Ali 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/7PI 1,DSB-89 and BCSI(Building Component Safety Information)available from /aAl!!IflN i /iA J t�C SBCA at www.sbcindusiry-com. WrwV ' Job Truss FTruss Type Qty I Ply PULTE HOMES SUM.CRK BLDG 7 MAIN FLOOR 15380472 B1203125 A3 FLOOR 2 1 Job Reference(optional) • Pro-Build Clackamas Truss,Dtackamas,DR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc. Mon Apr 02 1 u Page 1 ID:N 1 wGaFcfN3RyUOSAm77zXzmmB-WOOGSvTjbPyG_NSkAoseomM lu42E42EETKTKFLkJZ_zVgBK I _.— 2-5-7 2-13-0 _._.__—I ____—L4c1___.__.I Scale=1:20.1 2x4 II 4x8 -- 2x4 I 4x6 = 5x6 — 2x4 I 12 3 4 5 67 89 ca I ;' �� N N V 13 5x8 12 11 10 3%8 -- 4x6 = 5x6— 11-11-121'N _... 5-3-3I 103-3_-- I 11-10-0 1Pd-�11_ .._. 5-3-3 5-0-0 1-7-1 0-0-12 Plate Offsets_XY): [2:0-1-8,Edge],[3:0-3-2,Edga]._[5 0-_2_-6..Edoe1 f6 0-2-4 Edge],[8:0-1-8,Edge],[10:0-1-9 Edge],[11:0-2-12,Edge],[12:0-3-8,Edge].[13:0-1-8.Edge] T ... ._..__ LOADING(psi) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Ver1(LL) -0.07 12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.32 Vert(TL) -0.1612-13 >908 360 i BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.03 10 n/a n/a II, BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight:54 Ib FT=0%F,0%E L LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=660/Mechanical,13=666/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-0=-1880/0,4-5=-1880/D,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 slrongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Q,EO PROPe . 0NCa[MEFA i�g 85525PE / I Ile v64Y12 2P t 4oSEPN ° RENEWAL DATE 12/31/2013 April 3,2012 l'A WARNING-Verity design parameters and read notes on this Truss Design Drawing and included Doi Reference Sheet(rev.03-111 before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an Individual building component.Applicability , • • of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraintti ', designalions shown on individual web and chord members are for compression buckling only,not forbuliding stability bracing.Additional temporary rain diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overallll structure ure I is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication.quality control.storage, I �p��ppy/� delivery,erection,lateral restraint and diagonal bracing,consult ANSI/WI 1,DSB-89 and BCSI(Building Component Safety Information)available from coreimmve LLC • L SBCA at wwwsbciMuslry.com. _ _ 'Job iTTO 'Truss Type Qty Ply PULTE HOMES SUM.CRK BLDG 7 MAIN FLOOR 15380473 B1203125 IA4 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 18:55:21 2012 Page 1 ID:occPC GfYg_pZpylfsugGb9zmm8-tJ OOG5vTjbPyG_NN5easeomNfu73EJrKFLkJZ_zUg8 K 10-14 • 1 2 2x4 I I 3 3x4 = 4 5 Scale=1:9.4 • � I o N • 7 6 4x4= 4x4 4-2-4 4-2-4 Plate Offsets(X,Y): [2:0-1-8,Edge],(4:0-1-8,Edge].[6:0-1-9,Edge],[7:0-1-10,Edge] LOADING(psf) 1 SPACING 2-0-0 CSI DEFL in (lac) 1/defi Lid PLATES GRIP TOLL 40.0 1 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 !, BOLL 0.0 ! Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2006/TP12002 (Matrix) Weight:20 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 4-2-4 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 7=234/Mechanical,7=234/Mechanical,6=234/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 3-7=-261/0,3-6=-261/0 NOTES 1)A plate rating reduction of 20%has been applied for the green lumber members. 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/I-Pi 1. 4)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced al 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard �� so PRO,�-� ..� 0401N 4, /0d Q- 85525PE pt." 9.4. • it 2 ml �J" 1 12 201 +� `�OSEPN O� RENEWAL DATE: 12/31/2013 April 3,2012• WARNING Verily design parameters and read notes on this Truss Design Drawing and included Dr.)Reference Sheet(rev.03-11')before use.Design ' r,ilid 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 torbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSIILT/NG i--� SBCA at www.sbcindustf corn Job Truss 1Truss Type Qty Ply PULTE HOMES SUM.CRK BLDG 7 MAIN FLOOR I 15380474 B1203125 A FLOOR 10 i `__ I _______ ,Job Reference(optional) Pro-Build Clackamas Truss,Gackamas,GR 97015-1129 7.250zj Aug 25 nr26- MiTek Industries,Inc. Mon Apr yp LBmE 1n1 Pagel ID:k_k9dygoC63G3Fv2zJjkgazmm6-wxH d rPuC B_9EOgDjcIIOZNhypSLBmEm1 n 1 FDU5zUg8M 12-1-2 12-60 1 12-6-6 _.i1 2-5-4 _-1 i___2-5-4-__.I..._2-5-1 2-5-1 1 1 2-1-10-i Scale=1:61.1 2x4 11 3x4 - 4x10- 2x4 II 3x6= 2x4 I 4302 -- 3x6 FP- 5x14 - 2x4 I I 4x10 -- 2x4 i 3x6 = 2x4 II 4x10 - 3x4 !'. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 o 27 26 25 24 23 22 21 20 19 18 17 4x8 = 4x8 = 4x10= 2x4 I 4x12 - 3x6 = 3x6 FP= 4x8 = 4x8 = 4x8 = 4x12 = 35-7-4 _ 4-11-10 10-1-2 :._-12-8-10 15-3-12 1 17-8-12 17-11.4 20-6-12 25-6-8 30-7-2 i- 35-8-12 35-1-0 4-11-10 5-1-8 2-7-8 2-7-2 2-5-0 0-2-8 2-7-8 4-11-10 5-0-12 4-11-10 0-d-4 0-0-4 Plate Offsets(X,Y): [6:0-5-4 Edge],[13;0-2-14.Edgel,117:Edge,0-1-81.[18:0-2-0.Edge],jl9 Q- 12.€dge],[25 0 3-4 Edge]j26_0-3-4 Edge],[27:Edge,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud i PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.21 25-26 >999 480 '1 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.36 25-26 >598 360 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.04 17 n/a n/a i, BCDL 5.0 Code IBC2006/TP12002 (Matrix) I Weight:168 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 22=2420/0-5-8 (min.0-1-8),27=746/0-4-0 (min.0-1-8),17=724/Mechanical Max Grav22=2420(LC 1),27=830(LC 2),17=810(LC 3) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2668/0,3-4=-2668/0,4-5=-2769/254,5-6=-2769/254,6-7=0/1569,7-8=0/1569, 8-9=0/1569,9-10=0/1587,10-11=0/1587,11-12=-2593/354,12-13=-2632/346, 13-14=-2678/0,14.15=-2678/0 BOT CHORD 26-27=0/1464,25-26=0/3028,24-25=-841/1668,23-24=-845/1664,22-23=-3886/0, 21-22=-3886/0,20-21=-3886/0,19-20=-887/1617,18-19=0/2978,17-18=0/1541 WEBS 9-22=-2378/0,7-23=-255/0,6-25=0/1410,6-23=-2051/0,9-23=0/2841,10-20=-263/0, 9-20=0/2830,12-19=-257/0,11-20=-1992/0,11-19=0/1280,13-19=-610/0, 13-18=324/230,14-18=-262/0,15-18=0/1219,5-25=-269/0,4-25=-503/0,3-26=-261/0, 4-26=-389/205,2-26=0/1290,2-27=-1638/0,15-17=-1688/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)A plate rating reduction of 20%has been applied for the green lumber members. 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)"Fix heels only Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �'Q�Ep PRQ,CFSy- ,. ' 7)CAUTION,Do not erect truss backwards. \••.\ N,GPRO `r- - • LOAD CASE(S) Standard ,NCO fr 9 ,9 cc' 85525PE r" GO `iOSEPN HENEwAL 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 r ... 1k valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability , of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ • diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication.quality control.storage, .' I delivery,erection.lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safely Information)available from CONSULTING'1" 1• SBCA al www-sbcinduslry.com. _ Job r I Truss Truss Type ety Ply PULTE HOMES SUM.CRK BLDG 7 MAIN FLOOR I 15380475 61203125 IIAG-1 FLOOR 2 - 1 i Job Refarence(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,torn 7.250 s May11 2011 MiTek Industries,Inc.Tue Apr 0316:56:172012 Page 1 -6 qq 33--pp ID:8ZPIG_igUWRrwjedeRGRlDzmm3-i2aUg5Kxbse5YlGNresrBgH9RrzY9QAnkhdXWEzUMm4 0-1-8 3-1 1 1-8 d-2-0 __...4-1$._..__ 0-4-11-8 Scale=1:15.8 10x10 — 1 2 10x10 = 3 4 5 __._ • T1 N 1 Wi W2 W1 l W2 Wti l. , li611 , HHU526 2 7 10x10 = --- 0.1-8 4-1-0 4J� -......... 8-4-8 816�1 0.1 3-11-8 0-2 4-1-8 0-1-8 Plate Offsets(X,Y): 12:0-3-2,0-3-31.I4:0-3-2,0J-31,[8:0.5-0,0-3-8] LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) l/def lid 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 Ina 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 OF No.1&Blr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2 X 6 DF 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=-2903/0,3-4=-2903/0 WEBS 3-8=-399/0,2-8u012956,4-8=0/2956,2-9=-784/0,4-7=-784/0 NOTES 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2 x 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-7-0 oc. Webs connected as follows:2 x 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)A plate rating reduction of 20%has been applied for the green lumber members. 4)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 5)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Sirongbacks 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 Uuss(es)AG-2(2 ply 2 X 6 OF) to front face of bottom chord. 8)Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-5=-100,6-10=10 A,t© PRO,I��r S Concentrated Loads(Ib) t( e5' Vert:8=-1000(F) 0��INE�.7 �(� f 85525PE T 9 GON 17+ j'12 '2ON vo -1- "SEP40 RENEWAL DATE 12/31/2013 April 3,2012 .2 NN RNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-17)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 designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ rt diagonal bracing to insure stability during constmclion is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSIRPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbeindustry.com. Job !Truss I Truss Type Qly Ply PULTE HOMES SUM.CRK BLDG 7 MAIN FLOOR 1 15380476 B1203125 AG-2 ,,.,.FLOOR 2 2 Job Reference(optional) r 02 1 Pro-Build Clackamas Truss,Clackamas,Oft 97015-1129 n7.250 nsJvs Aug 25m -Hu MiTek Industries,Inc.Mon Apr O18:55:24 2012 Page 1 ID:SyX2ggkx08hZ91 nOmsJvNezmm 1-Hu4Wv7yLOWn W7R5gPILZGO0u464yQg4mxJz_AJzUgBH 0-1-8 3-7-0 2x4 3-8_8{ 0-1-S _ -- 3-5-8 0-1-8 1 2 4x4 3 4 Scale=1:9.3 • • __— 1- _: L— • 4x4 I, 8 7 9 6 r 2x4 I 0-1-8. _ _ 3-7-0 }&al _—__..____. 0-1-8_-_-_ ___ _-- 3-5-8 u-178 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 I 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 D.01 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IRC2006ITPI2002 (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 2x4DFStdG REACTIONS (lb/size) 6=641/0-2-0 (min.0-1-8),7=567/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2 x 4-1 row at 0-9-0 oc. • Bottom chords connected as follows:2 X 6-2 rows at 0-9-0 oc. Webs connected as follows:2 x 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)This truss is not designed to be used as a floor truss. 4)A plate rating reduction of 20%has been applied for the green lumber members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate at joint(s)6. 7)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 9)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)800 lb down at 2-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. R LOAD CASE(S) Standard ,��(20 RP Opt 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) .�� N�(��9 /Q*� Vert:1-4=-100,5-8=-10 'Cr' r Concentrated Loads(Ib) Vert:9=-800(F) ,,,er 9 OREG• it$4, -41'12,2Q1 + iN ✓QSEPH 0 RENEWAL DATE: 12/31/2 013 April 3,2012 1 WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design • 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 resirainU ,. 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, p�p�� 4�4/� delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1.DSB-89 and SCSI(Building Component Safety Information)available from CONSIVLTING uc I SBCA atwww.sbcindostry.com. -__-__ _.. ____ __. ____ ___—_ ___._ Job Truss Truss Type Oily Ply PULTE HOMES SUM.CRK BLDG 7 MAIN FLOOR 15380477'.. B1203125 AG-3 FLOOR 2 Job Reference(optional) Pro-Build Clackamas Truss.Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc. Mon Apr 02 18:55:24 2012 Page 1 ID:VXDBJhmpJ3480U WeR?sc?Gzmm_-Hu4Wv7yLO Wn W7R5gPILZGQOvz67QQg6mxJz_AJzUg8H ¢1� 2-10-0 2x4 2-11-8 t-s 2-8-8 __... 0-1-8 1 2 4x4 = 3 4 Scale=1:9.3 I l 8 7 9 10 2x4 I 4x4 2-10-0 ?1t 9 t-e 2-8-8 o-1-e LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) -0.00 6-7 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.01 6-7 >999 240 BOLL 0.0 Rep Stress!nor NO WB 0.01 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IRC2006/TPI2002 (Matrix) Weight:29 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-11-8 oc purlins. BOT CHORD 2 X 6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2 x 4 DF Std G REACTIONS (lb/size) 6=740/0-5-8 (min.0-1-8),7=585/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2 x 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-9-0 ac. 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 10 ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)A plate rating reduction of 20%has been applied for the green lumber members. 4)Refer to girder(s)for truss to truss connections. 5)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 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. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)500 lb down at 1-0-0,and 500 lb down at 2-4-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pH) ticktp PROFe,, Vert:1-4=-100,5-8=-10 \co NOINE i0 Concentrated Loads(Ib) �L 0Y 4. Vert:9=-500(F)10=-500(F) 85525PE 'IIi 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 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 • *'.„` 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.emotion,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING SBCA at ware sbdndusiry.com. . Job Truss Truss Type City Ply PULTE HOMES SUM.CRK BLDG 7 MAIN FLOOR I 5380478 B1203125 AG FLOOR 2 I 2 !Job Reference(optional) Pro-Build Clackamas Truss.Clackamas,OR 97015-1129 7.250 s Aug 252011 MiTek Industries,Inc.Mon Apr 02 18:55:23 2012 Page 1 ID:RwKxkNo3rgKsFogzZOu44hzmrmy-plW8hnx)FDfA/HW UrbgKjDsh1 ierh65difDOdszUg81 3-7-8 I 7-11-4 I 12-3-0 I 15-10-8 3-7-8 4-3-12 4-3-12 3-7-8 Scale=1:26.9 2x4 1 4x4 4x8 -. 1 2 4x8 = 3 4x4 - 4 5 6 7 N �' 11— ` it r.:. - 5x8 = 11 10 9 d/--'ll. 2z4 II 5x8 - 4x8 = HHUS26-2 2x4 II 3-7-8 7-11-4 12-3-0 _.- 15-10-8 3-7-8 -_ _...._4-3-12 4-3-12 3-7-8 Plate Offsets(X,Y): [2:0-3-4,0-1-8],[3:0-1-12.0-2-01,f5:0-1-12,029J..j6:0-3-4.0-1-8].[9:0-3-8.0-2-81 111:0-3-8,0-2-81 • _—.. LOADING(pst) SPACING 2-0-0 'I CSI DEFL in (loc) I/dell Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 1 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 I BCLL 0.0 Rep Stress Incr. NO WB 0.51 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC20061TPI2002 I (Matrix) 1 Weight:155 lb FT=10% LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 1.7E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 6 DF No.2 G end verticals. WEBS 2 x 4 DF Std G*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W2:2 x 4 DF No.1&Btr G REACTIONS (lb/size) 12=1085/0-5-8 (min.0-1-8),8=1654/0-5-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-12=-1022/0,2-3=-3634/0,3-4=-5606/0,4-5=-5606/0,5-6=-5453/0,6-8=-1478/0 BOT CHORD 10-11=0/3634,9-10=0/5453 WEBS 3-11=-776/0,4-10=-417/0,5-9=-399/0,2-11=0/3732,3-10=0/2003,6-9=0/5600 NOTES 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2 x 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 X 6.2 rows at 0-7-0 oc. Webs connected as follows:2 x 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)A plate rating reduction of 20%has been applied for the green lumber members. 4)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)Use Simpson Strong-Tie HHUS26-2(14-10d Girder,4-10d Truss)or equivalent at 12-0-8 from the left end to connect truss(es)A06(2 ply 2l 6 F) to front face of bottom chord.tac �eik 0 PROFes, 8)Fill all nail holes where hanger is in contact with lumber. 5 f3iN� / LOAD CASE(S) Standard E� Fq O,� 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 �� 85525PE y' Uniform Loads(plf) Vert:8-12=-10,1-2=-100,2-6=-100,6-7=-100 j Concentrated Loads(Ib) Vert:9=-1000(F) 1/ . ,_ . . .�v6, y12201 +ski ' OSEPH 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 E of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and Installer.Lateral restraint ft designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ • diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure • • is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage. I delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and SCSI(Building Component Safety Information)available tram CONSULTING LLG SBCA at www sbcindusiry can. _.._ Job Truss Truss Type Dty Ply PULTE HOMES SUM.CRK BLDG 7 MAIN FLOOR 15380479��i 61203125 Cl FLOOR 12 1 — �: Job Reference(optional) i Pro-Build Clackamas Truss,Claticamas,OR 97015-1129 7.250 s Aug 25 2011 MITek Industries,Inc. Mon Apr 02 18:55:26 2012 Page 1 ID:RBsMIB?kruTRoPTE2Ui3GGzmlrmh-DHCHJpzbY82EMIF3XjN1 LrUCJvnC_uS93OdS4EBzUg8F 2-3-8 2-6-0 ----___--I 1-0-8 Scale=1:19.7 4x8 r 346 :-: 2x4 548 3x6= 1 3x6 2 3 4 5 6 a ra -IV7 4410 — g 3x6 - 8 7.'j 4x8 = ,-J 5x8 — I-_ _—_710<-...__._— __. ._____-- 11-10-0 7-10-4 Th12 Plate Offsets(X,Y): 12:0-2-8,Edgel.(7:Edge,0-1-81,18:0-3-0,Edgel.(10:Edg_e 0-1-8].. LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud 1 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 8-9 >891 360 BCLL 0.0 Rep Stress!nor 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 purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=641/0-2-0 (min.0-1-8),7=641/0-2-0 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1294/0,3-4=-1676/0,4-5=-1676/0 BOT CHORD 9-10=0/1285,8-9=0/1788,7-8=0/786 WEBS 4-8=-263/0,3-9=-534/0,5-8=0/960,5-7=-981/0,2-10=-1390/0 NOTES 1)A plate rating reduction of 20%has been applied for the green lumber members. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. 3)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced 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 ' PROS us Q� NGINF�h, f0, 85525PE t" 1- v17 G�Y12,2�N -4' `1°SEPH ° 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 1 valid for use with MMTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability 1 of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint121/ designations shown on individual web and chord members are for compression buckling only,not forboilding stability bracing.Additional temporary restraint 1 diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure �, 1 • Is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage • delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC r- SBCA at www.sbdndustry com 1 - _ ', Job Truss Truss Type CB}, 1PIy PULTE HOMES SUM.CRK BLDG 7 MAIN FLOOR YP 15380480 B1203125 C2 I FLOOR 1 1 I _ -_—_ i Job Reference(optional___ Pro-Build Clackamas Truss,Clackames,OR 97015-1129 7.250 s Aug 25 2011 MfTek Industries,Inc.Mon Apr 02 18:55:27 2012 Page 1 ID:Oa_7jt1_N Wj9l jddAvkYLhzmrmf-hTmfX9_EJRA5_vq F4 RvGu30M2J8NdtVCd H BemezUg8E __.______ —2-7-12 — { __.. ____2-6-0 —_ ___- 2-4-12 Scale=1:17.7 2x4 i 4x10= 2x4 .1 2x4 - 2 4x10 -- 3 4 5 6 N %� %� / \ N i 4x8 8 7 410 — 4x6 10-0-0 25A _.__. 5-4-0 10-5-0 10-5 12-1 2-9-4 2-9-'2 5-1-0 - - 0-0-12 0-2-4 Plate Offsets(X,Y): [5:0-1-8,Edge],[7 0-1-8,Edge].[9:Edge,0-1-8] LOADING(psf) SPACING 2-0-0 CSI ] DEFL in (loc) I/deft Lid 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&13tr 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) 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 ANSIITPI 1. 6)This truss has been designed for a total drag load of 380 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 10-5-12 for 380.0 plf. 7)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 8)Recommend 2x6 srongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Prop PROFF ��0F 4G1NEE�`s,r,'0v 85525PE t" l/ - • $y -4'12201 -- '''OSEPN O RENEWAL DATE: 12/31/2 013 April 3,2012 AWARNING-Verify design parameters and reed notes on this Truss Design Drawing and included OrJ 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 far 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 forbuiltling stability bracing-Additional temporary restraint/ i Et 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, iI, delivery.erection,lateral restraint and dagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from i CONN/LI NG LLc I SBCA atwww.sbcindustry.com. __ __.__ _. ._—.__ -__�i Job ',Truss Truss T e Type 'CPI. 'Ply PULTE HOMES SUM.CRK BLDG 7 MAIN FLOOR 15380481 B1203125 C FLOOR 20 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 Page 1 ID:EgN5AgO1TrNyVMXwygLf2xzmrg2-DHCHJpzbY62EMIF3XjN1 LrUCAvIvuW F3OdS4EBzUgSF 2 3-_tifi F-_______2-8-4 2-3-8 Scale=1:26.4 3x6 4x6 4x6 - 2x4 4x6 -- 3x6 -- 1 2 3 4 5 6 bx6 7 f ,Y _... ---r O-ram - I 43 11 10 9 8 4x10 - 4x6 - 3x6 = 4x6 = 4x10 — 7-10-4 15-8-8 7-10-4 7-10-4 Plate Offsets(X,Y) j2;9-1-8,Edge],[3:0-2-10,Edgel,f5:0-1-14.Edge1.[6:0-1-8.Edgel.18:Edge,0-1-8],[9:0-2-4,Edge],[11:0-2-4,Edge],f12:Edge,0-1-81 LOADING(psf) 11 SPACING 2-0-0 CSI • DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.29 Vert(LL) -0.16 10 >999 480 MT20 220/195 TCDL 10.0 1, Lumber Increase 1.00 BC 0.47 Vert(TL) -0.30 9-10 >619 360 • BCLL 0.0 Rep Stress!nor YES WB 0.23 Horz(TL) 0.06 8 n/a n/a ''I BCDL 5.0 _ __ Code IBC2006/TPI2002 (Matrix) Weight:83 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 12=843/0-2-0 (min.0-1-8),8=843/0-2-0 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1797/0,3-4=-3161/0,4-5=-3162/0,5-6=-1798/0 BOT CHORD 11-12=0/1789,10-11=0/2777,9-10=0/2779,8-9=0/1789 WEBS 4-10=-260/0,3-11=-1059/0,3-10=0/415,5-10=0/413,5-9=-1060/0,2-11=0/444, 6-9=0/444,2-12=-1934/0,6-8=-1934/0 NOTES 1)A plate rating reduction of 20%has been applied for the green lumber members. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. 3)This truss is designed in accordance with.the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)"Fix heels only Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard <c4sp PRO �w ��yGINE ,9 si0,v 85525PE r" 9 j,.-,I' ,,t 94, 0-12 2. 4" `i°SEPIA O RENEWAL DATE 12/31/2013 April 3,2012 WARNING-Verify design parameters and read notes on this Truss Design Dewing and included DIU Reference Sheet(rev.03-11')before use.Design ' valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an Individual building component.Applicability '.. of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraintEt designations shown on individual web and chord members are for compression buckling only,not forbullding stability bracing.Additional temporary restrainu 1 diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure 1 is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control.storage. delivery,erection,lateral restraint and diagonal bracing,consult ANSIITPI 1,DSB-89 and BCSI(Building Component Safety Information)available from 1Iv�N$OLTIiNC7 tCc SBCA al www.sbcindustry.com. 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 Trans.Gleokemes,GR 97015-1129 L250 s Aug zr 2011 MiTek Industries,Inc.Mon Apr 02 16:OLMHtM Page 1 ID:kXnOma47B2LS8UVazSKj2lzmrma-9gJ 1 kU?s411yb3PRe8QVDGZTnjQLMHtMsxxBJ4zUg8D i_ 2-3-8 --� —_. 2-6-0 238___.______. Scale=1:26.4 3x6 = 4x8 = 4x10 -- 2x4 I' 4x10= 3x6= 1 2 3 4 5 6 4x8 = 7 x. ___ ;'i;- 10 9 4x10 — 4x6 = 4x12= 4x6 = 4x10 = 2-9-8 ___ 7-10-4 __ 12-11-0 _...15-8-8 I- 2-9$...__— _.. .__..._.5-0-12 5-0-12 __ _. _. _f 28-8 Plate Offsets(X.Y): f2:0-1-8.Edgel.f6:0-1-B,Edge1,f8:Edge.0-1-81.[9:0-1-8,Edge].[11:0-1-8.Edgej,[12:Edge,0-1-8] r— — I LOADING(psi') SPACING 2-0-0 CSI DEFL in (loc) 1/deft lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.60 Vert(LL) -0.08 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.47 Vert(TL) -0.16 9-10 >951 360 BCLL 0.0 I Rep Stress!nor YES WB 0.79 Horz(TL) 0.04 8 n/a n/a BCDL 5.0 I Code IBC2006/TPI2002 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 12=-412/4-2-0 (min.0-1-B),8=594/0-2-0 (min.0-1-8),11=1505/4-2-0 (min.0-1-8) Max Horz12=-126(LC 6) Max Uplift12=-1568(LC 7),8=-103(LC 8),11=-276(LC 8) Max Grav12=1043(LC 8),8=859(LC 7),11=2300(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-966/966,2-3=-1292/2878,3-4=-3277/1468,4-5=-2303/592,5-6=-2477/870, 6-7=-966/966 BOT CHORD 11-12=-3371/1768,11-13=-2520/1615,10-13=-2520/2941,9-104-877/2852, 8-9=-320/1829 WEBS 4-10=-275/0,3-10=-347/1754,5-10=-963/678,2-11=-1876/745,3-11=-2485/319, 2-12=-2440/4154,6-9=-184/458,5-9=-1104/602,6-8=-1977/345 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)A plate rating reduction of 20%has been applied for the green lumber members. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1568 lb uplift at joint 12,103 lb uplift at joint 8 and 276 lb uplift at joint 11. 5)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)This truss has been designed for a total drag load of 380 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 4-2-0 for 1432.5 plf. ��0 P��F�-',.... 7)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 8)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement \c, ' l,G']N'EF `r�/O at the bearings.Building designer must provide for uplift reactions indicated. � E 9 4, 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 444 85525pC. -�• be attached to walls at their outer ends or restrained by other means. cc LOAD CASE(S) Standard 'p OREGON a Ott 9 U�112 .- .c. . t/pSEpvA O RENEWAL DATE: 12/31/2 013 April 3,2012 A WARNING-Verify design parameters and read notes on this Truss Design Drawing and included Dr.)Reference Sheet(rev.03-11')before use.Design I valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability 1 , ,$'.'` of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure 1 is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities.fabrication.quality control,storage,delivery,erection,lateral restraint and diagonal bracing,consult ANSUTPI 1,DSB89 and SCSI(Building Component Safety Information)available from CONSULTING L c SBCA at www_sbdndustry.com. _ Job Truss Tres$Type Qty I Ply i IPULTE HOMES SUM.CRK aLDG 7 MAIN FLOOR B1203125 CC FLAT 4 ) 15380483 1 2 ]Job Reference(optional) Pm-Butd Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 252011 MiTek Industries,Inc. Mon A r 02 18:55:28 2012 Page 1 ID:5Vavpl8F0a_kEFOYI?wulozmrmV-99J1 kU?s4Ilyb3PRe8QVQGZScjN4MMvMsxxBJ4zUg8D 5-3-7 10-5-1 15-8.8 - ___ 5-3-7 --- 5-1-11 5-3-7 Scale=1:27.2 2x4 I 2x4 i 4x8 = 4x8— 1 2 3 4 C I _.. _ ...._ ._...___._. Li 1 7 6 4x8 9 10 -f'\ 234 ll 4x8 = 2x4 I I 5-3-7 -.. 10-5-1 15-8-8 _.5-3-7 5-1-11 5-3-7 Plate Offsets(X,Y): (1:Edge,0-1-81[4:Edge,0-1-81,[6:0-3-8,0-1-8],(7:0-3-8,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in hoc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 ''. TC 0.67 Vert(a) -0.32 6 >572 360 MT20 220/195 TCDL 10.0 I Lumber Increase 1.00 BC 0.68 ! Vert(TL) -0.57 6 >327 240 BCLL 0.0 1 Rep Stress Ina NO WB 0.47 Horz(TL) 0.01 5 n/a n/a BCDL 5.0 I Code IRC2006/TPI2002 (Matrix) !, Weight:140 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-8-11 oc purlins, except BOT CHORD 2 X 6 DF 2400F 2.0E end verticals. WEBS 2 x 4 DF Std G'Except` BOT CHORD Rigid ceiling directly applied or 10-0.0 cc bracing. W2:2 x 4 DF No.1&Btr G REACTIONS (lb/size) 8=1114/0-5-8 (min.0-1-8),5=2182/0-5-8 (min.0-1-8) FORCES (Ib)-Max.Camp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-8=-1082/0,1-2=-5881/0,2-3=-5881/0,3-4=-5881/0,4-5=-1164/0 BOT CHORD 6-7=0/5881 WEBS 2-7=-653/0,3-6=-423/0,1-7=0/5946,4-6=0/5946 NOTES 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2 x 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-9-0 oc. Webs connected as follows:2 x 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced floor live bads 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 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)800 lb down at 12-0-0,and 800 lb ��>�E4 PROF down at 14-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. C4c ,N,OINE'F-9 >0 LOAD CASE(S) Standard w 9 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 `� $5525PE Uniform Loads(plf) Vert:5-8=-10,1.4=-100 Concentrated Loads(Ib) Vert:9=-800(F)10=-800(F) '1)� J ORE • z 4Q '94, °(y1224 -� JOSEPk1 0� RENEWAL DATE: 12/31/2013 April 3,2012 A. WARNING-Verify design parameters and read notes on this Truss Design Drawing and included Did Reference Sheet(rev.03-11')before use_Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component_Applicability Elif of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint siil designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection.lateral restraint and diagonal bracing,consult ANSI(TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING Lcc SBCA at www.sbcindustry.com. V�//WY lI Job Truss Truss Type Qty Ply PULTE HOMES SUM.CRK BLDG 7 MAIN FLOOR 15380484 81203125 C-STUB FLOOR 4 1 ' Job Reference(option] Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Augg 25 2011 MiTek Industries,Inc. Mon Apr 02 18:55:29 2012 Page 1 ID:EgNSAgOtTrNyV7 wygLf2zzmrg2-estPyq?Ug3QpDC_isCrxkzU6[R7m15txV4bgkrWzUgBC 2 -6_— 2-6-0 _____._ 2-3-8 Scale=1:26.2 3x6 = 4x6-- 4x6 = 2x4 1'1 4)(6 = 2x4 11 1 2 3 4 5 6 4x6 = 78 i TE1il,, r i N ih � ' v '.73 12 11 10 9 4x10 -- 4x6 = 3x6 = 4x6 = 4x6 = 15a-5 710J _.. 15-5-8 10 7-01 __.. 7-10-4 7-7-4 0-0-0--e 0-2-8 Plate Offsets(X,Y) f2:0-1-8,Edge],[3 0-2-10.Edgeh f5:0-1-10,Edgel.I6 Q-1 Edge].[7:0-1-8 Edge].[9:0-1-8 Edge] [10:0-2-0 Edge] [12:0-2-4 Ed j [13£dge 0 1-9_____.._ _ LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ltd 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 Incr YES WB 0.23 Horz(TL) 0.06 9 n/a rile BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight:79 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=836/0-2-0 (min.0-1-8),9=853/Mechanical FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1780/0,3-4=-3110/0,4-5=-3110/0,5-6=-1709/0 BOT CHORD 12-13=0/1772,11-12=0/2743,10-11=0/2712,9-10=0/1700 WEBS 4-11=-259/0,3-12=-1041/0,3-11=0/396,5-11=0/430,5-10=-1084/0,2-12=0/437, 6-10=0/452,2-13=-1915/0,6-9=-1852/0 NOTES 1)A plate rating reduction of 20%has been applied for the green lumber members. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)13. 4)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 460) PRQF- ao'ti ION & Sw 4." tG 9 .1,,. 9 cr 85525PE r 1/ .-i • jQ V lie <Yi2,2�. utSEPN O0 RENEWAL DATE: 12/31/2013 April 3,2012 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DM Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability I Z I of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint iiiiii • 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 1 1 ' is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage. delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from COA/3t/tTtN6LLC SBCA at www.sboindustry_com ' Symbols Y Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION ► 4-1 N. 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 r= Dimensions are in ft-in-sixteenths. I I (Drawings not to scale) 4 and f • Apply ull 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 7, braces themselves may require bracing,or alternative T,I,or Eliminator bracing should be U" 16„ 1 2 3 considered. TOP CHORDS 3. Nev er exceed the design loading shown and never stack materials on inadequately braced i truss 4. Provide copies of this truss design to the building designer,erector supervisor,property 4 owner and all other interested parties. S. Cut members to bear tightly against each other. ce 11111111M1h1 p6. Place plates on each face of truss at each joint and embed fully.Knots and wane at joint IIIa Olocations are regulated by ANSIITPI 1. ANSFor 4 x 2 orientation,locate 7. Design assumes trusses w ll be sui ably protected from the environment in accord with U xx Oplates 0-'n;'from outside aU ITPI 1. 8. Unless s otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication edge of truss. 0 o 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative C7-8 C6-7 C5-6 - �i, treated,or green lumber. I BOTTOM CHORDS 10.Camber is a non-structural consideration and is the responsibility of truss fabricator.General 1 This symbol indicates the practice is to camber for dead load deflection. required of slots in 8 7 6 5 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirement. connector required direction 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 chards 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 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 The first dimension is theplate risks.Consult with project engineer before use. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 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 ANSIfTPI 1 Quality Criteria. • the length parallel to slots. 21.Unless information is otherwise provided to DrJ in writing,the use of these designs presumes approval,through the building designer or owner of the trusses,of the loads and related PRODUCT CODE APPROVALS design assumptions(e.g.spans,profiles,deflection,etc.)found on each of the individual LATERAL BRACING LOCATION design drawings. ICC-ES Reports: 22.These trusses are designed using MiTek Sapphire standard analysis methods in accordance with ANSI/II-Pit and related proprietary information. /� Indicated by symbol shown and/Or ESR-1311, ESR-1352, ER-5243,9604B, 23.1t 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 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.Graphicalpurlinrepresentation,ifshown,does not depict the size or orientation of the purlin • along the top and/or bottom chord.Purina must be designed by others for size,and positioned 11 in such a way as to support the imposed load along the clearspan of the pudin. I 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 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 ■ISO reaction section indicates joint ©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,Fo,Fop,Ft,and Fv)for solid sawn lumber and approved, _1 grade stamped,finger jointed lumber shall be as defined by the grade stamp prior to ' cross cutting and in accordance with the published values of lumber rules writing Industry Standards: , agencies approved by the Board of Review of the American Lumber Standards ANSI/TPI1: National Design Specification for Metal Committee in accordance with the latest edition ofANSlrtPl1 Section 6.3. ail Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. DrJ Consulting, LLC BCSII: 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. 21 .7 CONSULTING Lcc DrJ Consulting, LLC 6300 Enterprise Lane Madison, Wisconsin, 53719 Re: B1203127 MiTek 20/20 7.2 PULTE SUM CRK BLDG 7 UPPER FLOOR The truss drawing(s)referenced below have been prepared by DrJ Consulting,LLC under my direct supervision based on the parameters provided by ProBuild (Clackamas). Pages or sheets covered by this seal: I5380485 thruI5380498 My license renewal date for the state of Oregon is December 31,2013. Important Notice:The accuracy of the Truss Design Drawings relies upon: 1.Accurate metal plate connector design values as published by MiTek. 2.Accurate design values for solid sawn lumber.Design values(E,Emin,Fb,Fc,Fcperp,Ft,and Fv)for solid sawn lumber and approved,grade stamped, finger jointed lumber shall be as defined by the grade stamp prior to cross cutting and in accordance with the published values of lumber rules writing agencies approved by the Board of Review of the American Lumber Standards Committee in accordance with the latest edition of ANSI/TPI 1 Section 6.3. 4 p PROF l 85525P•�, 'PA OREGON 4zir N A 1;y G.y72 `- { "OSEPti O� RENEWAL DATE: 12/31/2013 April 3,2012 Ryan J. Dexter, P.E. The seal on these Truss Design Drawings indicates acceptance of professional engineering responsibility for the design assumptions as defined on this truss design drawing,solely for the truss component(s)depicted. The design assumptions, loading conditions,suitability and use of this component for any particular building is the responsibility of the building designer or owner of the trusses,per ANSI/TPI 1.The responsibilities and duties of the truss designer,truss design engineer and truss manufacturer shall be in accord with the latest edition of ANSI/TPI 1 Chapter 2 unless otherwise defined by a contract agreed upon by the parties involved. 1 , Job Truss Truss Type CIO/ Ply PULTE SUM CRK BLDG 7 UPPER FLOOR n 15380485 81203127 Al 1[ FLOOR 4 1 t _ _ Job Reference(optional) Pro-Build Clackamas Truss,Clackamas.OR 97015-1729 7.250 s Aug zl 0b-MiTek Industries,Inc Mon Apr s 1 y1 mu 2012 Page 1 ID:eOJSMJj3DIJPcfEfiSijb?zIEDu-vkxwdM 1 kf3Fi2EMRtaubOUsKKyi muxzNOFSJVHzUg30 0/1-1 2-6-0 110-8 I 1-4-0 1. 1-6-0 11-6-0 H I_. 2--7 2-7-9 1-11-12 044 Scale=1:58.1 4x8 = 4x6= 4x10 = 3x6 FP- 6x6= 3x4 'I 2x4 I I 4x6 - 2x4 I I 3x6 - 2x4 I 3x6 FP= 3x4 11 4x10 = 2x4 14x8 = 2x4 I 4x8= 3x4 I I 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 ,_„-„,,,„,=:------- $ ;, 32 31 30 29 28 27 26 25 24 23 22 21 20 4x6= 4x10 = 2x4 3x6- 4x8= 4x6 = 4x12 - 3x6 FP- 4x12 - 2x4 I 3x6 = 6x6 = 4x6 - 3-7-4 5-7-0 6-11-4 10-0-12__--; 17-7-2 17 11 25-9-12 27-9-8 32-11-0 33 35-9-8 3-7-4 2-0-0 1.4-0 3-1-8 _-.7-6-6 0--9 8-0-1 -__ 1-11-12 5-1-8 0-1 _2_-0-0 Plate Offsets(X,Y): [1:Edge,0-1-8],[2:0-3-8,Edge],[4:0-1-8,Edge],[5:0-1-8,0-0-0],[8:0-1-8,Edge],[15:O-1-8,Edge],[16:0-1-8,0-0-0],[17:0-2-10,Edge],[20:Edge,0-1-8],[21:0-3-0 ,Edge],[22:0-1-8,Edgel,123:O-1-8,Edgel,[24:0-5-8,Edoej,[26:0-0-4,Edgel.[27:0-1-8,Edgel.128:0-2-0 Edge],[29.0-1-$Edge],[30:0-1-8,Edgel LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.82 Vert(LL) -0.26 28-29 >830 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.69 Vert(TL) -0.41 28-29 >524 360 BCLL 0.0 Rep Stress Ina YES WB 0.62 Horz(TL) 0.05 20 rf/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(]t=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=-2416A5,17-18=-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=0/1447,232=-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 ,4��4.V PROP?, be attached to walls at their outer ends or restrained by other means. \co � I N GEF9 /0 6)CAUTION,Do not erect truss backwards. �(Or. 4, LOAD CASE(S) Standard Ct. 85525PE r 15 rt. 94, <Y12,SO.\ -1A• JOSEPH Off' RENEWAL DATE 12/3 /zo>3 • 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 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/ 1, diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSUTPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC I SBCA at www.sbcindustry.com. Job Truss ,Truss Type Qty Ply PULTE SUM CRK BLDG 7 UPPER FLOOR 15380486 81203127 �IA01-A iI FLOOR 1 I I 2 'Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc. Mon Apr 02 19:00:56 2012 Page 1 IDaORdn?kJIUZ7syO1 at3BgQzIEOs-Zm81 aezbgXcQyTUUs1IQjR8WcxJDOczeHzOYg3zUg35 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 Scale=1:27.2 1-4-0 I 2x4 4x10 3x6 -- 2x4 I 5x10 — 2x4 1 2 3 4 5 6 II L 14 15 12 16 11 10 95 8 4x8— 2x4 I Bx6 — 2x4 I 2x4 I i 4x6 - HUS26 _.-3-2-4 5-4-8 7-8-8 11-8-8 15-8-8_-___ 3-2-4 _—_-_ 3-2-4 1-4-0 4-0-0 4-0-0 Plate Offsets(X.Y): [2:0-4-8.0-171413:4-2-12.0-1-81.15:0-5-0.0-1-121.[9:0.3-0.0_1_121 LOADING(psf) SPACING 2-0-0 CSI DEFL in (roc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.62 Vert(LL) -0.30 10 >611 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 I BC 0.72 Vert(TL) -0.53 9-10 >349 240 BCLL 0.0 Rep Stress Ina NO WB 0.86 Horz(TL) 0.07 7 n/a n/a BCDL 5.0 Code IRC2006/TPI2002 (Matrix) i 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 2 x 4 DF Std G REACTIONS (lb/size) 13=2869/0-4-0 (min.0-1-8),7=1327/0-4-0 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-9093/0,3-4=-7962/0,4-5=-7962/0 BOT CHORD 13-14=0/7944,14-15=0/7944,12-15=0/7944,12-16=0/7944,11-16=0/7944,10-11=0/8007, 9-10=0/7962,8-9=0/4807,7-8=0/4807 WEBS 4-9=-464/0,3-10=-1275/0,2-12=0/1321,2-13=-8208/0,5-9=0/3405,3-11=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 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 �(1,�-D PRO/ .6' be attached to walls at their outer ends or restrained by other means. cU'S G[NF 4'/ 8)Use Simpson Strong-Tie HUS26(14-10d Girder,4-10d Truss,Single Ply Girder)or equivalent at 3-10-0 from the left end to connect C.9 {G� E9 mil, truss(es)BEAM(1 ply 2 x 4 DF) to front face of bottom chord. 4., tr 8552 17 5PE r' 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 'i RE ,(!Q 11. 4Y12 2pi j', Continued on page 2 . �QSE:PN O RENEWAL RATE 12/31/2013 April 3,2012 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and Included DrJ Reference Sheet(rev-03-113 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 , of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint it designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BOSI(Building Component Safety Information)available from I conflu °LLC SBCA at www.shdndustry com. i [Job (Truss Truss Type Qty Ply l PULTE SUM CRK BLDG 7 UPPER FLOOR 15380486 B1203127 A01-A 'FLOOR 1.1 _.._ _1 _ ___ _ 2 (Job Reference(optional)_ Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 252011 MiTek Industries,Inc. Mon Apr 02 19:00:56 2012 Paget ID:aORdn?kJIUZ7sy01 at3BgQz1E0s-Zrn81 aezbgXcQyTUUs11QjR8WcxJDDczeHzOYg3zUg35 LOAD CASE(S) Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:7-13=-10,1.6=-100 Concentrated Loads(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 conneclor 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 irk designations shown on individual web and chord members are for compression buckling only,not torbuilding 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, �■I �! • delivery,erection,lateral restraint and diagonal bracing,consul)ANSI/TPI 1,DSB-89 and SCSI(Building Component Safety Information)available from CONSULTING tic SBCA al www.sbcinduslry.com.. Job 'Truss 'Truss Type l Qly Ply JPULTE SUM CRK BLDG 7 UPPER FLOOR 15380487] B1203127 A2 'FLOOR 4 1 l ' _-_- 1 I Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7250 s Aug 25 2011 MiTek Industries,Inc. Mon Apr 02 19:01:02 2012 Page 1 ID:XnZNBgmaH6pr5GXQiH6f1rzlE0q-OwVlril MPNNZgOxeCHPgziOWmMLVdM PWfvrs1jzUg3? i 0-10-4 1 2-6-0 1 1 1-10-8 I 14-0 1 i 1-0-8 1 i 1-4-8 I 2-5-4 Scale=1:30.7 2x4 l 4x8 — 2x4 I i 5x8 -- 2x4 4x6 — 3x8 2x4 I 4x8 = 4x8 --: 1 2 3 4 5 6 7 8 9 10 � � � N , 13J 18 17 16 15 14 13 124x8 = 1(1N 4x4 = 5x12= 2x4 l I 4x6 — 3x4= 2x4 I 4x10— 2x4 ' 3-74 —__t_. 5-74 k._6-11-4 , 8-6-0 1 10-0-12 11-3-12___�_ 12-8-4 1 15-2-4 17-9-11 17-1P-0 3-74 2-0-0 14-0_ _1-6i12 1-8-12 1-3-0 1-4-8 260 2-7-7 0-0-13 Plate Offsets(X,Y): [2:0-3-8,Edge],[4:0-1-8,Edge],[5:0-1-8,0-0-0),[7:0-2-8,Edge],[9:0-2-8,Edge],[10:0-1-8,Edge],[11:0-1-8,Edgej,[12:0-1-8,Edge],[13:0-3-0,Edge],[16:0-1-8 ,Edge],[17:0-1-8,Edge],[18:0-5-12,Ed gel,_[19:Edge,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell 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!nor YES WB 0.74 Horz(TL) 0.08 11 n/a n/a BCDL 5.0 Code IBC2006/TPI2002 (Matrix) Weight:92 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-9-0 oc purlins, except BOT CHORD 4 X 2 OF 2400F 1.7E end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 19=976/0-4-0 (min.0-1-8),11=976/0-1-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2519/0,3-4=-2543/0,4-5=-3739/0,5-6=-3743/0,6-7=-4193/0,7-8=-3484/0, 8-9=-3484/0,9-10=-2116/0 BOT CHORD 18-19=0/927,17-18=0/3734,16-17=0/3739,15-16=0/4189,14-15=0/4114,13-14=0/4114, 12-13=0/2132 WEBS 10-11=-964/0,9-13=0/1457,9-12=-831/0,10-12=0/2284,4-18=-1400/0,2-18=0/1746, 2-19=-1331/0,4-17=0/251,8-13=-265/0,7-13=-677/0,6-16=-747/107 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)A plate rating reduction of 20%has been applied for the green lumber members. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 4)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard 9,ti,D PRQFF 85525P£ r' 9 v G SQ 11. U<yi22n -P `1QSEpN O4 RENEWAL DATE: 12/31/2013 April 3,2012 A WARNING-Verify design paramelers and read notes on this Truss Design Drawing and included DrJ 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 airst designations shown on individual web and chord members are for compression buckling only,not forhuilding 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 delivery,erection.lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC _ _ SBCA at www.sbcindustry.com. Job Truss Truss Type lay Ply jPULTE SUM CRK BLDG 7 UPPER FLOOR 1 15380488 81203127 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 1 ID:xMEWgioSa1 BQykG?NQfMNUzIE0n-1 yiPo_zDbglGac3gQkpfGehmcLg?yBXn Wd75MVzUg34 4-2-8 8-5-o r__ 4-2-8 4-2-8 Scale=1:16.2 4x6 - 1 2 4x6 = 32x4 1 4 5 o • _.l_. -_ _ - _ J, I HHUS26-2 F ' 1 7 9 6 h __ 4x12 = 2x4 I 2x4 4-2-8 8-5-0 4-2-8 4-2-8 Plate Offsets)X,Y): [2:0-1-12,0 2 0],[4:0-1-12.0-2-01,f7:0-6-0,0-1-81 __-_ __... _.. LOADING(psf) SPACING 2-0-0 • CSI DEFL in (loc) 1/de8 L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.29 Verl(LL) -0.07 6-7 >999 360 MT20 220/195 TCDL 10.0 • Lumber Increase 1.00 '.• BC 0.88 Vert(TL) -0.13 6-7 >702 240 BCLL 0.0 Rep Stress Incr NO WB 0.33 1 Horz(TL) -0.00 6 n/a n/a BCDL 5.0 Code IRC2006/TPI2002 (Matrix) Weight:82 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, except BOT CHORD 2 X 6 DF No.2 G end verticals. WEBS 2 x 4 DF Sid G`Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W2:2 x 4 DF No.1&Btr G REACTIONS (Ib/size) 8=1241/0-5-8 (min.0-1-8),6=1477/0-5-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-8=-1089/0,2-3=-4091/0,3-4=-4091/0,4-6=-1089/0 WEBS 3-7=-350/0,2-7=0/4177,4-7=0/4177 NOTES 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2 x 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-7-0 oc. Webs connected as follows:2 x 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)A plate rating reduction of 20%has been applied for the green lumber members. 4)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. 5)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)Use Simpson Strong-Tie HHUS26-2(14-1 od 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. ��P� PR OFFS,, 8)Fill all nail holes where hangerc is in contact with lumber. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)800 lb down at 5-4-0 on bottom ,*c3 NGIP1 ' fQ chord. The design/selection-of such connection device(s)is the responsibility of others. C, fG q . . 44 LOAD CASE(S) Standard 4t 85525PE T- 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:6-8=-10,1-2=-100,2-4=-10D,4-5=-100 ,Sys JG G tN �� Continued on page 2 1/t Y 1 2,Z p�G+ 0SEPN RENEWAL DATE 12/31/2013 April 3,2012 A ' and included DrJ Reference Sheet rev.03-11' before use.Design WARNING-Verify design parameters ands notes on this Truss Design Drawing ( ) a valid for use with connector plates only.This design Is based only upon parameters shown,and is for an individual bolding component.Applicability srliN 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 nding stability bracing.Additional temporary restraint/ • diagonal bracing to insure stability during constmction is the responsiNlity of the installer.Additionalal pe permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery.erection,lateral restraint and diagonal bracing,consult ANSIITPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING 1 1 SBCA at www.sbcindustry.com. VV Job Truss 1Truss Type I aty Ply PULTE SUM CRK BLDG 7 UPPER FLOOR I 15380488 li B1203127 A03 FLOOR �2 I I 2 ,Job Reference(optional) _ Pro-Buld Clackamas Truss,Gackamas,OR 97015-1129 7.250 5 Aug 25 2011 MiTek Industries.Inc. Mon Apr 02 19.00.57 2012 Page 2 ID:xMEWgioSal BQykG7NQfMNUzIEOn-1yiPo_zDbgIGac3gQkpfGehmcLg?yBXnWd75MVzUg34 LOAD CASE(S) Standard Concentrated Loads(lb) Vert:7=-1000(F)9=-800(F) WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown and:s far an individual building component.Applicability , li 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 Ik 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 SBCA at www.sbcindustry Cora CONSULTING «C 'I Job Truss Truss Type I Qty Ply PULTE SUM CRK BLDG 7 UPPER FLOOR ' 15380489 B1203127 A3 FLOOR 2 1 Job Reference(optional) Pro-guild Clackamas Truss,Clackarros,OR 97015-7129 7.iN sAug zI 2011 wvinIrMRNNZInc. Mon Apr iO19',OtD2XM Page ID:1kMGFOgj6eR861 QNUrhgSvzIE01-O�W/ld 7 MPNNZgOueCHPgziOfl MWSdXMWivrsljzUg37 1 2 2x4 II 3 3x4 = 4 2x4 Scale=1:9.4 Fill' c a - 0 N N 1 mac- _._ ___. _-. —._ .. _ _.___—__ .... _. _...- • A. - _ _—_.____.. 6 5 3x4 3x4 -- 3-10-8 3-10-8 Plate Offsets(X,Y): [2:0-1 ,Edge],.[4:0-1-8 Edge] [6:0-1-8.Edgel __.. LOADING(psf) SPACING 2-0-0 CSI DEFL in (roc) 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 Ina YES WB 0.04 • Horz(TL) 0.00 5 Na n/a BCDL 5.0 Code IBC2006/TPI2002 i (Matrix) Weight:19 lb FT=0%F,0%E • LUMBER BRACING TOP CHORD 4 X 2 OF 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 OF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 6=222/Mechanical,5=205/0-4-0 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)A plate rating reduction of 20%has been applied for the green lumber members. 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard PE,4 PRDFE wy� 3,GINFE sfp a- 85525PE 9- 11 ' 4'r :rN /t; 1+ <Y12PA .-1' 41QSEPN ° 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.03-113 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 of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and Installer. Lateral restraint Et/ designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities.fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSuLTING ac SBCA at www.sbcindustry.com. • Job 1Truss Truss Type Qty Ply PULTE SUM CRK BLDG 7 UPPER FLOOR 15380490 IiB1203127 A04 ,,FLOOR 2 e� 2 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7250 s Aug 25 2011 MiTek Industries,Inc. Mon Apr 02 19:00:57 2012 Page 1 ID:g7U0f4rzdFisRLamcFklXKzIE0j-1 yiPo_zDbglGac3gQkpfGehm6LpQyGfnWd75MVzUg34 3-8-8 3-8-8 1 2 4x4 3 2x4 11 4 Scale=1:9.4 ll_ o — - _ N • 2x4 7 6 5 E 4x4 = ..__. _..... 3-8-8 - _ 3-8-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.32 I Vert(LL) -0.00 5-6 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.08 Vert(TL) -0.00 5-6 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IRC2006/rP12002 (Matrix) _ i`. Weight:36 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF Std G TOP CHORD Structural wood sheathing directly applied or 3-8-8 oc purlins, except BOT CHORD 2 X 6 DF No.2 G end verticals. WEBS 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 7=345/Mechanical,5=381/0-5-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2 x 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-9-0 oc. Webs connected as follows:2 x 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)A plate rating reduction of 20%has been applied for the green lumber members. 4)Refer to girder(s)for truss to truss connections. 5)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 7)Recommend 2x6 strangbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:5-7=-110(F=-100),1-2=-100,2-3=-100,3-4=-100 �,>GD PR Ore 85525PE 12, ` OsE:pt3 RENEWAL DATE: 12/31/2013 April 3,2012 av 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 connedor 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 restraint112111/ designations shown on individual web and chord members are for compression buckling only,not forbuildirg 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 ANSIR PI 1,DSB-89 and BCSI(Building Component Safety Information)available from LLC SBCA at www.sbeindustry.com. Job Truss (Truss Type I Qly Ply PULTE SUM CRK BLDG 7 UPPER FLOOR I I 15380491 ' B1203127 A06 FLOOR 1 Job Reference(optional) Pro-Build Clackamas Truss.Gleckemas,DR 97 0 1 5-11 29 7_250 OH 925y IE0 -V9 Industries,Inc. Mon Apr 02 osEs512 8 WS Page 1 ID:Ei9915trwA4QIOILHOH?9yzIE0g-V9Gn?K_rM8t78mdszSLuosEs51?hh WSwkHttuyzUg33 3-2- 6-4-8 7-8-8 I _ ___._11-8-8 15-8-83-2-4 3-2-4 ----_- - 1-4-0 4-0-0 4-0-0 Scale=1:27.2 1-4-0 2x4 "' 4x10 = 3x6 — 2x4 'I'I 5x10 --- 2x4 1 2 3 4 5 6 -- - i ----- - --- -_ !R 0 b 1e ---- I — — [l u 13'. 14 15 12 16 11 10 95x6 - '8 $_ 4x8 - 2x4 8x8 — 2x4 I 2x4 I I 4x6 HUS26 3-2-4 6-4-8 7-8-8 1 11-8-8 15-8-8 3-2-4 32-4 ..__ 1-4-0 4-0-0 4-0-0 Plate Offsets(X,Y): 12:0-4-8,0-1-121[3:0-2-12,0-1-81[5:0-5-0,0-1.121.[9:0-3-0,0-1-121 LOADING(psf) ' SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.62 Vert(LL) -0.30 10 >611 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.72 Vert(TL) -0.53 9-10 >349 240 BCLL 0.0 Rep Stress Ina NO WB 0.86 Horz(TL) 0.07 7 n/a n/a BCDL 5.0 Code IRC2006/TP12002 (Matrix) I Weight:138 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-11-0 oc pudins, except BOT CHORD 2 X 6 DF 2400F 2.0E"Except end verticals. B2:2 X 4 DF 2400F 1-7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4DFStdG REACTIONS (lb/size) 13=2869/0-4-0 (min.0-1-8),7=1327/0.4.0 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-9093/0,3-4=-7962/0,4-5=-7962/0 BOT CHORD 13-14=0/7944,14-15=0/7944,12-15=0/7944,12-16=0/7944,11-16=0/7944,10-11=0/8007, 9-10=0/7962,8-9=0/4807,7-8=0/4807 WEBS 4-9=-464/0,3-10=-1275/0,2-12=0/1321,2-13=-8208/0,5-9=0/3405,5-7=-4929/0, 3-11=0/1978,2-11=0/1228 NOTES 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2 x 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-5-0 oc,2 X 4-1 row at 0-9-0 oc. Webs connected as follows:2 x 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced floor live loads have been considered for this design. 4)A plate rating reduction of 20%has been applied for the green lumber members. 5)This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6)"Fix heels only'Member end fixity model was used in the analysis and design of this truss. �.`,4` P„ fFSS 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to E be attached to walls at their outer ends or restrained by other means. equivalent at 3-10-0 from the left end to connect �t �NG)N Fq <99 6)Use Simpson Strong-Tie ( -Tie HUS26 14-10d Girder,4-10d Truss,Single Ply Girder)or truss(es)BEAM(1 ply 2 x 4 DF) to front face of bottom chord. Ct- 85525r,E C' 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. �4J�II/ LOAD CASE(S) Standard p 0 - ,� j4,r Continued on page 2 92 �� 'i2'2oi�+� I �0SEPN c • RENEWAL DATE: 12/31/2 on April 3,2012 1, A WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-111 before use.Design I valid for use with MITek connector plates only_This design is based only upon parameters shown,and is for an individual building component.Applicability I of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint r� 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 BC51(Building Component Safety Information)available from CONSULTING LLC SBCA at wwvwsbcindustry.com • j Job Truss Truss Type I Qty Ply PULTE SUM CRK BLDG 7 UPPER FLOOR 15380491 11 61203127 A06 FLOOR 11 2 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc. Mon Apr 02 19:00:58 2012 Page 2 ID:Ei9915trwA4Q1olLHOH?9yzIE0g-V9Gn?K_rM8t7BmdszSLuosEs51?hh WSwkHtfuyzUg33 LOAD CASE(S) Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(p11) Vert:7-13=-10,1-6=-100 Concentrated Loads(lb) Vert:14=-500(F)15=-500(F)16=-1500(F) A WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DO Reference Sheet(rev.03-11')before use.Design valid for use with MITek connector plates only.This design is based only upon parameters shown,and is for an individual building component Applicability t of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraintEj 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 delivery,erection,Iatersl restraint and diagonal bracing,consult ANSIRPI 1,DSB-89 and BCSI(Building Component Safely Information)available from Cyapesaa Tq/.V u^uC SBCA atwwWsbdndust .com. 'Job Truss Truss Type Qty Ply PULTE SUM CRK BLDG 7 UPPER FLOOR 15380492 1131203127 A08 I FLOOR - 1 r� I __. job Reference(optional) _ Pro-Build Clackamas Truss,Clackamas.OR 970151129 7.250 s Aug 25 2011 MiTek Industries,Inc. Mon Apr 02 19:00:59 2012 Page 1 ID:A5Hvjnv6SoK8X6SjPpJTENzIE0e-zLp9Cg?U7S?.pwC3X9s7L3m0L8KeQzJ4zxcCQOzUg32 3-2-4 6-4-8 7-8-8 _-__{_..- 11-8-8 15-8-8- -. 3-2-4 3-2-4 —__.. 1-9-0 4-0-0 4-0-0 Scale=1:27.2 11--4Il___i 2x4 11 4x10 — 3x6— 244 • 5x10 = 2x4 1 23 2 24 3 25 4 26 5 27 6 ---- 4 15 16 12 17 18 11 19 10 20 9546 = 21 8 22 4x8— 2x4 1 8x8 2x4 I 2x4 11 4x6 HUS26 3-2-4 6-4-8 _—_ ____ • 7-8-8 ___._ 11-8-8 __.____-__-_-15-8-8 i 3-2-4 __3-2-4 1-4-0 400 Plate Offsets(_X,Y) [2:0-4-80-1-121,f5:0-5-0,0-1-121.(9:0-3-0,0-1-12] LOADING(psf) • SPACING 2-0-0 CSI DEFL in (lac) I/dell Lid li1 PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.66 Vert(LL) -0.28 10 >654 360 I MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.73 Vert(TL) -0.59 9-10 >312 240 BCLL 0.0 Rep Stress Inch NO WB 0.89 Horz(TL) 0.07 7 n/a r1/a BCDL 12.0 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 3-9-1 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 2x4DFStdG REACTIONS (lb/size) 13=2977/0-4-0 (min.0-1-8),7=1435/0-4-0 (min.0.1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-13=-298/0,2-24=-9524/0,3-24=-9524/0,3-25=-8419/0,4-25=-8419/0,4-26=-8419/0, 5.26=-8419/0,6-7=-294/0 BOT CHORD 13-14=0/8240,14-15=0/8240,15-16=0/8240,12-16=0/8240,12-17=0/8240,17-18=0/8240, 11-18=0/8240,11-19=0/8463,10-19=0/8461,10-20=0/8419,9-20=0/8419,9-21=0/5167, 8-21=0/5167,8-22=0/5167,7-22=0/5167 WEBS 4-9=-457/0,3-10=-1259/0,2-12=0/1354,2-13=-8515/0,5-8=0/327,5-9=0/3504, 5-7=-5298/0,3-11=0/1942,2-11=0/1365 NOTES 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2 x 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 X 6-2 rows 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 - �R standard ANSI/TPl 1. i�stD °FF3 6)This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Ica . GIN@F- / Top Chord and Bottom Chord,nonconcurrent with any other live loads. - C �j-` 7)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 444 Cr -7$55Z5PE 8)Recommend 2x6 strongbacks,on edge,spaced a1 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 9)Use Simpson Strong-Tie HUS26(14-10d Girder,4-10d Truss,Single Ply Girder)or equivalent at 3-10-0 from the left end to connect ,/"' truss(es)BEAM(1 ply 2 x 4 DF) to front face of bottom chord. 10)Fill all nail holes where hanger is in contact with lumber. 1 J OR- i fr 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 114 T2 2AN -k- ContARYeA Vr1 @ 2n bottom chord. The design/selection of such connection device(s)is the responsibility of others. 4.s,, SEQlA RENEWAL DATE: 12/31/2013 April 3,2012 WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability E of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint , lt . �' designations shown on individual web and chord members are for compression buckling only,not lorbuiding stability bracing.Additional temporary restraint( 1 diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure 1 is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, w�/� 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.sbdndustry.com. _ Job '!Truss Truss Type ay Ply PULTE SUM CRIS BLDG 7 UPPER FLOOR I • 15380492 1 B1203127 ',A08 FLOOR 1 2 Job Reference(options _ I, Pro-Budd Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc. Mon Apr 02 19:00:59 2012 Page 2 ID:A5Nvjnv6SoK8X6SjPpJTENzlE0e-zLp9Cg?U7S?_pwC3X9s7L3m0L8KeQzJ4zxcCQOzUg32 LOAD CASE(S) Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plt) Vert:7-13=-24,1-6=100 Concentrated Loads(lb) Vert:14=-500(F)16=-500(F)17=-1500(F) • AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included MU 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 forbuikling stability bracing.Additional temporary restraint/ • diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing ul the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, /s/a��) �a un delivery,erection,lateral restraint and diagonal bracing,consult ANSIITPI 1,DSB-89 and BCSI(Building Component Safety Information)available from VVfWYGfu I1C L SBCA at www.sbcindustry.com. li Job Truss Truss Type I Oty Ply PULTE SUM CRK BLDG 7 UPPER FLOOR 15380493 B1203127 A09 FLOOR �I2 2 Job Reference(optional) Pro-Budd Clackamas Truss,Clackamas,OR 97015-1129 7.250aBl4 s Aug l ob- XNY Industries,Inc. Mon Apr 02 19:01:00 DC Page 1 I D:bgz2Lpx_Ijij OaBl4x WSOzIEOb-RXNYQOO6u17rR4n F55NMuNJFxYjk9VyDCbMmzgzUg31 0-3-9 5-3-7 10-8-11 15-9-12 18r0-2 0-3-0 5-0-7 5-5-3 5-1-1 63 Scale=1:27.1 2x4 I I 2x4 11 5x8 — 1 2 5x8 3 4 5 6 G , -.-10 9 8 5x8— 7 -' 3x4 — 5x8 — 3x4 q-3-0 5-3-7 _ ,__ 10-8-11 15-9-12 16-0-12 5-0-7 _ —_5-5-3_ _ 5-1-1 0-3-0 Plate Offsets(X Y. .j2:0-3-8,0-2-01,[5:0-3-8,0-2-0L 77_0-2-0.0-1-131,18:0-3-8,0-2-01,I9:0-3-8,0-2-01,j10:0-0-5,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 • TC 0.41 Vert(LL) -0.33 8-9 >548 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.55 Verl(TL) -0.58 8-9 >313 240 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) Weight:142 lb FT=10"/ LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 1.7E TOP CHORD Structural wood sheathing directly applied or 5-9.0 oc purlins. BOT CHORD 2 X 6 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 DF Std G'Except' W 1:2 X 6 DF No.2 G,W2,W4:2 x 4 DF No.1&Btr G • REACTIONS (lb/size) 10=1822/0-3-8 (min.0-1-8),7=1822/0-4-0 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-6764/0,3-4=-6764/0,4-5=-6764/D BOT CHORD 8-9=0/6764 WEBS 3-9=-525/0,4-8=-525/0,2-10=-1391/0,5-7=-1383/0,2-9=0/6856,5-8=0/6854 NOTES 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2 X 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-9-0 oc. Webs connected as follows:2 x 4-1 row at 0-9-0 oc,2 X 6-2 rows at 0-9-0 cc. 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 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.ndard ((It° ��9;C�s�1)F oCAum(ber ncrease=1.00,Plate Increase=1.00 � jME�"4 /0� Uniform Loads(plf) 85525PE �` Vert:1-6=-100,7-10=-135(F=-125) 9 /OREGON �f' Ile G{}'I ,21: j�e vOSE: O4 I RENEWAL DATE: 12/31/2013 April 3,2012 WARNING-Verify design parameters and read notes on this Truss Design Drawing and included Sri Reference Sheet(rev.03-1T)before use.Design III r valid far use wiN MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer- Lateral restraint Elk/ designations shown on individual web.and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSU/LTINGLLc SBCA at www.sbcindustry.com. I Job Truss .Truss Type oty .Ply PULTE SUM CRK BLDG 7 UPPER FLOOR 15380494 61203127 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 19:00:54 2012 Page 1 ID:vNRpamX9cady0_T3weoV I2zIE3 i-d NOG9zxLlvMij9K5kcGye037e7eDlmwLpfvRlezU g37 08-_12. ..2-60 H 1--ems_{0-0-0Hi 1£-0 160i i 2-4-7 1 2-6-1 1 1-11-12 2-5-4 .1 2-5-4 Scare=1:61.5 4x8 4x8 = 4x10 = 3x6 FP 3x4 11 4x6 "- 2x4 ! 2x4 11 4x6 -" 294 I 396 FP= 3x4 1 4x8 = 4x12 = 2x4 1 2x4 I 4x8 = 4x6 - 334 • 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 4x6 4x6 = 4x61 c4-04x6 = 4x10 = 4x6= 4x12 -- 3x6 FP- 2x4 !I 4x6 -. 3x6 - 2x4 I 4x6 = 4x8 -- 4x6 - 27-11-0 3-7-4 5-7.4 6-11.4 10.0-12 17-9-11 -_-__t]_tp-020-53 25-9-12 27-98 30.5-0 32-11-0 .-- 35-9-9 3-7-4 2-0-0 1-4.0 3.1.8 7-8-15 0-Qs 24-3 5-4-9 1-11-12 26-0 2-6-0 2-10-0 0-1-8 Plate Offsets(X,Y): [1:Edge,0-1-8],[2:0-3-8,Edge],[3:0-2-12,Edge],[4:0-1-8,Edge],[5:0-1-8,0-0-0],[8:0-3-4,Edge],(12:0-1-B,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:O-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) T SPACING 2-0-0 CSI !. DEFL in (loc) I/defl L/d 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 I 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/TP12002 (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 pudins, except BOT CHORD 4 X 2 DF No.1&Btr G"Except" end verticals. B2:4 X 2 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 4 X 2 DF Std G REACTIONS (lb/size) 34=760/0-4-0 (min.0-1-8),20=770/0-4-0 (min.0-1-8),28=2380/0-5-2 (min.0-1-8) Max Grav34=835(LC 2),20=849(LC 3),28=2380(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2141/0,3-4=-2907/0,4-5=-2914/0,5-6=-2914/0,6-7=-2776/173,7-8=-2778/172, 8-9=-1770/674,9-10=-1770/674,10-11=0/3518,11-12=0/3520,12-13=-274/1380, 13-14=-3047/17,14-15=-3047/17,15-16=-3047/17,16-17=-3044/15,17-18=-1877/0 BOT CHORD 33-34=0/753,32-33=0/2155,31-32=0/2914,30-31=0/3003,29-30=-669/1782, 28-29=-1411/47,27.28=-1380/274,26-27=-1380/274,25-26=-695/1932,24-25=-695/1932, 23-24=-17/3047,22-23=0/2891,21-22=0/2891,20-21=0/1869 WEBS 8-29=-744/0,17-23=-510/198,15-24=-389/0,11-28=-277/0,12-26=0/757,3-32=-68/852, 3-33=-588/0,2-33=0/1508,2-34=-1113/0,18-21=0/436,17-21=-1095/0,18-20=-2005/0, 12-28=-2848/0,13-26=-1978/0,13-24=0/1632,10-29=0/2069,10-28=-2662/0, 8-30=0/1268,4-32=-296/8,6-31=-110/521,6-30=-473/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)A plate rating reduction of 20%has been applied for the green lumber members. 3)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. '<�LPE9 P ©.,, 4.161 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 [N be attached to walls at their outer ends or restrained by other means. �N� � � 6)CAUTION,Do not erect truss backwards. Q� 85525PE �� LOAD CASE(S) Standard ,/ / • 'p T OREGON Q' AN 44, 1+J`'<)-12,2-° ei- r'OSEPH Oti RENEWAL DATE: 12/31/2013 April 3,2012 ® WARNING-Verify design parameters and read notes on this Truss Design Drawing and included Ord Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability , 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.Addgional 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/I-PI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING Ltc SBCA at wwwsbcindustry.com. !, I`Job [Truss Type Qty i Ply PULTE SUM CRK BLDG 7 UPPER FLOOR 15380495 61203127 1B3A FLOOR 1 1 _._._____- I Job Reference(optional) • Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 252011 MiTek Industries,Inc.Mon Apr 02 19:01:03 2012 Pagel I D:xdmxO W?7aFK0UL3GtUSLZ3ztE0 W-s63g222_AgVQIXW gm7w3VvxolmpU Mw7fuZaQZ9zUg3_ 2-54 . 26-0 1 Scale=1:17.9 4x8 = 2x4 II 3x6 1 3x6 2 3 4 4x8 5 -.- o art; yi7 6 3x6 = 4x10 = 4x10 2-9-12 5-1-8 7-11-4 10-30 2-9-12_._ 2-6-12 2-6-12 2-9-12 Platte Offsets(X YYX (2:0 3-15 Edce1-15 Edael 14:0-3-0,Edge(,[6:Edge,0-1-8],[8:Edge 0-1-81__ LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.05 7 >999 480 MT20 220/195 TCDL 10.0 ll 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.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 8=578/0-4-0 (min.0-1-8),6=578/0-4-0 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)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 e,EO Pft4Fe, ��c?0 461PlE �S/09 85525PE r 2 'P Ae 9�j. b0Y 12,2 4 ' L/QSEPH RENEWAL DATE 12/31/2013 April 3,2012 Ai WARNING-Verify design parameters and read notes on thls 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 trusses and installer. Lateral restraint • designations shown on individual web and chord members are for compression buckling only,not forbuilding stability pacing.Additional temporary restraint/ ....'' '.. diagonal bracing to insure stabilityconstruction during 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, n delivery,erection.lateral restraint and diagonal bracing,consult ANSI/Pi I,D5a69 and BCSI(Building Component Safety Information)available from CONSULTING LLC SaCA at wvre.sbcindwtry.com. _ __ _ _ _ Job 'Truss Truss Type I 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 19:01:04 2012 Page 1 ID:M CS40Y2?sAjaLoorYd02 BizIEOT-KJd2GN3cx_d Hvh 50 KlR127Utr9035Npp7DKz5bzUg2z 1_—__... 2-3-0... I —_1-4-0 _ 2-8-0 2-6-0 I Scale=1:19.9 2x4 ! 5x8- 2x4 I 3x8 = 3x6 — 1 2 3 4 5 4x8 = 6 • I rT 12 5x8 = 11 10 3x6 = 9 8 2x4 I2x4 II 3x6 _. III��JJJ 4x10 = _5-3-0 6-4-8 7-8-8 10-4-0 12-11-8 __. +_ 15-8-8 __.__ 1-4-8 1-1-8 1-4-0 2-7-8 _._ 2-7-8 _. ._.. 2-9-0 Plate Offsets(X Yl: 2: -1 Edael f3:0-1-8,0-0-0],14;0-3-0,Edge],[5:0-2-8.Edge1,[7:Edge.0.1.81,f8:0-2-8,Edgel,f10:0-1-8,Edge],[11:0-1-B Edgej,,[12:Edge,0-1-81 LOADING(psf) I SPACING 2-0-0 CSI DEFL in (loc) I/deb Ud • PLATES GRIP TCLL 40.0 11 Plates Increase 1.00 TC 0.67 Vert(LL) -0.17 9-10 >810 480 MT20 220/195 TCDL 10.0 !, Lumber Increase 1.00 BC 0.85 Vert(TL) -0.30 9-10 >475 360 BCLL 0.0 !, Rep Stress!nor YES WB 0.30 Horz(TL) 0.03 7 n/a n/a BCDL 5.0 L. 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 -Q,�D PROfes �c,[N� 1 �i". 85525PE r" 9 ' r e• L�' 9 (il)'12,V\ -¢� ✓OSEPN CI RENEWAL DATE: 12/31/2013 April 3,2012 1 A WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DM Reference Sheet(rev.03-111)before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,end Is for an Individual building component.Applicability i Et of design parameters and proper incorporation of the component is responsibility of building designer rowner of the trusses and installer.Lateral restraint 1 designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the Installer.Additional permanent building stability bracing of the overall structure Is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, • delivery,erection,lateral restraint and diagonal bracing,consult ANSIITPI 1,DSB-89 and BCSI(Building Component Safely Information)available from 1CONSULTING LLL, SBCA al www.sbcindustry com_ J YV/WYLI�l1R Job TruS5 Truss Type i Qty Ply PULTE SUM CRN BLDG 7 UPPER FLOOR 15380497 i B1203127 '.0 FLOOR 22 1 Job Reference(optional) I Pro-Build Clackamas Truss,Clackames,OR 97015-1129 7.250 s Aug 25 2011 s63g Industries,22_AgV Inc. Mon Apr V1onj 19:01:03 t2012Efu Page 1 10:IbZgRE3FOnz166yOf12 WG7zIE0R-s63g222_AgVQIXWgm?w3Vvxlcmj_MtEfuZaQZ9zUg3_ 0-9-0 H ---- 2-6-0 I h-__--1-4-0 F 2-4-8 Scale=1:26.4 6x6 - 4x10 = 2x4 !I 2x4 '.I 4x6 = 3x6-- 1 3x6 = 2 3 4 5 6 7 x 8 R' _ ;j I rl 14-- 13 4x8 - 12 11 10 &-J 6x8 4x6= 3x6 4x6 = 4x10 = 1-3-0 6-4-8 _ __. 7-8-8 10-4-0 12-10-0 15-8-8 130 5-1-8 1-4-0 2-7-8 2-6-0 2-10-8 Plate Offsets(X,Y): [2:0-2-8,Edge],[3:0-4-2.Edge],[4:0-1-8,Edge],[5:0-1-8,0-0-0],[8:0-1-14,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] ,113:0-1-12,Edge],[14:Edge,0-1-8]_.__ LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.51 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 Ina- 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 OF 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) 14=85D/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=-268/0,6-11=-59/589,6-10=-1029/0,7-10=0/444,3-12=0/1003,3-13=-1540/0, 2-13=0/621,2-14=-1187/0,7-9=-2033/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)A plate rating reduction of 20%has been applied for the green lumber members. 3)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Qua PRO,F� 77 Q t�aG[MF�9 seal• 85525PE r' 'p ' •'EGON JG4'12,2A,N '74/ -¢k `'OSEP% V1.4 I • RENEWAL DATE: 12/31/2013 April 3,2012 ItA 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 arfl I designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint! 1 diagonal bradng to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, , delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Canponent Safety Information)available from CONSULTING Lc SBCA at www sbcindustry coin- Job ',Truss Truss Type Oty !Ply 1 PULTE SUM ORB BLDG 7 UPPER FLOOR I 15380498 /31203127 C-DRAG FLOOR 1 1 Job Reference(optional) 1 _L_Pm-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 252011 MiTek Industries,Inc.Mon Apr 02 19:01:05 2012 Page 1 I D:Ezhasv5 WwPD0g06cnS5_LYzIEOPoV BRTj4FiIl8Xrg Du0zXbK00fZLOgn7yLt3 Wd2zUg2y 0-9-0 2-6-0 i 1-4-0 2-3-0 Scale=1:26.8 4x8 = 2x4 I' 2x4 i i 4x8 = 5x12 MT18H= 3x6 -- 13 2 3 4x6 4 5 6 7 8 _ _ _ N O N h 13 12 11 10 a.� 4x8 = 4x6— 4x6 — 4x6 - 2x4 I 4x6 = 5x12 MT18H 3-9-0 6-4-8 7-8-8 10-4-0 12-11-8 i 15-8-8 3-9-0 2-7-8 1-4-0 2-7-8 2-7-8 2-9-0 Plate Offsets(X,Y): 1:0-3-8,Edge],[3:0-1-8,Edge],[4:0-1-8,Edge],[5:0-1-8,0-0-0],[6:0-3-8.Edge],[9:Edge,0-1-8],[12:0-1-8.Edge],[13:0-1-8,Edge].[14:0-1-8.Edge],[15:0-3-8,Edgel LOADING(psf) i SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 'i Plates Increase 1.00 TC 0.80 j Vert(LL) -0.26 11-12 >552 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.84 Vert(TL) -0.3811-12 >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&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 15=114/4-0-0 (min.0-1-8),9=630/0-4-0 (min.0-1-8),14=957/4-0-0 (min.0-1-8) Max 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 (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-418/418,2-3=-3243/3580,3-4=4297/2623,4-5=-3299/1625,5-6=-2648/1073, 6-7=-2751/1054,7-8=-964/964 BOT CHORD 14-15=-3765/4404,14-16=-2471/2116,13-16=-2471/2134,12-13=-1180/2854, 11-12=-390/2711,10-11=-389/2712,9-10=-128/1711 WEBS 4-13=-551/47,6-12=-1271/627,6-10=-1059/277,3-14=-1029/0,3-13=-254/2396, 2-14=-3135/2539,2-15=-1835/1687,7-10=-92/417,7-9=-1849/139 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)A plate rating reduction of 20%has been applied for the green lumber members. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1123 lb uplift at joint 15,15 lb uplift at joint 9 and 505 lb uplift at joint 14. 5)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)This truss has been designed 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 4-0-0 for 1492.3 plf. 7)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. ��I O PROF-k- 8)Recommend 2x6 srongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to IN / be attached to walls at their outer ends or restrained by other means. C. ' • F9 O� LOAD CASE(S) Standard �� 85525PE r '1.1, '4 +12 20,E+sty �0SEpN �� 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 valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability IE1 i of design parameters and proper incorporation of the component is responsibility of building designer or owner of the tosses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuikting stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, I delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and SCSI(Building Component Safety Information)available from CONSULTING'lc SBCA at www.sboindustry.com. CONSULTING Symbols umbering System A General Safety Notes PLATE LOCATION AND ORIENTATION �4 Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. I 6-4-8 I dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. Ir (Drawings not to scale) I4 Apply plates to both sides of truss �I 1. Additional stability bracing for Truss system,e.g.diagonal or X-bracing,is always required. See and fully embed teeth. BCSl1. 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral , braces themselves may require bracing,or alternative T,I,or Eliminator bracing should be O-1/1 6rr 1 2 3 considered. TOP CHORDS 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer,erection supervisor,property 4 owner and all other Interested parties. 5. Cut members to bear tightly against each other. h p 6. Place plates on each face of truss at each joint and embed fully.Knots and wane at joint O cz locations are regulated by ANSI/TPI 1. For 4 x 2 orientation,locate U loltal O 7. Design assumes trusses will be suitably protected from the environment in accord with ANSITTPI 1. • plates 0-' 6'fromoutside d U 8. Unless olhenvaenoted,moisture content of lumber shall not exceed 19%at time of fabrication.'. edge of truss. f2 0 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative • C7-8 ce-7 cse 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. '',• of slots in 8 7 6 5 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. connector required direction 12.Lumberused shall beef the species and size,and in all respects,equal to or better than that specified.plates. 13.Top chords must be sheathed or pudins 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 i. 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. I 17.Install and load vertically unless indicated otherwise. PLATE SIZE 18.Use of green or treated lumber may pose unacceptable environmental,health or performance I 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 ANSIITPI 1 Quality Criteria. the length parallel to slots. 21.Unless information is otherwise provided to DrJ in writing,the use of these designs presumes approval,through the building designer or owner of the trusses,of the loads and related PRODUCT CODE APPROVALS design assumptions(e.g.spans,profiles,deflection,etc.)found on each of the individual • LATERAL BRACING LOCATION design drawings. ICC-ES Reports: 22.These trusses are designed using MiTek Sapphire standard analysis methods in accordance with ANSI/TPI 1 and related proprietary information. Indicated b s mbol shown and/or 23.It is extremely important to properly install temporary lateral restraint and diagonal bracing,in p y y ESR-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 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, 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.Graphicalpudlnrepresentation,ifshown,does not depict the size ororentationof 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 dearspan of the pudin. 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 (supports) location Icons bearings scissor type trusses should be designed in such a manner that the walls will safely withstand the lateral forces of the trusses.Consideration of these items is not a part of this truss design occur. vary but and is not the responsibility of the truss plate supplier,the truss designer,nor the truss ■�■ reaction section indicates joint ©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 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, �� 'r: 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 ANSI/TPI 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 LL C Madison,WI 53719 Installing&Bracing of Metal Plate • Connected Wood Trusses. • RECfl'&Dcza Zit - APRil2C12. CONSULTING C�UITY OF TDW►CF"DON LLC �.DI!�G tS DrJ Consulting, 6 LLC 6300 Enterprise Lane Madison, Wisconsin, 53719 Re: B1203128 MiTek 20/20 7.2 PULTE HOMES DLG 7 ROOF SUM CRK The truss drawing(s)referenced below have been prepared by DrJ Consulting,LLC under my direct supervision based on the parameters provided by ProBuild (Clackamas). Pages or sheets covered by this seal: I5380499 thruI5380531 My license renewal date for the state of Oregon is December 31, 2013. • Important Notice:The accuracy of the Truss Design Drawings relies upon: 1.Accurate metal plate connector design values as published by MiTek. 2.Accurate design values for solid sawn lumber.Design values(E,Emin,Fb,Fc,Fcperp,Ft,and Fv)for solid sawn lumber and approved,grade stamped, finger jointed lumber shall be as defined by the grade stamp prior to cross cutting and in accordance with the published values of lumber rules writing agencies approved by the Board of Review of the American Lumber Standards Committee in accordance with the latest edition of ANSI/TPI 1 Section 6.3. t-S k„fp 0NGP ,F9 soy 85525PE 1/4 v ORE ON s �Q GLyf2 0` +'` `10SEpt1 O� 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. I..Job - - Truss Truss Type Q1y iPly PULTE HOMES DLG 7 ROOF SUM CRK 15380499 B1203128 '',A01 ;GABLE i.1 1 I Job Reference footionall ___.... Pro-Budd Clackamas Truss,Clackamas,OR 97015-1129,torn 7.250 s May 11 2011 MiTek Industries,Inc. Tue Apr 03 17:07:08 2012 Page 1 ID:psYpOtL_XY7VhnhSwsUJYxzgerh-fC9E7gtOYOXllu MQSfuM Cpnq Bu BC4koxgol8fyzU Mdn 1 A-0 _ 19-6-0 39-0-0 1-0-0 19-6-0 19-6-0 - Scale=1:66.7 5x6 = 6.00 12 16 17 1 15 I 13 'T,® I i'\ 19 5x6 5 12 ;,5 11 I 14 20 '',,, 11 i 1 I -�'.,.., 21 5x6 10 ',I 22 I i I 23 ,7 , o ( .3 14 13 25 5 T}� S S S 0 S It 12 12 S-11 sT0 ST SkI �� 2s 27 7 '. ST7 28 3 4 • ST ST4 • �� 9T6 S 29 ST2 ST3 1 ! 30 5x10 6x10 57 56 55 54 53 52 51 50 49 48 47 48 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 5x6 - I _ 39-0-0 39-0-0 Plate Offsets(X,Y): [2:0-5-6,0-3-0I,110:0-3-0,0-3-0I,122:0-3-0,03-01,130:0-5-6,0-3-0),[44:0-3-0,0-3-0I _ LOADING (psf) 1 SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 25.0 I Plates Increase 1.15 TC 0.52 Vert(LL) -0.00 1 n/r 180 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.47 Vert(TL) -0.00 1 n/r 180 BCLL 0.0 ' 1 Rep Stress her YES WB 0.10 Horz(TL) 0.05 43 n/a n/a • BCDL 10.0 _1 Code IRC2009/TP12007 (Matrix) Wind(LL) -0.00 7 n/r 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 pudins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 34-9 oc bracing. WEBS 2 x 4 DF Std G WEBS 1 Row at midpl 16-44,15-45,1446,17-43,18-42 OTHERS 2 x 4 DF Std G*Except ST14:2 x 4 DF No.188tr G - WEDGE Left:2 X 6 DF No.2,Right:2 X 6 DF No.2 REACTIONS All bearings 39-0-0. (Ib)- Max Horz 2=138(LC 15) Max Uplift All uplift 100 lb or less at joint(s)45,47,48,49,50,51,52,53.54.55,56,57,43,41, 40,39,38,37,36,35,34,33,32 except2=-2052(LC 11),30=-2004(LC 14),31=-1244LC 17) Max Grav All reactions 250 lb or less at joinlls)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=-1522/1657,12-13=1220/1376, 13-14=-922/1098,14-15=-625/823,15-16=-330/510,16-17=330/506,17.154-625/810,18-154-922/1076, 19-20=-1220/1346,20-21=-1522/1618,21-22=-1819/1889,22-23=-2123/2171,23-24=-2411/2438, 24-25=-2713/2720,25-26=-3011/2998,26.27=-3323/3286.27-28=-3650/3566,28-29=-3976/3868, 29.30=-4530/4375 BOT CHORD 2-57=-3851/4043,56-57=-3461/3583,5556=-3195/3343,54-55=-2928/3077,53-54=-2661/2810, 52-53=-2395/2543,51-52=-2128/2277,50-51=-1861/2010,49-50=-1596/1745,4849=-1329/1478, 47-454-1063/1212,46-47=-796/945,4546=-529/678,4445=-263/412,4344=263/412,4243=-529/678, 41-42=-796/945,40-41=1063/1212,39454-1329/1478,38-354-1596/1745,37-354-1861/2010, 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 PR NOTES g' '�0114E q�r 1)Unbalanced roof live loads have been considered for this design. ` F (0 2)Wind:ASCE 7-05;100mph;TCDL=4.2paf;BCDL�.opsf h=25ft;Cat.II;Exp B;enclosed:MWFRS(low-rise)gable end zone;cantilever left and right exposed; fit? #,y Lumber DOL=1.33 plate grip DOL=1.33 t 85525DE <' 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) 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. Mir/ 6)Gable requires continuous bottom chord bearing. y)�` . o.. Cr 7)Gable studs spaced at 1-4-0 oc, Y r4� {'� - 8)This truss has been designed fora 10.0 psf bottom chord live load noncencurrent with any other live loads. 41.12 2-. 4 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 ✓ - V Con� �� Q�e°�'er members. �SEPN RENEWAL DATE: 12/31/2013 April 3,2012 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included Dr1 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 Applicabilily E of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint ssmit designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint diagonal bracng to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure • 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.sbcindustycom. _. Job Truss Truss Type ii Dry Ply PDLTE HOMES DLG 7 ROOF SUM CRK 15380499 B1203128 A01 GABLE _- Ill 1 •Job Reference(optional) Pro-Build Clackamas Truss.Clackanlas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc. Tue Apr 03 17:07:09 2012 Page 2 I D:psYpOtL_XY7VhnhSwsU JYxzgerh-7PjcK0mfJ JfcN2xd0 N Pb10J?xlXRpB 143SVhBOzU Md 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 (jt=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 ANSI/TPI 1. 13)This truss has been designed for a total drag load of 200 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 39-0-0 for 200.0 plf. 14)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included 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.Applicability , ,,y. of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint v,N. designations shown on individual web and chord members are for compression buckling only,nal forbuilding stability bracing.Additional temporary restraint) `'diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING Cu SBCA at www.sbcinduscom. ,Job Truss Truss Type I Oty !Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380500 .B1203128 ,A02 DEL FINK 2 I 1 I i Job Reference/ootionall Pro-Build Clackamas Truss,Clackamas.OR 97015-1129,torn 7.250 s May 11 2011 MiTek Industries,Inc.Tue Apr 03 17:07:10 2012 Page 1 ID:Lg_RBYLLmE?e3e7GM8z4?kzgeri-bbH_YLnH3doT?CWpa4wgHEs4AimYW VEI6EFjgzUMdl -1-0-q _._. 7-10-13 _ 14-0-0 19-6-0 25-0-0 31-1-3 39-0-0 _40:44 1-0-0 7-10-13 6-1-3 5-6-0 5-6-0 6-1-3 7-10-13 1-0-0 Scale=1:67.3 bxe = 6.00[14 6 r t 2x4 2x4 I I 3x6 1,- 5 TO' 7 3x6 J 4 � ...•• ti 3x4 3x4 C a 3 ;1N1 W1 . s W2 w fx' �. w W3iii: i 1N3 W4 2 o 300 = 15 14 13 12 3x10 = 2x4 I I 8x8 = 8x8 = 2x4 I I I___. 7-10-13 14-0-0 25-0-0 31-1-3 39-0-0 —1 7-10-13 6-1-3 11-0-0 6-1-3 7-10-13 Plate Offsets[X,Yn_: [2:0-104,0-0-14],[10:0-10-4,0-0-14],113:0-2-12,Edge],114:0-2-12,Edge] LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) Udell Lid PLATES GRIP TOLL 25.0 Plates Increase 1.15 TC 0.93 Vert(LL) -0.39 13-14 >999 240 MT20 220/195 TOOL 10.0 Lumber Increase 1.15 BC 0.53 Vert(TL) -1.03 13-14 >450 180 BOLL 0.0 ' I Rep Stress Ines 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.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2 X 4 DF 2400F 1.7E"Except" BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B2:2 X 6 DF 2400F 2.0E WEBS 2 x 4 DF Std G"Except' W1:2 x4 DF No.1&BtrG REACTIONS (lb/size) 2=2008/0-5-8 (min.0-2-2),10=2008/0-5-8 (min.0-2-2) Max Horz 2=-128(LC 6) Max Uplift 2=-270(LC 5),10=-270(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3621/364,34=-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=-602/230,9-12N1261,6-14=-217/1330,5.14=-422/241, 3-14=-602/229,3-15=0/261 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.opsC h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 115.0Ib AC unit load placed on the bottom chord,19-6-0 from left end,supported at 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 20.0psf 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 SOUL=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=270,10=270. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. nn n1� J1 9)"Fix heels only Member end fixity model was used in the analysis and design of this truss. ,`�C` PROkk,,, ct LOAD CASE(S) Standard �y �NGIN4, /0 4 85525PE V '1,t, G0 V 12.ZQ1 -}1 "O8EPN O� RENEWAL DATE; 12/31/2013 April 3,2012 I a WARNING-Verify design parameters and read notes on this Truss Design Drawing and Included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component Applirabiily , • 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 forbulltling 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. delvery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LIC SBCA at wwwsbcindustry.com. Job f Truss I Truss Type l Oty 1Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380501 B1203128 'A03 DBL.FINK 5 1 __ , is Refareare ynall._.._ __._I Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,torn 7.250 s May 11 2011 MiTek Industries.Inc. Tue Apr 03 17:07:11 2012 Page 1 I D:Lg_RBYL LmE?e3e7GM8z4?kzgeri-3nrMlhovgxwKcM5?7oS3gRPE76ByHy4N Wm_oFHzUMdk 7-10-13 { 14-0-0 19-6-0 25-0-0 { 31-1-3 39-0-0__.__._... 40-0-9 7-10-13 6-1-3 5-6-0 5-6-0 6-1-3 7-10-13 1-0-0 Scale=1:66.7 5x6 — 6.00'12 5 2x4 ! 2x4 II 6 .-.--14!'''' - ,: 3x6 .::: • 3x4 -� �_ 3%4 z ;WI VJ1'... Wj W3 ,W3 yI " b - B2 1.� la`7 . g. '-1 3x10 = 14 13 12 11 3x10 2x4 I 8x8 8x8 = 2x4 7-10-13 14-0-0 1 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): I1:0-10-4,0-0-141,[9:0-10-4,0-0-14],(12:0-2-12,Edgej,[13:0-2.12,Ed9e] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deb lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.98 Vert(LL) -0.39 12-13 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.53 Vert(TL) -1.04 12-13 >447 180 BCLL 0.0 ' Rep Stress Irlcr YES WO 0.56 Horz(TL) 0.19 9 Na n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:198 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&8tr 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 x4 DF No.1&BtrG 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 (Ib)-Max.Comp/Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-3683/381,2-3=-3061/282,3-4=-2893/303,4-5=-3046/424,5-6=3035/420,6-7=-2938/297, 7-8=-3047/277,8-9=-3639/367 BOT CHORD 1-14=-355/3179,13-14=-355/3179,13-15=-47/1987,15-16=-47/1987,16-17=-47/1987,17-18=-47/1987, 12-18=-47/1987,11-12=-212/3127,9-11=-212/3127 WEBS 5-12=-203/1308,6-12=399/227,8-12=-606/233,8-11=0/261,5-13=-207/1327,4.13=-395/225, 2-13=-651/246,2-14=0/267 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.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) 115.016 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 nonconcurrenl with arty other live bads. 5)"This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except(jt=1b)1=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. el�[} PRQ 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this buss. �•r\FP �)� ssD LOAD CASE(S) Standard 'L CC� E o 85525PE r "P �O GNP �� 9y G4'12,2Qi,,-c-' tiOSERH RENEWAL DATE: 12/31/2 013 April 3,2012 1 ra WARNING-Verity design parameters and read notes on this Truss Design Drawing and Included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component Is responsibility of building designer or owner of the trusses and installer.Lateral restraint Et designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint diagonal bracing to insure stability during construction Is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibiliies,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSIRPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSIJ puw LAC SBCA at www.slocindustry.com. VV/WVW�l��7 Job I Truss lTuss Type Qty Ply PULTE HOMES DIG 7 ROOF SUM CRk 15380502 B1203128 A04 GABLE 1 1 Jab RefeferlceL(ggtionall Pro-Build Clackamas Truss,Clackamas.OR 97015-1129,tom 7250 s May 11 2011 MiTek Industries,Inc.Tue Apr 03 17:07:14 2012 Page 1 I D:psYpOtL_XY7Vhnh SwsUJYxzgerh-UM W VNjgn7s luTpgapw?mS41 sgJ EnURH pDkCSsczUMdh 1-0-Q ___. . __19-6-0 39-0-0 .0-0-0 1-0-0 19-6-0 19-6-0 -0-0 Scale=1:67.3 5x6 - 6.00 12 16 17 15-, ' 14 �S ��18 9 13,f2'"1 1 I 20 5x6 12 T i i-z 21 Sx6 • 10 '&' 22 8 24 7 tt S 12 3l4 3 Ira 25 6 S 1 � ST11 ST10 S 9 I I ST9 26 S 10 27 5 T1 577 ST I II! 1 ST8 ST7 4 sit ST6 ST6 STS TA 28 ST4 3 ST2 ST3 I , , S73 ST2 1 2 STI i STI - MW2 6x10 6x10 58 57 56 55 54 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 5x6 39-0-0I 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],[30:0-5-6,0-3-0],[45:0-3-0,03-01 LOADING (pat) SPACING 2-0-0 CSI DEFL in (hoc) I/deft Lid PLATES GRIP TOLL 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 BCLL 0.0 " Rep Stress Incr YES WB 0.10 i Horz(TL) 0.05 44 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) i Wind(LL) 0.00 31 n/r 90 Weight:304 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-1-2 oc purlins. BOT CHORD 2 x 4 OF No.18Btr G BOT CHORD Rigid ceiling directly applied or 3-4-14 oc bracing. WEBS 2 x 4 DF Std G WEBS 1 Row at midpt 16-45,15-46,1447,17-44,18-43 OTHERS 2 x 4 DF Std G*Except' ST14:2 x 4 DE 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. (lb)- Max Horz 2=-128(LC 18) Max Uplift Al uplift 1001b 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) FORGES (Ib)-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=-624/833,15-16=-329/520,16-17=-329/516,17-18=-624/820,18-19=-922/1086, 19-20=-1220/1356,20-21=-1522/1629,21-22=-1819/1893,22-23=-2123/2175,23-24=-2411/2442, 24-25=-2713/2724,25-26=-3011/3002,26-27=-3313/3292,27-28=-3639/3581,28-29=-3967/3873, 29-30=4516/4373 BOT CHORD 258=-3851/4059,57-58=-3461/3599,5657=-3195/3359,55-56-2928/3092.54-554-2661/2825, 53-54=-2395/2559,52-53=-2128/2292,51-52=-1861/2025,50-51=-1596/1760,49-50=-1329/1493, 4849=-1063/1227,4748=-796/960,4647=-529/693,45-46=-263/427,44-45-263/427,43-44=-529/694, 4243=-796/960,41434-1063/1227,40-41=-1329/1493,3940=-1596/1760,38-39=-1861/2025, 37-354-2128/2292,36-37=-2395/2558,35354-2661/2825,34-35=-2928/3092,33-34=-3195/3358, 32-33=-3461/3625,30-32=-3851/4058 NOTES • "'' PROF'��'' 1)Unbalanced roof live loads have been considered for this design. ?]N f 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; -5 ,�N .Fri o Lumber DOL=1.33 plate gnp DOL=1.33 xir� '7 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as . 85525PE f. applicable,or consult qualified building designer as per ANSI/TPI 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. 7)Gable studs spaced at 1-4-0 oc. APN Q 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. a, 4V 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 -�� 6[1.12 2. �`L chord and any other members. ✓ O�. igt ots� l rgduction of 20%has been applied for the green lumber members. 0SEP- 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 ir 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, ,.x#.rsia' delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-e9 and SCSI(Building Component Safety Information)available from CONSULTING LAC SBCA al www.sbdnduslry com. Job Truss Truss Type Qty Ply I PULTE HOMES DLG 7 ROOF SUM CRK 15380502 01203128 •A04 GABLE 1 1 Jab Reference(optional). Pro-Bulltl Clackamas Truss,Clackemas.OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc. Tue Apr 03 17:07:14 2012 Page 2 ID:psYpOtL_XY7VhnhSwsUJYxzgerh-UMW VNjgn7sluTpgapw?mS41 sgJEnURHpDkCSsezUMdh NOTES 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)46,46,49,50,51,52,53,54,55,56,57,58,44,42,41,40,39,38,37,36,35,34,33,32 except(jt=16)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 ANSVTPI 1. 13)This truss has been designed for a total drag load of 200 p8.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 39-0-0 for 200.0 plf. 14)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard aWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability E mIN 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.Additonal permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery.erection,lateral restraint and diagonal bracing,consult ANSUTPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLc • SBCA at www.sbcindustry.com. i Job Truss Truss Type Oly Ply PULTE HOMES DLG 7 ROOF SUM CRK -I 15380503 B1203128 1301 GABLE 2 1 _ L__ Job Reference(notional) Pro-Build Clackamas Truss,Clackamas.OR 97015-1129.tom 7.250 s May 11 2011 MiTek Indusmes,Inc.Tue Apr03 17:07:17 2012 Page 1 ID:ieoKEFPUhmdxAP?D9hZFinzgerd-uxCdOlsgQngTKHY9U2YT4ifNI WGuhoOGviR6TwzUMde 1--00-0 _._ 18-0-08-0 188-0--0-0 70-0 Scale=1:62.3 5x6 = 6.00 12 15 16 14 13 .........4. 7,-- ,..6.:.:,..,....,17 12 8 11 i y, 19 3x6 = 10 'I E} 13; 20 3x6 9 g. } - 21 g I 24 6 S 10 3'i11 St'211 S110 25 4 5 S TB ST9 • I : S�T S ST7 26 • , I, a s46 T5 27 3 .Z T SS 4 S ST4I1 ST7 ST2 S , S 3 ST2 '61 2 a HW1 E1 -- _ _T ..�)7W22829 in 4x8 4x8 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 5x6 36-0-0 36-0-0 Plate Offsets(X,Y): [2:0.0-0,0-0-4],[28:Edge,0-0-4],[41:0-3-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL In (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.49 Vert(LL) 0.00 29 Mr 180 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.43 Vert(TL) 0.01 29 Mr 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.10 HOrz(TL) 0.04 40 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.00 29 Mr 90 Weight:263 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 3-2-14 oc pudins. BOT CHORD 2 x 4 OF No.186tr G BOT CHORD Rigid ceiling directly applied or 3-6-9 oc bracing. OTHERS 2 x 4 DF Sid G WEBS 1 Row at midpt 15-41,14-42,16-00 WEDGE Left 2 X 4 DF Stud/Sld,Right:2 X 4 DF Stud/Std REACTIONS All bearings 36-0.0. (lb)- Max Horz 2=120(LC 16) Max Uplift All uplift 100 lb or less at joint(s)42,44,45,46,47,4B,49,50,51,40,38,37,36,35, 34,33,32,31 except 2=-1868(LC 11),52=-109(LC 16),30=-108(LC 17),28=1871(LC 18) Max Gras All reactions 250 lb or less at joint(s)41,42,43,44,45,46,47,48,49,50,51,40,39, 38,37,36.35.34,33,32,31 except 2=2053(LC 10),52=320(LC 25),30=320(LC 28),28=2053(LC 9) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-4204/4073,34=-3382/3328,4-5=-3063/3036,5-6=-2739/2755,6-7=-2424/2476,7.8=-2118/2198, 8-9=-1897/1934,9.10=-1820/1919,10-11=1521/1641.11-12=-1223/1382,12-13=-925/1084,13-14=-627/809, 14-15=-333/496,15-16=-333/493.16-17=-627/797,17-18=-925/1062,18-19=-1223/1332,19-20=-1521/1602, 20-21=-1820/1872,21-22=-1854/1884,22-23=-2118/2148,23-24=2416/2427,24-25=-2714/2705, 25-26=-3013/2993,26-27=-3332/3284,27-28=-4155/4029 BOT CHORD 2-52=-3570/3753,51-52=-2928/3086,50-51=-2634/2820,49-50=2394/2553,48-49=-2128/2286, 47-48=-1861/2020,4647=-1594/1753,45-46=-1328/1486,44-05=-1061/1220,43.44=-794/953, 42.43=-528/686,4142=-261/420,4041=-261/420,39-00=-528/686,38-39=-794/953,37-38=-1061/1220, 36.37=-1328/1486,35-36=-1594/1753,34-35=-18612020,33-34=-2128/2286,32-33=-2394/2553, 31-32=-2634/2820,30-31=-2928/3086,2830=-35483753 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 Q`ED PROIc. 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 .Co applicable,or consult qualified building designer as per ANSI/TPI 1. `o) �IONEF. ,/ 4) 115.0Ib AC unit load placed on the bottom chord,18-0-0 from left end,supported at two points,5-0-0 apart. CO9 5)All plates are 2x4 MT20 unless otherwise indicated. Q' $5525PE K" 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 nonconcurrent with any other live loads. 9)-This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide will fit between the bottom chord and any other members. '3) 0 cc10)A plate rating reduction of 20%has been applied for the green lumber members. d 1 4(/ 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)42,44,45,46,47,48,49,50,51,40,38,37, 'Q� L(1-1,Z, ZQ {,-L'� 36,35,34,33,32,31 except(jt=lb)2=1868,52=109,30=108,28=1871. t C18d6Nitnjgefigned in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. JOSETP� RENEWAL DATE: 12/31/2013 April 3,2012 WARNING-Verify design parameters and read notes on this Truss Design brewing and included DrJ Reference Sheet(rev.03-11'J before use Design • valid for use wM MiTek connector plates only.This design is based only upon parameters shown,and is for en Indvidual building component.Applicability EX& 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 forbullding stability bracing.Additional temporary restraint/ I diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure i is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,emotion,lateral restraint and diagonal bracing.consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from i CONSULTING LLC SBCA atwww.sbcindustry.com. _._._._ __ _._ I _..__-_, ' • ' Job Truss Truss Type Oty Ply PULTE HOMES DIG 7 ROOF SUM CRK • 5380503 81203128 B01 GABLE 2 1 Job Reference roptionall _ Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc. Tue Apr 03 17:07:18 2012 Page 2 ID:ieoKEFPUbmdxAP7D9hZFinzgerd-M7m0D5tlf4aKyR7L2m4icwBY2wc7QFGP7MAg?NzUMdd NOTES 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 36-0-0 for 200.0 pH. 14)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 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 Ej of design parameters and proper Incorporatton of the component is responsibility of building designer or owner of the trusses and installer Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(building Component Safely Information)available from CONSULTING L SBCA at www.sbcindustry.com. i-C Job (Truss Truss Type CON Ply 1 PULTE HOMES OLD 7 ROOF SUM CRK 15380504 B1203128 B02 DEL.FINK 7 1 l I Job Reference(optional) I Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc. Tue Apr 03 17:07:18 2012 Page 1 ID:AgMiRbP6M41nnZaQjP4UF?zgerc-M7mOD5t1B4oKyR7L2m4icwBZPwW BQ8OP7MAg?NzUMdd 1-0-0 6-3-12 13-0-0 _I.__ 18-0-0 I 23-0-0 29-8.4 _.._._ 36-0-0 37-0-9 1.0-0 6-3-12 6-8-4 5-0-0 5-0-0 6-8-4 6-3-12 1-0-0 Scale=1:62.3 5x6 6.00 171Y 6}� a T+. 2x4 2x4 5 � 7 3x8 < l-: 3x8 r: 4 col a� 3x4 ,'y7/1 W1,,. 3x4 ":- of, 3 9 2 1 1 1n1 - BT ___ a B2 B1tH t074 11 0 3x10 = 15 14 13 jrIII12 3x10 2x4 II 8x8 = 8x8 -- 2x4 I I 6-3-12 13-0-0 l _ 23-0-0 29-8-0 • 36-0-0 8-3-12 6-8-4 10-0-0 6-8-4 6-3-12 Plate Offsets(X,V): 12:0-10-4,0-0-14[10:0-10d,0-0-10],[13:0-2-12,Edge],[14:0-2-12,Edge] LOADING (psi) SPACING 2-0-0 'i C51 DEFL in floc) I/deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.41 Ved(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 Mu YES WE 0.54 Horz(TL) 0.16 10 n/a Na • BCDL 10.0 Code IRC2009ITPI2007 (Matrix) Weight:185 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-3-2 oc pudins. BOT CHORD 2 x 4 DF No.1&Blr G'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B2:2 X 6 DF No.2 G WEBS 2x4DFStdG REACTIONS (Ib/size) 10=1843/0-5-8 (min.0-1-15),2=1843/0-5-8 (min.0-1-15) Max Harz 2=-120(LC 6) Max Uplift 10=-249(LC 6),2=-249(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3344/337.3-4=2773/241,45=-2670/253,5-6—2770/385,6-7=-2770/384,7-0=-2670253, 8-9=-2773/241,9-10=-3344/337 BOT CHORD 2-15=324/2883,14-15=-324/2883,14-10=-26/1786,16-17=-26/1786,13-17=-26/1786,12-13=-2052883, 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 loans have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed: Lumber DOL=1.33 plate grip DOL=1.33 3) 115.OIb AC unit load placed on the bottom chord,18-0-0 from left end,supported at two points,5-0-0 apart. 4)This truss has been designed for a 10.0 pet 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 atjoint(s)except(jt=1b)10=249,2=249. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASEIN) Standard ,ecQ1y1) PROPeso Q' 85525PE r v OREGON ty� 9,,L GtY12,2. .1. 'JOSEPN 0 RENEWAL DATE 12/31/2013 April 3,2012 1 AWARNING-Verify design parameters and mad notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MITek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint El designations shown on Individual web and chord members are for compression bulling 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, *'3 I delivery.erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Salery Information)available from CONSL/LTING'lc I SBCA at wwwsbcindustry,com. Job 'Truss Truss Type SKY Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380505 61203128 C01 GABLE 1 1 Job Reference(actions!) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129.tom 7.250 s May 11 2011 MiTek Industries,Inc.Tue Apr 03 17:07:21 2012 Page 1 ID:eOv4fxQ170tePi9cH6bjnCzgerb-ni R8r6wAU?Avpuswj ud PEYp3a8e7d crrgKPKcizUMda T1r070I 17-0-0 ___-- 34-0-0 35-0-0 1-0-0 17-0-0 17-0.0 1-0-0 Scale=1:59.0 4x4 - 8.00 112 14 3 15 12 i fi-,--. 18 11 , - 17 3x6 10, ' r t8 -•,- 18 3x6 2 9 • co 7 8 All 1 1 -, 0 21 6 6 44 �C'fd 22 �' 9 5TIO 11 STLO S�' S I '�,', 23 4 ST I' ST ,�� 24 3 -'if--- ST g gT5 S-T�, 25 ST B sra sh . i,....-„,„.--„• S _ Fk kY bl k* '�I ,,26 4x8 = 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 4z8 3x6 = 34-0-0 34-0-0 Plate Offsets cx,y [2:0-0-0,0-041,120:0-0-0,0-0-0].[26:0-0-0,0.0-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (Mc) I/deft Lid PLATES GRIP TOLL 25.0 Plates Increase 1.15 TC 0A7 Vert(LL) 0.00 27 n/r 180 i MT20 220/195 TOOL 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/e n/a i BCDL 10.0 Code IRC20091TPI2007 (Martz) Wind(LL) 0.00 26 nil' 90 Weight:238 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 34-1 oc purlins. BOT CHORD 2 x 4 OF No.i&Btr G BOT CHORD Rigid ceiling directly applied or 3-7-13 oc bracing. OTHERS 2 x 4 OF Sld G WEBS 1 Row at midpt 14-38 REACTIONS All bearings 34-0-0. (Ib)- Max Horz 2=-114(LC 17) Max Uplift All uplift 100 lb or less et joint(s)40,41,42,43,44,45,46,47,48.37,36,35,34,33, 32,31,30,29 except 26=-1772(LC 18),2=1761(LC 17),49=-114(LC 16),28=-114(LC 17) Max Gray All reactions 250 lb or less at joint(s)38,40,41,42,43,44,45,46,47,48,37,36,35, 34,33,32,31,30,29 except 26=1958(LC 9),2=1958(LC 10),49=352(LC 25),28=352(LC 28) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3965/3846,3-4=-3063/3031,4-5=-271612739,5-6=-2428/2463,6-34-2118/2185,7-8=-1819/1907, 8-9=-1646/1643,9-10=1521/1628,10-11=-1223/1350,11-134-925/1071,12-13-627/796,13-14=-333/484, 14-15=-333/480,15-16=-627/784,16-17=-925/1050,17-18=1223/1320,18-19=-1521/1589, 19-20=-1605/1634,20-21=-1819/1859,21-22=-2118/2138,22-23=-2416/2416,23-24=-2690/2698, 24-25=-3037/2990,25-26=-3917/3805 BOT CHORD 2-49=-3371/3545,48404-2661/2812,47434-2368/2545,46-434-2128/2279,4546=-1861/2012, 44-45=-1594/1745,4344=-1328/1479,42434-1061/1212,41-434-794/945,4041=-528/679,39400-261/412, 38-39=-128/279,3738=-261/412,36-37=528/679,35-36=-794/945,34-35=-1061/1212,33-34=-1328/1479, 32-33=-1594/1745,31-32=-1861/2012,30-31=-2128/2279,29-30=-2368/2545,28-29=-2661/2812, 26-28=-3351/3545 WEBS 3-49=-255/143,25-234-255/142 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.Opsf;h=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)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 consul)qual1fied building designer as per ANSITTPI 1. t3E) PRQF 4)All plates are 2x4 MT2O unless otherwise indicated. < j� Cn 6h 5)Gable requires continuous bottom chord bearing. Gj {i E '7 6)Gable studs spaced at 1-4-0 oc. N 4a+.r" 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q. Q�JCJu)rJPE pP' 8)-This truss has been designed for a live Iced 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 atjoinl(s)40,41,42,43,44,45,48,47,48,37,36,35, 34,33,32,31,30,29 except(jt=Ib)26=1772,2=1761,49=114,28=114. . ,' O1EG7 i 4 �(r 11)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. 12)This truss has been designed 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 Ile Uj,,.�,2 r�0� '� from 0-0-0 to 34-0-0 for 200.0 pit I Y ' G10 tirrrl� o �a coember end fixity model was used in the analysis and design of this truss. `�0SEPN 0 RENEWAL DATE: 12/31/2 013 April 3,2012 A WARNING-Verify design parameters and read notes on Ihis 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 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 ANSIITPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING SBCA at www.sbcindustry.com. Job Truss Truss Type 'Oty Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380505 B1203128 COI GABLE 1 t • • 'Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc. Tue Apr 03 17:07:21 2012 Page 2 ID:e0v4fx017OtePi9cH6bjnCzgerb-n iR8r6wAU?Avpuswjud PEYp3a8e7dcrrgKPKcizUMda LOAD CASE(S) Standard A WARNING-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 EAr 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 reslrainV 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 Safely Information)available from CONSULTING-cc.. SBCA at wvrvi.sbcindusiry.com _ ___ Job ,ITruss Truss Type Oty iPly PULTE HOMES DLG 7 ROOF SUM CRK 15380506 B1203128 IC01-A ,GABLE 1 1 • _ _ _ _.._lob Reference(optional) __- 1 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 e0v4fx017OtePi9cH6bjnCzgerb-BH7HU8y3mwYTgMbVO0A6sBRapLfpgzalWld_DOzUMdX ri-0-0; 17-0-0 34-0-0 35-0-9 1-0-0 17-0-0 17-0-0 1-0-0 Scale=159.0 4x4 6.00,12 14 13 15 12 „ 16 11.% .af' 17 3x6 10 !.4 2 18 19 3x6 9 7 , AT 1,„'..„. -21 m, °b ST10 ST11 S 10 ' 23 5 I I s q .. S1f8 , ', .. � 5T8 I 24 S 1 ��r, 3 T1 575 ST T SI15 )�I1 26 ST3 ST4 • I , S ST2 ST2 ST1 ST1 my 2, ='I_. -. .: ... _ F3 ��1 J, _ l- �_ IL �' ' -� 26 27 yy- Bl. - R2 -_- r 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 _....__H 34-0-0 Plate Offsets(X,Y): [2:0-0-0,0-0-41,[20:0-0-0,0-0-01,[26:0-0-0,0-0-41_ LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Ildeft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 I TO 0.47 Vert(LL) 0.00 27 n/r 180 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.41 Vert(TL) 0.01 27 n/r 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.11 Horz(TL) 0.04 37 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.00 26 n/r 90 Weight 238 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3.4.1 oc purlirls. BOT CHORD 2 x 4 DF Nat&Btr G BOT CHORD Rigid ceiling directly applied or 3-7-13 oc bracing. OTHERS 2 x 4 DF Std G WEBS 1 Row at midpt 14-38 REACTIONS All bearings 34-0-0. (Ib)- Max Horz 2=-114(LC 17) Max Uplift All uplift 100 lb or less at joints)40,41.42.43,44,45,46,47,48,37.36,35,34,33, 32,31,30,29 except 26=-1772(LC 18),2=-1761(LC 17),49=-114(LC 16),28=-114(LC 17) Max Gray All reactions 250 lb or less at joint(s)38,40,41,42,43,44,45,46,47,48,37,36,35, 34,33,32,31,30,29 except 26=1958(LC 9),2=1958(LC 10),49=352(LC 25),28=352(LC 28) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3965/3846,3-4=3063/3031,4-5=-2716/2739,5-6=-2428/2463,6-7=-2118/2185,7-8=1819/1907, 8-9=-1646/1643,9-10=-1521/1628,10-11=-1223/1350,11-12=925/1071,12-13-627/796,13-14=-333/484, 14-15=-333/480,15-16.-627/784,16-17=-925/1050,17-18=-1223/1320,18-19=-1521/1589, 19-20=-1605/1634,20-21=-1819/1859,21-22=-2118/2138,22-23=-2416/2416,23-24=-2690/2698, 24-25=-3037/2990,2526=-3917/3805 BOT CHORD 2-49=-3371/3545,48-49=-2661/2812,47.48=-2368/2545,46-47=-2128/2279,45-46=-1861/2012, 44-45=-1594/1745,43.44=-1328/1479,42-43=-1061/1212,41-42=-794/945,40-41=-528/679,39-40=-261/412, 38-39=-128/279,37-38=-2611412,36-37=-528/679,35-36=-794/945,34-35=-1061/1212,3334=-1328/1479, 32-33=-1594/1745,31-32=-1861/2012,30-31=-2128/2279,29-30=-2368/2545,28-29=-2661/2812, 26-28=-3351/3545 WEBS 3-49=-255/143,25-28=-255/142 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.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 - _-1. applicable,or consult qualified building designer as per ANSI/TPI 1. cyr(O PR Ore 4)All plates are 2x4 MT20 unless otherwise indicated. '.<v(.rr 1 Ss f 5)Gable requires continuous bottom chord bearing. C9 F 6)Gable studs spaced at 1.4-0 oc. , �N �,q pv 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4' 85525PEr' 8)'This truss has been designed fora live load of 20.flpsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ft between the bottom chord and any other members. - 9)A plate rating reduction of 20%has been applied for the green lumber members. 10)Provide mechanical connection(by others)of truss to hearing 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. • Q 11)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. �" i ,� E..; 'w 12)This truss has been designed for a total drag load of 200 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord 17 Ul Y'12,? �4 from 0-0-0 to 34-0-0 for 200.0 plf. (+� daltirFil �e6 ts8ky2Member end fixity model was used in the analysis and design of this truss. aOSEp I M RENEWAL DATE: 12/31/2013 April 3,20121 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 componenL 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 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, CONSULTING delivery,erection,lateral restraint and diagonal bracing,consult ANSIRPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC m SBCA at www.sbcindustry.co . Job Truss Tows Type Oty 'ply l PULTE HOMES DLG 7 ROOF SUM CRK ' 15380506 B1203128 C01-A I GABLE 11 '. 1 ll L_— I Jnb Reference(ootional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,torn 7.250 s May 112011 MTek Industries,Inc.Toe Apr 03 17:07:24 2012 Paget ID:e0v4fxQ17OtePi9cH6bjnCzgerb-BH7HU8y3mwYTgMbVO0A6sBRapLfpgzal W IdDOzUMdX LOAD CASE(S) Standard A WARNING-Verity design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design • • valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an Individual building component.Applicability E of design parameters and proper incorporation of the component is responsibility of building designer or owner of the Trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not lorbuikling 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 structuremit • is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, CONSOLING delivery,erection,lateral restraint and diagonal bracing.consult ANSIITPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSOLI G LLC SBCA at www.sbcindustry.com. I Job Truss Truss Type Oty Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380507 B1203128 CO2 DBL.FINK 13 1 I Job Reference(optional) Pro-Bulltl Clackamas Truss,Cleckamas,OR 97015-1129,fora 7250 a May 11 2011 MiTek Induslnes,Inc.Tue Apr 03 17:0725 2012 Page 1 ID:e0v4fxO170tePi9cH6bjnCzgerb-fU hfhUzhXEgKI VAhykiL00IPIv1YM URkxNXITzU MdW -1-0-0 6-5-14__ 12-0-0 17-0-0 __. 22-0-0 __. 27.6.2 34-0-0 }5-0-q t-0-0I 6-5-14 5-6-2 5-0-0 5-0-0 5-6-2 6-5-14 1-0-0 Scale=1:59.0 4x6 6.00 12 8� 2x4 l 2x4 3* 5 ./ � � 7 �, 3x6 I 4 8 axa axa . W w4� W3 I� W3 W4 2 10 = . _ _ 11.v lii_ B2 et h , O 3x10 — 15 14 13 12 3x10 -- 2x4 • I 8x8 = 8x8 = 2x4 I i 6-5-14 12-0-0 22-0-0 27-6-2 I 34-0-0 ---_ 6-5-14 5-6-2 10-0-0 5-6-2 6-5-14 Plate Offsets(X,Y): [2:0-10-4,0-0-101,[6:0-3-0,0-1-81,[10:0-10-4,0-0-101[13:0-2-12,Edge],[14:0-2-12,Edge]• LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TOLL 25.0 Plates Increase 1.15 TC 0.48 Vert(LL) -0.28 13-14 >999 240 • MT20 220/195 • TCDL 10.0 Lumber Increase 1.15 BC 0.80 Verl(TL) -0.77 13-14 >523 180 BCLL 0.0 ' • Rep Stress Ina YES WB 0.32 Horz(TL) 0.14 10 n/a n/a BCDL 10.0 Code IRC2009RPI2007 (Matrix) ! Weight:175 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3.2.6 oc pudins. BOT CHORD 2 x 4 DF No.1&Btr G'Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B2:2 X 6 DF No.2 G WEBS 2 x 4 DF Std G'Except' W1:2 x 4 OF No.1&Blr G REACTIONS (lb/size) 2=1753/0-5-8 (min.0-1-14),10=1753/0-5-8 (min.0-1-14) Max Harz 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=-3130/302,3-0=-2649/218,4-5=-2498/236,5-6=-2658/354,6-7=-2658/354,7-8=-2498/236, 8-9=-2649/218,9-10=-3130/303 BOT CHORD 2-15=-283/2688,14-15=-283/2688,14-16=-21/1690,16-17=-21/1690,13-17=-21/1690,12-13—169/2688, 10-12—169/2688 WEBS 6-13=-180/1172,7-13=-395/225,9-13=-478/198,6-14=-181/1172,5-14=-395/225,3-14=-478/198 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2ps1t BCDL=6.0psf;h=25ft;Cat.II:Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 115.0Ib AC unit load placed on the bottom chord,17-0-0 from left end,supported at two points,5-0-0 apart. 4)This truss has been designed fora 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 5t 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 gt=1b)2=234,10=234. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. R 0 Fe LOAD CASE(S) Standard \y��c.PNG`P EF S:Sh 85525PE c" 1 (141, 2��• -4' `°SEPH 9ti RENEWAL DATE: 12/31/2013 April 3,2012 Al WARNING-Verify design parameters and read notes on this Truss Design Drawing and included Did Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.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 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 dating 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 SCSI(Building Component Safety Information)available from • CONSULTING LLC SBCA atwww.sbcindustry.com. _ ___ V /WVi /� Job Truss Truss T , ype OIY Ply PULTE HOMES OLG 7 ROOF SUM CRK 15380508 /31203128 CO2-A DBL.FINK 13 1 Job Refeeencen foofonal) ._ .--__7_. Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc. Tee Apr 03 17:07:26 2012 Page 1 ID:e0v4fx017OtePi9cH6bjnCzgerb-7gF1 vgzJlYpBvfkuVRDaxcWw99FEHpkazb65HvzUMdV t1-0-0l 6-5-14 12-0-0 _F 17-0-0 22-0-0 1 27-6-2 34-0-0 45-0-0 1-0-0 6-5-14 5-6-2 5-0-0 5-0-0 5-6-2 6-5-14 1-0-0 Scale=1:59.0 4x6 = 6.00 12 6 I 2x4 I 2x4 I 3x6 G 5 7 ,„; 3z6 • o 3x4 � � 3x4 'rsi Y✓1 YJ1 A V` i W4 10 2 V' m ( Hi- yl B2 ' _._ .dRt - • o 3x10 = 15 14 13 12 3x10 2x4 II 8x8 = 8x8 = 2x4 II 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): 12:0-10-4,0-0-10618:0-3-0,0-1.81.I10:0-10-4,0-0-106113:0-2-12,Edge1.114:0-2-12,Edge) LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.48 Vert(LL) -0.28 13-14 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.80 Vert(TL) -0.77 13-14 >523 180 - BCLL 0.0 ' Rep Stress'nor YES • WB 0.32 Horz(TL) 0.14 10 n/a nla • 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 3.2-6 oc pudins. BOT CHORD 2 x 4 DF No.1&BV 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 Sid G'Except- W1:2x4OFNo.1&BSC REACTIONS (lb/size) 2=1753/05-8 (min.0-1-14),10=1753/0-5-8 (min.0-1-14) Max Horz 2=114(LC 5) Max Uplift 2=-234(LC 5),10=-234(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3130/302,3-45-2649/218,4-5=-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=-283/2688,14-165-21/1690,16-17=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;BCOL=6.0psf;h=25ft;Cat II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 115.01b AC unit load placed on the bottom chord,17-0-0 front 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 bads. 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except Qt=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 ANSIITPI 1. 9)'Fix heels only Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard \0<yRN0PN css/D wC R $y• 85525PE r . 1'12 2‹.:}-4 Y,1" RENEWAL DATE: 12/31/2013 April 3,2012 11 A WARNING-Verify design parameters and read notes on this Truss Design Drawing and Included Dr.Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and Is for an Individual building component.Applicability Ef ' of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and Installer.Lateral restraintt • designations shown on individual web antl chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint • diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure • • is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control.storage. delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbondustry.com. Job Truss !Truss Type City Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380509 I 131203128 CO3 DBL.FINK 6 1 ——._._.._...._..___..._...._. 'Job Reference Motional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc.Tue Apr 03 17:07:27 2012 Page 1 ID:6DTTsHRNuh0Viskogg6yKQzgera-bspP6A_x3rx2XpJ439kpUp342YbQ0GTkCFsegLzUMdU 6-5-14_ __..—.-- 12-0-0 ( ____.17-0-0 L __. 22-0-0 _ __.._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 6.00 112 5 2x4 II 2x4 II 3x6 ' 4 i � ,. 6 H'/ 3x6 3 8' 3x4 3x4 :5. 2 Nh Wt`. fT Wa / ,-,,, ,',-0V3 at W3 82 fin .1 [d 0 3x10 - 14 13 12 11 3x10 2x4 I 8x8 = 8x8 == 2x4 II 6-5-14 12-0-0 __ _ _ 22-0-0 27-6-2 _f_ _ ___34-0-0 H 6.5.14 5-6-2 10-0-0 5-6-2 6-5-14 Plate Offsets(X,Y): [1:0-10-4,0-0-10],[5:0-3-0,0-1-8],[9:0-10-4,0.0-10] [12:0-2-12,Edge],[13:0-2-12,Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) I/deft 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 I ncr 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.18Btr G TOP CHORD Structural wood sheathing directly applied or 3-0-9 oc pudins. BOT CHORD 2 x 4 DF No.18Btr G*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B2:2 X 6 DF No.2 G WEBS 2 x 4 DF Std G'Except' W1:2x 4 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 (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-3197/321,2-3=-2681/225,3-4=-2530/243,4-5=-2688/360,5-6=-2675/355,6-7=2515237, 7-8=-2666/219,8-9=-3146/304 BOT CHORD 1-14=-302/2760,13-14=302/2760,13-15=-25/1705,15-16=-25/1705,12-16=-25/1705,11-12=-1712703, 9-11=-171/2703 WEBS 5-12—.180/1172,6-12=395/225,8-12=-477/198,5-13=-186/1193,4-13=-391/223,2-13=-526213 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 115.01b AC unit load placed on the bottom chord,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) Refer to gfrder(s)for truss to truss connections. 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoinl(s)except(jt=Ib)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 ANSUTPI 1. p 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. ��QTLO PROpe, LOAD CASE(S) Standard T�- P�Co T1G[NE i? /Q 85525PE T la OREG 9'ij.J6'1'12 V\&- N'' 'JOSE�N RENEWAL DATE: 12/31/2013 April 3,2012 A WARNING-Verify design parameters and reed 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 Ei/i of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint isgsj , designations shown on individual web and chord members are for compression buckling only,notforbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure. I is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, CONSULTING delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from ! WV4II/� LLC SBCA at wwwsbcinduslry.com. ' Job Truss Truss Type Qty Ply PULTE HOMES DLG 7 ROOF SUM CRK I 15380510 61203128 CO3-A DBL.FINK 6 1 1 1 1 Job Reference(notional) 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:6DTTsHRNuh0V1 skogg6yKQzgera-42MoJV?Zg93v9zuGdsF201cFoyxflijtRvbCMozUMdT 6-5-14 5-62 15-0-0 1 5-0-00 5-6-2 —. _— 65-014 —.... 3 0-0 Scale=1:58.4 4x6 = 6.00 12 5 2x4 / ... 2x4 3x6 4 � 6 3x6 3 d 3x4 3x4 7 2 WI W1`.. 8 i TY h/2 li• 1 �� H 10 m To . o 3x10 = 14 13 12 11 3x10 = 2x4 II - 8x8 = 8x8 = 2x4 6-5-14 12-0-0 • 22-0-0 27-6-2 34-0-0 6-5-14 5-6-2 • 10-0-0 5-6-2 6-5-14 Plate Offsets(X,Y): I1:0-10-0,0-0-101,I5:0.3-0,0-1-81 19:0-10-4,0-0-101.02:0-2-12,EdgeL I13:0-2-12,Ed9el _ LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.54 Vert(LL) -0.28 12-13 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.80 Vert(TL) -0.78 12-13 >518 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.36 Horz(TL) 0.14 9 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 1 (Matrix) Weigh 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 00 pudins. 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 X6 DF No.2G WEBS 2 x 4 DF Ski G-Except' W1:2 x 4DFNo.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.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=3197/321,23=-2681/225,3.4=-2530/243,4-5=-2688/360,5-6=2675/355,6-7=2515/237, 7-8=2666/219,8-9=-3146/304 BOT CHORD 1-14=-302/2760,13-14=-302/2780,13-15=-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,B-12=-477/198,5-13=-186/1193,4-13=391/223,2-13=-526/213 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCOL=4.2psf,BCDL=6.Opsf,h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3)115.01b AC unit load placed on the bottom chord,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.Ops1. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b)1=180,9=235. 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. n 10)"Fix heels only Member end fixity model was used in the analysis and design of this truss. �C-9,V PROP ss LOAD CASE(S) Standard 4�,LLPIONE C9 /Q.4 85525PE ,,,,,.Cr13 0 ‘1dsEPt1 ° 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 • 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 torbuilding stability bracing.Additional temporary restraint diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, INfY!delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING NG LLC 6BCA al wwwsbcindustry.com_ ',Job Truss ITruss Type Qty Ply PULTE HOMES OLG 7 ROOF SUM CRK 5380511 131203128 1C04 GABLE 1 1 Joh Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 M7ek Industries,Inc.Tue Apr 03 17:07:30 2012 Page 1 ID:aP1 r4d S?f?8 Me0J_OXdBsdzgerZ-ORUYkBOq MmJdOH2fkH HX5ShcImi4Dg3AuD410gzUMdR 17-0-0 ___ 34.0-0 �5-0-0 17-0-0 17-0-0 1.0-0 Scale=1:58.4 4x4 = 6.00 13 12 r'�... 14 11 i i < 15 10_,, 76 eft; 16 3x6 % 9 H 17 18 3x6'1 19 d 5 n 20 21 4 ST10 �, S i 10 ST8 T� S� 23 T ST7 S 2 �, S 4 ST5 B ST6 STc' ST4 ST3 ;• 24 9T2 9 � I_I ,, ,, 1 `-_jgv, 4x8 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 4x8 3x6 = 34-0-0 34.0-0 Plate Offsets(X,Y): [1:0-0-0,0-0-4],[19:0-0-0,0-0-01,125:0-0-0,0-0-4I LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 25.0 I Plates Increase 1.15 TC 0.47 Vert(LL) 0.00 26 n/r 180 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.42 Vert(TL) 0.01 26 n/r 180 • BCLL 0.0 * Rep Stress Ina' YES WB 0.1l Horz(TL) 0.04 36 n/a n/e BCDL 10.0 Code IRC2009/TPt2007 - (Matrix) Wind(LL) 0.00 25 n/r 90 I Weight:236 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 3-7-9 oc bracing. OTHERS 2 x 4 DF Std G WEBS 1 Row at midpt 13-37 REACTIONS All bearings 34-0-0. (lb)- Max Horz 1=-123(LC 17) Max Uplift All uplift 100 lb or less at joint(s)39,40,41,42,43,44,45,46,47,36,35,34,33,32, 31,30,29,28 except 25=-1772(LC 18),1=-1745(LC 17),48=-135(LC 16),27=-114(LC 17) Max Gray All reactions 250 lb or less at joint(s)37,39,40,41,42,43,44,45,46,47,36,35,34, 33,32,31,30,29,28 except 25=1958(LC 9),1=1875(LC 10),48=377(LC 25),27=352(LC 28) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-3967/3845,2-3=3061/3032,3-0=-2717/2711,45=-2428/2464,5-6=-2118/2185,6-7=1820/1907, 7-8=-1646/1643,8-9=-1521/1628,9-10=1223/1350,10-11=-925/1071,11-12=-627/796,12-13=-333/484, 13-14=333/480,14-15°-627/784,15-16=-925/1050,16-17=-1223/1320,17-18=-1521/1589, 18-19=-1605/1634,19-20=1820/1860,20-21=-2118/2138,21-22=-2416/2416,22-23=-2690/2698. 23-24=3037/2990,24-25=3917/3805 BOT CHORD 1-48=-3371/3545,47-48=-2661/2812,46-47=-2368/2545,45-46=-2128/2279,44-45=-1861/2012, 43-44=-1594/1745,42-43=1328/1479,41-42=-1061/1212,40-41=-794/945,39-40=-528/679,38-39=-261/412, 37-38=-128/279,36-37=-261/412,35-36=-528/679,34-35=-794/945,33-34=-1061/1212.32-33=-1328/1479, 3132=-1594/1745,30-31=18612012,29-30=-2128/2279,28-29=-2368/2545,27-28=-266112812, 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=4.2ps1;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 �r applicable,or consult qualified building designer as per ANSIITPI 1. �E0 PR Ore 4)All platesrearei 2x4 ntT2o unless otherwiseho indicated.ing. ' . D 14 s010 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 psi bottom chord live load nonconcurrent with any other live loads. CO Q" 85525PE 17:r 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 beating plate capable of withstanding 100 lb uplift at joint(s)39,40,41,42,43,44,46 46,47,36,35,34, i 33,32,31,30,29,28 except(jt=1b)25=1772,1=1745,48=135,27=114. �r•1 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. Y� V = 4Nrh ,6a 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 G[1.1 r2 Z �� !1 from 0-0-0 to 34-0-0 for 200.0 plf. Vr C1dtir�iii�1'S1'tl$$8w2 Member end fixity model was used in the analysis and design of this truss. JQSEP� 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 spar parameters shown,and is for an individual building component.Applicability of design parameters end proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint rit designations shown on individual web and chord members are for compression buckling only,not forbuildirg stability bracing.Additional temporary restraint! diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure • Is the responsibility of the building designer or owner of the Trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING ac SBCA at www.sbdndustry.com. Job Truss 'Truss Type Qty Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380511 B1203128 CO4 GABLE 1 1 Job Reference footional) Pro-Build Clackamas Truss,Clackarnas,OR 97015-1129,tom- 7.250 s May 11 2011 MiTek Industries,Inc. Tue Apr 03 17:07:31 2012 Page 2 I aaP 1 r4dS?f?8Me0J_OXdBsdzgerZ-Ud2wyX1 S74R000drI_omefEm2A2Jy7JK7tgsz7zUMdQ LOAD CASE(S) Standard A WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design I valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an Individual building component.Applicability 3ki j 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 forbuil t ing stability bracing.Additional temporary restrain 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 CO SY/�p��/LTING LLC SBCA at www.abcindustry.com. Job -iTess Tr uss Type I Oty Ply I PULTE HOMES DLG 7 ROOF SUM CRK _. _-. 15380512 81203128 C04-A GABLE 1 1 I;Job Reference(optional) Pro-Budd Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc.Tue Apr 03 17:07:33 2012 Page 1 ID:aP1 r4dS?f?8Me0J_OXdBsdzgerZ-Q0AhND3i1hhCFknEQPrEj4J6Yzkno1pcaBJz1?zUMdO ___... __. 17-0-U 34-0-0 5- 17-0-0 17-0-0 1-0-0 Scale=1:58.4 4x4 = 6.00 12 13 11 , 15 10 74.1-,r 3x6 9 7 l8 3x8 7 19 202 21 5 4 ST9 ST10 11 S 1 6 22 3 STB ST8 ...".I ST7 � 2 24 3 Sib 5 S Y\ sit sr II! 3 ST3 i 5e 6 5T1 1 . / r-- - )EF . L I 4x8 = 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 4x6 3x6 34-0-0 34-0-0 Plate Offsets(x.v): f1:0-00.0-0-41,f1s:o-o-0,o-o-ol.I25:0-0-0,0-o-0) LOADING (psf) SPACING 2-0-0 I CSI DEFL in (loc) Udell L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.47 Vert(LL) 0.00 26 n/r 180 MT20 220/195 • TCDL 10.0 Lumber Increase 1.15 BC 0.42 Vert(TL) 0.01 26 n/r 180 BCLL 0.0 " . Rep Stress Incr YES WB 0.11 Horz(TL) 0.04 36 nla nla BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.00 25 n/r 90 Weight:236 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.i&Btr G TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc purlins. BOT CHORD 2 x 4 DF No.1&Blr G BOT CHORD Rigid ceiling directly applied or 3-7-9 oc bracing. OTHERS 2 x 4 DF Std G WEBS 1 Row at midpt 13-37 REACTIONS All bearings 34-0-0. (Ib)- Max Horz 1=-123(LC 17) Max Uplift All uplift 100 lb or less at joint(s)39,40,41,42,43,44,45,46,47,36,35,34,33,32, 31,30,29,28 except25=-1772(LC 18),1=-1745(LC 17),48=-135(LC 16),27=-114(LC 17) Max Gray All reactions 250 lb or less at joint(s)37,39,40,41,42,43,44,45,46,47,36,35,34, 33,32,31,30,29,28 except 25=1958(LC 9),1=1875(LC 10),48=377(LC 25),27=352(LC 28) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-3967/3845,2-3=-3061/3032,3-4=-2717/2711,45=-2428/2464,55=-2118/2185,6-7=-1820/1907, 7.34-1646/1643,8_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=-1223/1320,17.134-1521/1589, 18-19=-1805/1634,19-20=-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=-3371/3545,4748=-2661/2812,4647=-2368/2545,45-46=-2128/2279,4445=-1861/2012, 43.44=-1594/1745,4243=-1328/1479,4142=-1061/1212,40-41=-794/945,3940=-528/679,38-39=-261/412, 37-38=-128/279,36-37=-261/412,35-36=-528/679,3435=-794/945,3334=-1061/1212,32-33=-1328/1479, 31-32=-1594/1745,30-31=-1861/2012,29-30=-2128/2279,28-29=-2368/2545,27-234-26612812, 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 applicable,or consult qualified building designer as per ANSIlTPI 1. se PRO .. 4)All plates are 2x4 MT20 unless otherwise indicated. '<(' 1S 5)Gable requires continuous bottom chord bearing. .. �VAINEF9'�•10 6)Gable studs spaced at 1-4-0 oc. t? C •- 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. . $55r�5p 9{. 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 C• 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 joinl(s)39,40,41,42,43,44,45,46,47,36,35,34, 33,32,31,30,29,28 except gt=lb)25=1772,1=1745,48=135,27=114. ♦ ON A 11)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. ✓ 1 12)This truss has been designed fora total drag load of 200 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord L4 12 2.0 from 0-0-0 to 34-0-0 for 200.0 plf. ` ' C10i�lir��tirn6�11$$ay-2Member end fixity model was used in the analysis and design of this truss. RENEWAL DATE: 12/si/2o13 April 3,2012 AWARNING-Verily design parameters and read notes an 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 . r 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 iC SBCA at www.sbcindustry.cam. 4 V . Job Truss Truss Type Ofy Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380512 'B1203128 C04-A GABLE 1 1 • ___._ .____..___ ---_ Job Referenge(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc. Tue Apr 03 17:07:34 2012 Page2 ID:aP1 r4dSm8Me0J_OXdBsdzgerZ-uCk3aZ4KQ?p3tuMQz7MTGIsHIN409U3mpr2WZRzUMdN LOAD CASE(S) Standard AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability Z of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint rtif designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing 10 insure stability during construction is the responsibility of the installer.Additional permanent 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,emotion,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONIJU T NG uc SBCA at www.sboindus .com. Job 'iTruss Truss Type Oty :Ply PULTE HOMES DLG 7 ROOF SUM CRK I 15380513 131203128 001 l GABLE 2 1 I —_.. . .i._ Job Reference(optional) Pro-Build Clackamas Tmss,Cleckames,OR 97015-1129,torn 7.250 s May 11 2011 MiTek Industries,Inc.Tue Apr 03 17:07:34 2012 Page 1 I D:aP 1 r4dS?f?8Me0J_OXdBsdzgerZ-uCk3aZ4KQ7p3tuMQz7MTGIsOBNAN9VJr2mp WZRzU MdN F -09-0 4-4-5 pp-8 7-3-10 77- _- 12-0-0 12-9-0 0-9-0 4-4-5 bd- 2-7-4 0-4-1 4-4-5 0-9-0 Scale=1:22.4 4x6 — 2x4 i 4x6 6 5 2x4 I l T2 82x4 11 I 8.00 112 2x4 1 _ -i � i _ 9 ! Ili !I II 9 2x4 I I q `, ., ST3� T31 ST3' `- ri I T1l l lI 13T1 9ry 0 4 2 Igo_ _� --B1 N NI III 18 17 16 15 14 13 12 3x6 = 2x4 ' 2x4 II 2x4 I 2x4 I 2x4 I 2x4 I 2x4 II 3x6 4.4-5 )-8- 7-3-10 7r7-11 12-0-0 4-4-5 b-4-1 2-7-4 -4-1 4-4-5 Plate Offsets(X,Y): [2:0-3-9,04.8],[5:0-3-0,0-0-121 ff 0-3-0,0-0-12],[10:0-3-9,0-1-8] LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TOLL 25.0 Plates Increase 1.15 TC 0.03 Verl(LL) -0.00 10 n/r 180 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.02 Verl(TL) 0.00 10 n/r 180 BCLL 0.0 " Rep Stress lncr YES WB 0.03 Horz(TL) 0.00 10 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.00 10 NI- 90 Weight:58 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 OF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc pudins,except BOT CHORD 2 x 4 DF No.18Btr G 2-0-0 oc outline(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 atjoint(s)2,10,15,16,17,18,13,12 Max Gray All reactions 250 lb or less atjoint(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=4.2psr;BCDL�.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3)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/fPl 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 psi bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)A plate rating reduction of 20%has been applied for the green lumber members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,10.15,16,17,18,13,12. 11)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10,2 and referenced standard ANSI/TPI 1. 12)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard ��4t,D PApF¢rS,, Zcx� Eco NGlNEF� fp9 K' 85525PE r 'SS_ �O--GsN� ,Q 1', CZ). \12,2P '} J0SEPN 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 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 ZIA/ designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ 1 diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, CONSULTING A delivery,erection,lateral restraint and diagonal bracing,consult ANSIITPI 1,DSB-89 and BCSI(Building Component Safety Information)available from W71IaVi//1��iLC SBCA at www.sbcindustry.com. 1 City y _..M. 15380514. Jab Truss (Truss Type PI PULTE HOMES DLG 7 ROOF SUM CRK I B1203128 D02 HOWE 2 i __ _... 2 JORReterarice_ ionaq_______. i 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 ID:2bbDHySdQJGD GAtByF8QPrzgerY-rbrp?E5a yc3n6C VpbYOxLjxf hBkid G B3G9XdeKzU MdL 3r3-15 6-0-0 __.. _._ 8-8-1 __ __ 12-0-0 _. . ' 3-3-15 2-8-1 2-8-1 3-3-15 4x6 I'. Scale=126.7 3 8.00 12 3x6 '' 3x6 4 r =ri Ti v 1 W3 W2 - r W2', 3 1 .19W7 _ '� Hyvi I F-._ B1 fe - HUS26 8 HUS26 7 HUS26 6 HUS26 .= 7x14 MT18H < 3x6 I I 8x8 - 3x6 I' 7x14 MT18H HUS26 3-3-15 6-0-0 8-8-1 12-0-0 3-3-15 - __ 2-8-1 2-8-1 3-3-15 Plate Offsets(X,Y): f1:04-11,Edgeh 12:0-2-0,0-1-81,L'J:0-2-12,0-2-01,14:0-2-0,0-1-81,[5:0-0-11,Ed9e],[6:0-4-8,0-1.8],17:0-0-0,0-0.81,[8:04-8,0-1.8] • • LOADING (psi) SPACING 2-0-0 CBI DEFL in (loc) /deg Ud i PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.35 Vert(LL) -0.05 6-7 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.47 Vert(TL) -0.13 6-7 >999 180 MT18H 220/195 BCLL 0.0 ' Rep Stress Incr NO WB 0.58 Horz(TL) 0.04 5 n/a n/a BCDL 10.0 L— Code IRC2009/TPI2007 (Matrix) Weight:130 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Stroctural wood sheathing directly applied or 3-11-1 oc purlins. BOT CHORD 2 X 6 OF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 OF Sid G'Except' W1:2x 4 OFNo.1&BtrG WEDGE Left:2 x 4 DF Std,Right 2 x 4 DF Std REACTIONS (Ib/size) 1=5269/0-5-8 (min.0-3-14),5=5269/0-5-8 (min.0-3-14) Max Horz 1=114(LC 13) Max Uplift 1=-3525(LC 15),5=-3525(LC 18) Max Gray 1=7782(LC 10),5=7782(LC 9) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-11 734/5 505,23=-7291/2880,3-4=-7291/2880,4.5=-11734/5506 BOT CHORD 1-9=4511/9563,8-9=-3598/8650,8-10=-2600/7720,7-10=-2348/7400,7-11=-2309/7400,6-11=-2561/7720, 6-12=-3559/8850,5-12=4472/9563 WEBS 2-8=-580/2734,3-7=1143/5806,4-6=-581/2734,2-7=-2430/656,4-7=-2430/657 NOTES 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2 x 4-1 row at 0-7-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-5-0 oc. Webs connected as follows:2 x 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-05;100mph;TCDL-0.2psf;BCDL=6.0psf;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 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. OS) PRQp,-- 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 fa between the bottom �IN �+�2� chord and any other members. N EC. o 444 8)A plate rating reduction of 20%has been applied for the green lumber members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except Qt=lb)1=3525,5=3525. Q- 85525PE C" 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. f/ 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 c,! ' R. truss(es)CO3(1 ply 2 x 4 DF)to front face of bottom chord. �/ •R c i +� �(/ 14)Fill all nail holes where hanger is in contact with lumber. 1. t!()'12 20,`1� eintRi gi-Taa Standard `1O$EFON p w. on rue on DD e }?ENEWAL 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 • s , . 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,D8B-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbdndustry.cam. __-_. i Job Truss Truss Type I City Ply TPULTE HOMES DLG 7 ROOF SUM CRK 15380514 81203128 ''002 HOWE Job Reference(optional)_ Pro-Build Clackamas Truss,Cleckamas,OR 97015-1129,torn 7.250 s May 11 2011 MiTek Industries,Inc. Tue Apr 03 17:07:36 2012 Page 2 I D:2bbDHySdOJGDGAtByF8QPrzgerY-rbrp7E5ayc3n6CVp5YOxLjxfhBkidGB3G9XdeKzUMd L LOAD CASE(S) Standard 1)Regulec Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-5=-20,1-3=-70.35=-70 Concentrated Loads(lb) Vert:7=-1900(F)9=-1900(F)11:1 -1900(F)11=-1900(F)12=-1900(F) W»^' 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, CONSULTING delivery,erection,lateral restraint and diagonal bracing,consult ANSKTPI 1,DS8-89 and BCSI(Building Component Safety Information)available from I YV n LLC SBCA at www.sbcindus .com. __ 'Job Truss Truss Type Cry IPIy PULTE HOMES DLG 7 ROOF SUM CRK ' 15380515 :B1203128 E01 GABLE 1 I 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 17:07:36 2012 Page 1 I D:2bbDHySd QJGDGAtBy F8QPrzgerY-rbrp?E5ayc3n6CVp5YQxLjxkiBrsdPu3G9XdeKzUMdL i -0-9-0 I _5-S-12 I __ _.__. _ 10-11-8 , 11-8-8 1 0-9-0 5-5-12 5-5-12 0-9-0 4x4 Scale=125.8 6 d 2x4 II 72x4 5 1 8.00 12 4�' I 2x4 A 2x4 4 , 41 2x4 I "Ti T4�i �l T1 ST3� i 92z4 3 ' T2I ST2 riR Ti T1 o Iv I-i1 .H._ f11 ir � 10 11 q 18 17 16 15 14 13 12 3z6 — 2x4 ',I 2x4 II 2x4 II 2x4 I. 2x4 I 2x4 2x4 I, 3x6 10-11-8 10-11-8 Plate Offsets(X,Y): [2:0-3-6,0-1-8),[10:0-3-6,0-1-8) LOADING (psf) 1 SPACING 2-0-0 C51 DEFL in (Ion) Vdefl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.03 Vert(LL) -0.00 10 n/r 180 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.02 Vart(TL) -0.00 10 n/r 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.02 Horz(TL) 0.00 10 n/a Na BCDL 10.0 Code IRC20091TP12007 (Matrix) Wind(LL) 0.00 10 n/r 90 Weight:54 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.l&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2 x 4 DF No.l&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4DFStdG REACTIONS All bearings 10.11.8. (lb)- Max Horz 2=108(LC 4) Max Uplift All uplift 100 lb or less al joint(s)2,10,16,17,18,14,13,12 Max Gray All reactions 250 lb or less at joint(s)2,10,15,16,17,18,14,13,12 FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.0psf;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 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. 5)'This boss 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 ft 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 fitO PR0p Q- 85525PE r •91 �� y t y 12 2p1 5' ��OSEPN �� 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 , I 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 toibuilding stability bracing.Additional temporary restraint/ • diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. _ _ L. _ Job I Truss I Truss Type Qty Ty PULTE HOMES DLG 7 ROOF SUM CRK 15380516 81203128 E02 HOWE 1 �f 1____-L.lob Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc.Tue Apr03 17:07:37 2012 Page 1 ID:2bbDHySdQJGDGAtByFBQPrzgerY-JnPBCa6DiwBdkM4?fFvAlwUpha4AMIDCVpHAAmzUMdK I__.__ _ 2-8-14 5S12 8-2-10 — f 10-11-8 1 2-8-14 2-8-14 2-8-14 2.8.14 4x6 ',I Scale=1:24.8 3 8.00 12 3x6 4 2 ,. 1 ' Ti 7x14 MT18H 3 � W3 • 7x14 MT18H 5 Y — 1 1. B1 l " Y ,o HUS26 8 HUS26 7 HUS26 6 HUS26 - 3x6 II 8x8 — 3x8 '.I , -. HUS26 2-8-14 5-5-12 8-2-10 10-11-8 ....-- 2-8-14 2-8-14 2-8-14 2-8-14 Plate Offsets(X,Y): [1:0-4-11,Edgel,12:0-2-0,0-1-8],[3:0-2-8,0-2-0],[4:0-2-0,0-1-81,[5:0-4-11,Edge],16:0-4-12,0-1-81,[7:0-4-0,0-0-12],[8:0-4-12,0.1.81 LOADING (psi) SPACING 2-0-0 CSI DEFL in (Ion) /dee Ltd PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.40 Vert(LL) -0.05 7-8 >999 240 l MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.46 Vert(TL) -0.13 7-8 >986 180 I 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 l Code IRC2009/TPI2007 (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 3.93 oc pudins. BOT CHORD 2 X 6 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 OF Std G'Except" W1:2x4 OFNo.1&BtrG WEDGE Left:2 x 4 DF Std,Right:2 x 4 DF Std REACTIONS (lb/size) 1=5381/0-5-8 (min.0-3-15),5=6564/0-5-8 (min.0-4-9) Max Horz 1=104(LC 13) Max Upliftl=-3591(LC 15),5=3824(LC 18) Max Gras 1=7935(LC 10),5=9118(LC 9) FORCES (lb)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1.2=-12201/5644,2-3—7844/3190,3-4=-7848/3191,4-5=-12333/5670 BOT CHORD 1-9=-4720/10115,8-9=3562/13877,8-10=-2853/8167,7-10=216217477,7-11=-1476/6931,6-11=-3029/8485, 6-12=-4276/9732,5-12=-4610/10065 WEBS 3-7—1183/6057,4-7=-2596/720,4-6=-621/2825,2-7=-2446/669,2-8=596/2700 NOTES 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected es 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=4.2pah BCDL=6.0psf;h=258;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and dght 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 fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. R&o PRO Pe,.'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 cC chord and any other members. ,,CQ'� �N,GINE. S/0 8)A plate rating reduction of 20%has been applied for the green lumber members. , G. 1 444 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except(jt=lb)1=3591,5=3824. U, g�525P pr 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. "ve- il)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 plf. 12)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. - s 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 II truss(es)A03(1 ply 2 x 4 OF) to front face of bottom chord. J 0=." r'10 %, 14)Fill all nail holes where hanger is in contact with lumber. 5/,�r- t�/t1e) 12�SSOnv,1. ConGuedAOmigeandard "Y'lbSE{Dix t. 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 ili/Edi designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint! diagonal bracing to insure stability during construction Is the responsibility of the installer.Additional permanent building stability bracing of the overall structure I is the responsibility of the building designer or owner of the Trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, • delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and SCSI(Building Component Safety Information)available from Myctf//yu/�LLC SBCA at www sbdndustry.vern I cones LI�R41 Job Truss Toss Type Qty Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380516 • i B1203128 E02 HOWE 1 L Job Reference(optional) ----- Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MITek Industries,Inc.Tue Apr 03 17:07:37 2012 Page 2 I D:2bbDHySdQJG DGAtBy F8QPrzge rY-JnPBCa6DiwBdkM4?fFvAlwUpha4AMjDCVpHAAmzU MdK LOAD CASE(S) Standard 1)Regular Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-70,35=-70,1-5=-20 Concentrated Loads(Ib) 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 far an indvidual building component.ApplicabilityEjtit 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�/�/� delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,05B-89 and BCSI(Building Component Safety Information)available from CONSULTING LLc SBCA m www_sbcindustry.com_ Job Truss 1-Truss Type Qty Ply PULTE HOMES DLG 7 ROOF SUM CRK I 15380517 B1203128 'F02 MONO TRUSS 5 1 1 Job Reference(optional)-- Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc.Tue Apr 0317:07:382012 Page 1 ID:Xo9bV ITFBcO4uKSN Wygfy2zgerX-n_zaQw7rTEJ UMVfB CzRPQ804t_XJ5JmMkTOjiDzU MdJ 1 -1-0-0 +-___ 1-0-0 _. 1-0-0 1-0-0 Scale=1:7.1 I 6.00 12 1 d 2 -_1 it 81 P, i I 3x4 = F 1-0-0 _.-- 1-0-0 LOADING (psf) SPACING 2-0-0 I CSI DEFL in (loc) 1/deg Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 I IC 0.05 Vert(LL) -0.00 2 >999 240 MT20 220/195 TOOL 10.0 ' Lumber Increase 1.15 • BC 0.02 I Vert(TL) -0.00 2 >999 180 BCLL 0.0 " I Rep Stress Incr YES WB 0.00 I Horz(TL) -0.00 3 n/a nla BCDL 10.0 Code IRC20091TPI2007 (Matrix) I Weight 5 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc outline. BOT CHORD 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=156/0-5-8 (min.0-1-8),4=9/Mechanical,3=-8/0-1-8 (min.0-1-8) Max Horz 2=45(LC 5) Max 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;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)A plate rating reduction of 20%has been applied for the green lumber members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(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 5Eti PRQFe G`' N�1NE��si0 19 85525PE 1' '., 9'ij. 0-12 2� J©SEPN O� NENEWAL DATE: 12/31/2013 April 3,2012 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DM Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and Is for an individual building component.Applicability of design parameters and proper incorporation of the 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 restraint/ ....'' IElit • diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSIITPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSIl TING tic SBCA at www.sbcindustry.com. Job 'Truss Truss Type Oty Ply PULTE HOMES DIG 7 ROOF SUM CRK ' 15380518 ;131203128 ,L01 GABLE 1 1 I Job Referenrw(optional).... _ Pro-Build Clackamas Truss,Ctckamas,OR 97015-1129.tom 7.250 s May 11 2011 MiTek Industries,Inc.Tue Apr 03 17:07:38 2012 Page 1 ID:Xo9bVITFBc04uKSNWygfy2zgerX-n_zaQw7rTEJUMVfBCzRPQ800N_UX5J_MkTOjiDzUMdJ -0-9-0 __.2-94 I 5-6-8 _ I 6-3-8 I ' 0-9-0 2-9-0 2-9-0 0-9-0 4x4 = Scale:3/4'=1' 3 gill —„L. III 8.00 12 2x4 I 2x4 'I N W1 TI T1 ST1 STI 4 2 - 5 1 a [' 2x4 . 62x4 I 2x4 II 4x6 — 4x6 I- 2-9.4 _..__._..... __. 5-6-8 2-9-4 2.9-4 Plate Offsets(X,Y): [2:0-0-7,0-0-2],14:0-0-7,0-0-21 LOADING (psf) SPACING 2-0-0 I CSI DEFL in (loc) I/deft L/d i PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.28 Vert(LL) -0.00 6 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 i BC 0.19 Vert(TL) -0.00 2-6 >999 180 BCLL 0.0 ' Rep Stress!nor NO WB 0.05 Horz(TL) 0.00 4 n/a n/a BCOL 10.0 Code IRC2009/TP12007 (Matrix) Weight:24 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-5-11 oc pudine. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 5-8-5 oc bracing. WEBS 2x4DFStdG OTHERS 2x4DFStdG REACTIONS (lb/size) 2=29710-5-8 (min.0-1-9),4=297/0.5.8 (min.0.1-9) Max Horz 2=-56(LC 11) Max Uplift 2=-1266(LC 15),4=-1286(LC 18) Max Gray 2=1482(LC 10),4=1482(LC 9) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2.3=.2219/1992,3-4=-2219/1992 BOT CHORD 2-6=-1416/1571,4-6=-1416/1571 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psh 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=133 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 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. 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 atjoinl(s)except(jt=lb)2=1266,4=1266. 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)This truss has been designed for a total drag load of 625 plf,Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0.0.0 to 5-6.8 for 625.0 plf. 11)"Fix heels only'Member end fixity model was used in the analysis and design of this truss. Af O PRQFtsS` LOAD CASES) Standard kr\, .NOIN ' /tJ) ¢- 85525PE v- ."P ORE / d�SEP0 O PENEWAL DATE: 12/31/2013 April 3,2012 i A WARNING-Venfy design parameters and read notes on this Truss Design Drawing and included Dr.)Reference Sheet(rev.03-11')before use.Design ,i valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability , of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint . Ar„ , 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,emotion,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING Lcc 5BCA al www.sbcindustry.com. Job Truss - I Truss Type 1 Oty Ply KITE HOMES DLG 7 ROOF SUM CRK B1203128 IL02 GABLE I1 1 1 Job Reference.(optional) 15380519 - _ Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,torn 7.250 s May 11 2011 MiTek Industries,Inc.Tue Apr 03 17,07:39 2012 Page 1 ID:Xo9bV ITFBcO4u KSNW ygfy2zgerX-FAXydG7TEXRLzlEOmgyezLZATOq PgmJVy7m H FfzU Md I 1 -0-94_-___ --._. -____ 2-9-4 I 4-11-8 I 0-9-0 2-9-4 2-2-4 4x4 = Scale=1:16.6 3 8.00 12 4x6 4 of 72 5 ry W1 T1 j HHW2 �. 1 I 2 " n o - _____. -._.. _ __ d 67 • /1 • 1 • 7 2x4 I: 448 _ 6 5x8 'i! 2-9-4 I... 4-11A —I 2-9-4 2-2-4 Plate Offsets(X,Y): [2:0-0-3,Edge[,[5:0-5-6,0-0-21 • LOADING (psf) SPACING 2-0-01I CSI DEFL in (loc) Udell L/d PLATES GRIP TOLL 25.0 Plates Increase 1.15 '..i TC 0.38 Vert(LL) -0.00 7 >999 240 MT20 220/195 TOOL 10.0 Lumber Increase 1.15 BC 0.22 , Vert(TL) -0.00 2-7 >999 180 BOLL 0.0 Rep Stress InaNO WB 0.05 Horz(TL) 0.00 5 Na n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:21 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-4-5 oc pudins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 5-3-6 oc bracing. WEBS 2x4DFStdG SLIDER Right 2 X 6 DF No.2-G 1-3-0 REACTIONS (lb/size) 2=283/0-5-8 (min.0-1-10),5=203/Mechanical Max Horz 2=167(LC 13) Max Uplift 2=-1350(LC 15),5=-1294(LC 18) Max Gray 2=1552(LC 10),5=1473(LC 9) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2336/2139,34=-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=6.0psf:h=251t;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 nonconcurent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=1b)2=1350,5=1294. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9)This truss has been designed for a total drag load of 625 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 4-11-8 for 625.0 plf. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this buss. LOAD CASE(S) Standard �,�p�,0 PROFF�,� 1LG.. tCa NG[NEF4' f0\ ,c �85525PE 1,- OREGON ,� r,[�r 4,,p Gt y 12 9-0, "F. tiOSEP.! 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 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 Be component is responsibility of building designer or owner of the trusses and installer.Lateral restraint Zit designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, �q f delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA atwww.sbcinduslry.com. Job Truss !Truss Type Oty Ply PULTE HOMES DLG 7 ROOF SUM CRK • - 15380520 B1203128 M01 MONO TRUSS 1 1 i Job Referent-xjopflonel) 1 Pro-Build Clackamas Truss,Clackanres,OR 97015-1129,torn 7.250 s May11 2011 MRek Intlustries,Inc.Tue Apr 03 17:07:39 2012 Page 1 ID:APXsFm 1 cwfpnW Ke4i96NFMzgeyY-FAXydG7TEXRLzfEOmgyezLZFd OscgmOVy7mHFfzUMd I -1-0-0 I 2-0-0 '.. 1-0-0 2-0-0 Scale=1:9.7 6.00 I112 ," --� v IK. 2 Tt %/ l Bi 3x4 2-0-0 • 2-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 11de8 L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.05 Vert(LL) -0.00 2 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.08 Vert(TL) -0.00 24 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IRC2009ITPI2007 (Matrix) Weight:7lb 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 pudins. BOT CHORD 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=180105-8 (min.0-1-8),4=19/Mechanical,3=48/0-1-8 (min.0-1-8) Max Horz 2=64(LC 5) Mae 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.CompJMax.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)A plate rating reduction of 20%has been applied for the green lumber members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate at joints)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 ANSITI PI 1. 10)"Fie heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard co<c•��QI4. NEE. i0 /85525PE �r ..../• mo , rCr Y12 2 { �� `1°SEPIA • 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 'i1 2.70111 1 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 ANSIITPI 1,DSB-89 and BCSI(Building Component Solely Information)available from '.. CONSULTING LLC I SBCA at www.sbcindustry.com. ,_ Job Truss ,Truss Type Il ay Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380521 131203128 M01-A MONO TRUSS 1 1 -- ---=1o11Reference(optonal)._.._ 1 Pro-Build Clackamas Truss,Clackames,OR 97015-1129,lour 7.250 s May 11 2011 Musk Industries,Inc. Tue Apr 03 17:07:39 2012 Page 1 ID:APXsFm1 cwfpnWKe4i98NFMzgeyY-FAXydG7TEXRLzfEOmgyezLZFdOscgmOVy7mHFfzUMdl -1-0-0 I 2-0-0 1-0-0 2-0-0 Scale=1:9.7 I 6.00 112 2 T1 81 I 3x4 = 2-0-0 2-0-0 LOADING (pef) I SPACING 2-0-0 j CSI DEFL in (loc) I/def L/d PLATES GRIP TOLL 25.0 Plates Increase 1.15 j TC 0.05 Vert(LL) -0.00 2 >999 240 MT20 220/195 TOOL 10.0 Lumber Increase 1.15 I BC 0.08 Vert(TL) -0,00 2-4 >999 180 BOLL 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:7lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or2-0-0 oc purlins. SOT 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 z,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=6.0psf;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=L33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 3-5-0 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 joints)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 85525PE r 1)L ✓ a 4, ur412 �c��Ctt vOSEPH RENEWAL DATE 12/31/2013 r 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 :Ijiri 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 jis the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consultANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING_,c SBCA at www.sbcindustry-cum, Job Truss Truss Type Oty 'ply PULTE HOMES DLG 7 ROOF SUM CRK n I 15380522 1 81203128 M02 MONO TRUSS 6 1 Job Reference(optional) 1 Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc.Tue Apr 03 17:07:39 2012 Page 1 ID:Xo9bVITFBc04uKSN Wygfy2zgerX-FAXydG7TEXRLzfEOmgyezLZFdOscgmOVy7mHFfzUMdl -1-0-0 1 2-0-0 I 1-0-0 2-0-0 Scale=1:9.7 6.00 12 r=- f / 2 T1 /'-d m Bi 0 3x4 = 2-0-0 2-0-0 LOADING (psl) SPACING 2-0-0 ICSI DEFL in (loc) 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 2-0 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a Na 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 puriins. BOT CHORD 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=180/0.5.8 (min.0.1-8),4=19/Mechanical,3=48/0-1-8 (min.0-1-8) Max Horz 2=64(LC 5) Max Uplift 2=-69(LC 5),3=-24(LC 5) Max Gray 2=180(LC 1),4=39(LC 2),3=48(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)A plate rating reduction of 20%has been applied for the green lumber members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3. 7)Provide mechanical connection(by others)of truss to beating 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 joinl(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 GASPS) Standard On PROF, 85525PE r . 0,• + „ -7+ -12,VN 4 Jo SEPN O� HENEWAL 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 2;" of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restrain 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 front CONSULTING, Lc SBCA at www_sbcinduslry_com. Job Tmsa Truss Type Cily Ply 1 PULTE HOMES DLG 7 ROOF SUM CRK 15380523 I B1203128 M02-A MONO TRUSS 6 l 1 • __. _.._. 1 I Joh Refer cei.00tiooall _ Pro-Build Clackamas Truss.Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc.Tue Apr 03 17:07:39 2012 Page 1 ID:Xo9bVITFBc04uKSN Wygfy2zgerX-FAXydG7TEXRLzfEOmgyezLZFdOscgm0Vy7mHFfzUMdl -1-0-0 I 2-0-0 1-0-0 2-0-0 Scale=1:9.7 6.00 12 1.7 L.( 2 T1 i 3x4 -_ 2-0-0 __... 2-0-0 I LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) /deFl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.05 l Vert(LL) -0.00 2 >999 240 MT20 2201195 TCDL 10.0 Lumber Increase 1.15 BC 0.08 i Vert(TL) -0.00 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:7 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2 a 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=180/0-5-8 (min.0-1-8),4=19/Mechanical,3=48/0-1-8 (min.0-1-8) Max Horz 2=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=6.0psh h=251t;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 fora live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)A plate rating reduction of 20%has been applied for the green lumber members. 5) Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)2,3. 8)Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s)3. 9)This Suss 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 CEO PROpe 85525PE r` • / c T ' ti ..tiff 4, �'' ;112,`- $' J0SEPN OE 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 DrJ Reference Sheet(rev.03-11')before use.Design li 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 ffkit designations shown on individual web and chord members are for compression buckling only,not forbullding stability bracing.Additional temporary restraint/ ••• diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage. delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTINGLLC SBCA at www.sbcindustry.com. CONSULTING 1 Job Truss j Truss Type I Oty [Ply PULTE HOMES DLG 7 ROOF SUM CRIS . 15360524 B1203128 P1 I KINGPOST 1 1 i -__ ,lob Reference(optional) • Pro-Build Clackamas Truss,Clackames,OR 97015-1129,tom 7.250 s May11 2011 MITek Industries,Inc.Tue Apr 03 17:07:40 2012 Page 1 • ID:Xo9bV ITFBc04u KSN Wygfy2zgerX-j M5Krc85?rZCbppaKNTIVZ6LHo9W ZC1 a BnVgn5zUMd H r -0-9-0 4-3-12 I 8-5-0 I ' 0-9-0 4-3-12 4-1-4 Scale=1:21.2 4x4 = 3 8.00 12 v \T2 N o 71 WI 4 2 / H.W2 4 '� B1' �i a _a a:-�- __ _.__ -` to 5 2x4 I 5x10- 6x10 ... 4-3-12 _ __. 8.5-0 ___ __. _ 4-3-12 4-1-4 Plate Offsets(X,Y): 12:0-1-10,Edge],[4:0-1-11,Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) Vdefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.38 Vert(LL) -0.01 2-5 >999 240 MT20 220/195 TCOL 10.0 Lumber Increase 1.15 BC 0.29 Vert(TL) -0.02 2-5 >999 180 BCLL 0.0 " Rep Stress lncr YES • WB 0.08 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:31 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-3-0 oc pudins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 4-5-8 oc bracing. WEBS 2x4DFStdG WEDGE Right:2 x 4 OF Std REACTIONS (lb/size) 2=431/0-5-8 (min.0-2-7),4=354/0-5-8 (min.0-2-5) Max Herz 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 (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3534/3147,3-0=-3109/2759 BOT CHORD 25=-2289/2546,4-5=-217212429 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psr;BCDL=6.0psf;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 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed fora live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoinl(s)except(jt=1b)2=1929,4=1879. 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. 8) This truss has been designed 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 ��Qtr() PROFFs, :NGINEF� /p cc 85525PE r / / c+ J. •9 Gj • ,Y12,29��j' 'J4SEP1A 04 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 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/ w' 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, lill I delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING I SBCA at www.sbcindustry.com. Job Truss Truss Type JOty Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380525 B1203128 P2 ',,KINGPOST --�1 1 Job Reference(oolonall _i Pro-Build Clackamas Truss,Clackamas,OR 97015.1129,tom 7.250 s May 11 2011 MiTek Industries,Inc Tue Apr03 17:07:40 2012 Page 1 ID:?jzieUtywWxVU 1 Z3fBuUGzgerW-jM5Krc85?rZCbppaKNTtVZ6NUoCRZC4eBnVgn5zUMdH 4-3-12 I _ f __ _ _ 7-11-8 —I 4-3-12 3-7-12 Scale=121.2 4x4 — 2 8.00 12 T2', 3 4x4 n T1 WI1 HW2 I h I o B1 0 6 zxa I 3x4 — 5 4x8 I 4-3-12 _ 7-11-8 _ 4-3-12 3-7-12 Plate Offsets(X,Y): j1:0-0-7 0-0-kj4:0-65,0-0-4] _. _____._.__ LOADING (psi) SPACING 2-0-0 CSI DEFL in Coe) 1/defi Lid PLATES GRIP TOLL 25.0 Plates Increase 1.15 TC 024 Vert(LL) -0.01 1-6 >999 240 MT20 220/195 TCDL 10.0 I Lumber Increase 1.15 BC 0.10 Vert(TL) -0.02 1-6 >999 180 BCLL 0.0 Rep Stress lncr YES WB 0.08 Horz(TL) 0.00 4 n/a Na BCDL 10.0 Code IRC20091TPI2007 (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 6-0-0oc pudins. BOT CHORD 2 x 4 OF No.18,Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4DFStdG SLIDER Right 2 X 6 OF No.2-G 1-11-4 REACTIONS (lb/size) 1=342/0-5-8 (min.0-1-8),4=346/Mechanical Max Herz 1=84(LC 4) Max Uplift 1=-51(LC 5),4=-46(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-353/47,23=-280/54,3-0=-373/46 NOTES 1) Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;10omph;TCDL=4.2psf;BCDL�.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3)This truss hes been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.opsr on the bottom chord in all areas where a rectangle 3-8-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20%has been applied for the green lumber members. 6) Refer to girder(s)for truss to truss connections. 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)1.4. • 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard 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 '�Rt0 PROP46, tNGIN&C9 '��Si 9 85525PE r' 9 OREGON Q 9``��(y 12 `4 4+�� (i0SEPN O RENEWAL DATE: 12/31/2 013 April 3,2012 ji WARNING-Verifydesign parameters and read notes on This Truss Design Drawingand included DrJ Reference Sheet(rev.03-11' before use.Design re P 9 ) 9 valid for use with MiTek connector plates only. design is based onlyuponparameters shown,and is foran Individual buildingcomponent Applicability P Y 9 so P PP n of design parameters and proper ebincorporationand 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,consul(ANSI/TPI 1,DS6-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. IJob 'Truss Truss Type QV Ply PULTE HOMES DLG 7 ROOF SUM CRK ' 15380526 IB1203128 'P KINGPOST �'1 l 1 i I —_ • [Job Reference(notional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc Tue Apr 03 17:07:40 2012 Page 1 ID:Xo9bVITFBc04uKSN Wygfy2zgerX-jM5Krc857rZCbppaKNTtVZ6NcoBXZC?eBnVgn5zUMdH 0-9-0 4-3-12 _ _ 43 12 99 • = Scale=1:21.2 4x4 3 7. 7 ,„,,---" 1,'..,p- 6.00 112 w �� Ti '.W1 Ti A, 4 2 i I 0l Bt 5 Io 6 2x4 II 4x8 — 4x6 - I- 4-3-12 8-7-8 i 4-3-12 —. -...4-3-12 Rate Offsets(X,Y): [2:0-0-0,0-0-4],j4:0-0-0,0-0-4] _ ___ LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.23I Vert(LL) -0.01 2-6 >999 240 MT20 220/195 , TCDL 10.0 Lumber Increase 1.15 BC 0.16 Vert(TL) -0.02 2-6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 4 n/a n/a BCOL 10.0 Code IRC2009/TPI2007 (Matrix) I Weight:32 lb FT=10% ___.. _ __--__1_ LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-6-10 oc pudins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4DFStdG REACTIONS (Ib/size) 2=436/0-5-8 (min.0-1-8),4=436/0-5-8 (min.0-1-8) Max Horz 2=86(LC 14) Max Uplift 2=-978(LC 15),4=-978(LC 18) Max Gray 2=1314(LC 10),4=1314(LC 9) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1911/1514,3-4=-1911/1514 BOT CHORD 2-6=-1085/1360,4-6=-1085/1360 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except(jt=lb)2=978,4=978. 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8)This truss has been designed for a total dreg 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 ��eitD PRQ,�Fs ��• EN�'�NEF 9 s�4, 85525PE < // + 1 r4Q 111 4 1'.Y 2 2p1 +i"4 2`1OSEPN 4� RENEWAL DATE: 12/31/2 313 April 3,2012 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included Ord Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability ��, of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint 1 1 designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ ir.•" 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 LL SBCA at wwwsbcinduslry.com. Job Truss Truss Type Qly Ply PULTE HOMES DLG 7 ROOF SUM CRK , 15380527 1131203128 1PGE GABLE 1 1 ' I.___ _--__ —__ Job Reference(optional) -._ Pro-Bulld Clackamas Truss,Clackamas,OR 97015-1129,torn 7.250 s May 11 2011 MiTek Industries,Inc.Tue Apr 0317:07:41 2012 Page 1 ID:?jzieUtywWxVU1 Z3fBuUGzgerW-BZfi2y9jm9h3DzOmu5_62meYeCXRIfEoORFOJXzUMdG -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=1:21.2 4x4 3 , 2x4 II 2x4 II 8.00 12 0 N rot T1 W i --,.Ti ST1 ST1 4 2 — o� . B1 —I .Z 5 oo 2x4 i' 6 2x4 2x4 II ( 3x4- 3x4 = 4-3-12 ' 8-7-8 i 4-3-12 4-3-12 LOADING (psi) ! SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TOLL 25.0 Plates Increase 1.15 TC 0.21 Vert(LL) -0.01 2-6 >999 240 MT20 220/195 TOOL 10.0 Lumber Increase 1.15 BC 0.12 Vert(TL) -0.02 2-6 >999 180 • BCLL 0.0 ` Rep Stress Incr. YES WB 0.08 Horz(TL) 0.00 4 n/a n/a • BCDL 10.0 Code IRC2009/TPI2007 (Metre) 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 6-0-0oc pudine. BOT CHORD 2 x 4 OF No.1&Btr 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=-88(LC 3) Max Uplift 2=-101(LC 5),4=-101(LC 8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-404/44,3-4=-404/44 BOT CHORD 2-6=0/257,4.6=0/257 NOTES 1) Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.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 budding 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 arty other live loads. 6)'This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joints)except ljt=lb)2=101,4=101. 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ��,to PROFp�, �� NGjNEFrT /.4 85525PE y` 17L 'tY12,P c.4 , `"OSEPN ) ' RENEWAL DATE 12/31/2013 April 3,2012 WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MITek connector plates only.This design is based only upon parameters shown,and is for an individual building component Applicability Et of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint designations shown on individual web and chord members are for compression buckling only,not lorbuilding stability bracing.Additional temporary restraint diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent budding 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, • �ay delivery• ,erection,lateral restraint and diagonal bracing,consult ANSIITPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONVICTING LLC • SBCA at www.sbcindustry.com. Job Truss I Truss Type Qry Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380528 B1203128 X :KINGPOST 3 1 ' Job Reference(optional) —I Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc. Tue Apr 03 17:07:41 2012 Page 1 I D:?jzieUtywWxVU 1Z3fBuUGzgerW-BZfi2y9jm9h3DzOmu5_62meXSCV3IghoQRFOJXzUMdG __ 2-10-12 5-9-8 6-6-8 2-10-12 - 2-10-12 _-- 0-9-0 4x4 — Scale=1:16.4 2 8.00 12 0 m 71 Wi T2 3 �1 4 1 o Sill52x4 I 418 4x8 —N;.. 2-10-12 5-9-8 __.i 2-10-12 2-10-12 Plate Offsets(X,`): [1:0-0-3,Edgel,[3:0-0-3,Edge) LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/def 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 n/a ' BCDL 10.0 Code IRC2009/TPI2007 (Matrix) _ Weight:21 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-4-3 oc pudins. BOT CHORD 2 x 4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 5-6-10 oc bracing. WEBS 2x4DFStdG REACTIONS (Ib/size) 1=234/0-5-8 (min.0-1-9),3=315/0-5-8 (min.0-1-10) Max Horz 1=65(LC 12) Max Uplift 1=-1271(LC 15),3=-1321(LC 18) Max Gray 1=1471(LC 10),3=1552(LC 9) FORCES (Ib)-Max.Comp../Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-2111/1882,2-3=-2337/2095 BOT CHORD 1-5=-1488/1659,35=-1488/1659 NOTES 1)Unbalanced root live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=42psf BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except gt=lb)1=1271,3=1321. 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8)This truss has been designed for a total drag load of 625 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 5-9-8 for 625.0 plf. 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • 4 . 85525PE r • `iOSEPN O RENEWAL DATE: 12/31/2013 April 3,2012 41 WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only_This design is based only upon parameters shown,and is for an individual building component.Applicability • of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ , r ' diagonal bracing to insure stability during construclion 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 ANSIITPI 1,DSB-59 and BCSI(Building Component Safety Information)available from CONSULTING__c SBCA at www.sbcindustry_com,- _ _ Job 'il Truss ITruss Type City Ply •PULTE HOMES DLO 7 ROOF SUM CRK 15380529,E B1203128 IXGE-1 ,'GABLE ,1 1 '. • Job Reference tootionall I Pro-Bulld Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc. Tue Apr 03 17:07:41 2012 Page 1 I D:?_jzieUtywWxVU 1Z3fBuUGzgerW-BZfi2y9jm9h3DzOmu5_62meaHCYOIghoC)RFOJXzUMdG 2-10-12 5-9-8 I 6-6-8 2-10-12 2-10-12 0-9-0 4x4 = Scale=1:16.4 2 8.00 12 2x4 2x4 II i W1 5T1 ST1 ir- 4 n o B1 g 2x4 52x4 i 2x4 II < j 3x4 _ 3x4 = 2-10-12 i 5-9-8 __1 2-10-12 2-10-12 LOADING (psi) , SPACING 2-0-0 CSI DEFL in (loc) I/deft Ltd l. PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.11 Vert(LL) -0.00 5 >999 240 MT20 220/195 TCDL 10.0 ' Lumber Increase 1.15 BC 0.06 Vert(TL) -0.01 1-5 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 3 nla n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:24 lb FT=10% • LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-9-8 oc purlins. BOT CHORD 2 x 4 DF No.18Blr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 DF Std G OTHERS 2 x 4 DF Std G REACTIONS (lb/size) 1=234/0-5-8 (min.0-1-8),3=315/0-5-8 (min.0-1-8) Max Horz 1=-65(LC 3) Max Uplift 1=-34(LC 5),3=-84(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-262/32 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf,BCDL=6.0psf;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 ANSIITPI 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 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. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3. 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Q,ED PROF-r 85525PE r' //":01I 96LY122C1 2 -‘ RENEWAL DATE: 12/31/2 013 April 3,2012 ,� A WARNING-Verify design parameters end read notes on Ihls 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,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 Eft • designations shown on individual web and chord members are for compression buckling only,not forbullding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during constmctlon 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 responsibililles,fabrication,quality control.storage, delivery,erection,lateral restraint and diagonal bradng,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING NG LCC SBCA at www.sbcindustry.com. WnOYLa�ln�VV Job Truss Truss Type City Ply PULTE HOMES DLG 7 ROOF SUM CRIS ' 15380530 B1203128 Z MONO TRUSS 5 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 17:07:42 2012 Page 1 ID:?JzieUtywWxV U 1 Z3fBuUGzgerW-flD4GIALXSgwg7zzRoV La_Blubrt 17vxf5_xr_zU MdF -1-0-0 4-0-0 I 66-00_.. i 1-0-0 4-0-0 2-0-0 Scale=1:20.6 2x4 II R 6.00'l12 Ti , W1 2 ..... / — +.. M B1 a • 3x4 6 2x4 l —_—._4-0-0 4_ 6-0-0 4-0-0 2-0-0 LOADING (psi) • SPACING 2-0-0 CSI DEFL in floc) lidefl Lid 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 I BOLL 0.0 ' Rep Stress Ina YES WB 0.05 Horz(TL) -0.00 4 n/a Na BCDL 10.0 Code IRC2009/TPI2007 (Matrix) III Weight:21 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 OF No.1&BIr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 x 4 OF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4DFStdG REACTIONS All bearings 0-5-8 except(jt=length)4=0-1-8,5=Mechanical. (lb)- Max Holz 2=139(LC 5) Max Uplift All uplift 100 lb or less at joint(s)4.2,6 Max Gray All reactions 250 lb or less at joint(s)4,2,5 except 6=333(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 3-6=-252/142 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed fora live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)A plate rating reduction of 20%has been applied for the green lumber members. 5)Refer to girder(s)for 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 atjoint(s)4,2,6. 8)Beveled plate or shim required to provide full bearing surface with truss chord at jolnl(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 ANSIITPI 1. 10)'Fix heels only'Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard gEO PROFF Q4�,.�tNG NEs,s�o 85525PE r- 9�rDREG►' ,� �fi I. 4y G V 12.`L°, dOSE:PN Oti 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 i valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicabitily 1 of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint C '. designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing lu insure stability during construction is me 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, '''.4„,, delivery,erection,lateral restraint and diagonal bracing,consultANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING'-SBCA al www.sbcindostry.com. Job Truss !Truss Type City Ply PULTE HOMES DLG 7 ROOF SUM CRK 15380531 I B1203128 I ZGE '.GABLE 1 1 Job Reference Iootlonall Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MITek Industries,Inc.Tue Apr 03 17:07:42 2012 Page 1 la?jzieUtyw W xV U 1 Z31Bu U Gzger W-flD4G IALX Sgwq 7zzRoV La_B k P bq a 171 xf5_xr_z U M d F 1-0-0 4-0-0 • Scale=1:14.8 244 ." i 6.00 r12 n 1I" --11" y N T7 ST1 2 �, } L __. 4a B1 2x4 II 3x4= 4-0-0 4-0-0 LOADING (psf) 1 SPACING 2-0-0 1 CSI I DEFL in (loci /deft Lid PLATES GRIP TOLL 25.0 Plates Increase 1.15 I TC 0.15 !, Vert(LL) -0.01 2-4 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 !I BC 0.31 Vert(TL) -0.03 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES I WB 0.00 Horz(TL) -0.00 3 nla n/a BCDL 10.0 Code IRC2009rrPI2007 (Matrix) Weight:15 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 4-0-0oc pudlns. BOT CHORD 2 x 4 DF Sid G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 x 4 DF Std G REACTIONS (lb/size) 3=116/0.1.8 (min.0.1-8),2=267/0-5-8 (min.0-1-8),4=37/Mechanical Max Horz 2=101(LC 5) Max Uplift 3=-65(LC 5),2=-78(LC 5) Max Gray 3=116(LC 1),2=267(LC 1),4=74(LC 2) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)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 ANSI/TPI 1. 3)Gable studs spaced at 1-4-0 oc. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This tress 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 joint(s)3. 11)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12)'Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard �,�� ,0 PROPeo 4r t.N�')NEF9 ' .0 85525PE -Ailf 1* / /•IOf Q G{y12 2S' 1+ - aOSEPN O , RENEWAL DATE: 12/31/2013 April 3,2012 v 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.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,notforbuilding stability bracing.Additional temporary restraint ,. diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage. delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1.DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING L c SBCA at wvnv.sbcindustry.com. Symbols y Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION sj4 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 1 Damage or Personal Injury MMDimensions are in ft-in-sixteenths. (Drawings not to scale) 114116,. Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g.diagonal or X-bracing,is always required. See and fully embed teeth. BCS11. 1, 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 1416 r 1 2 3 considered. TOP CHORDS 3. Never exceed the design loading shown and never stack materials on inadequately braced Proves. 4. Provide copies of this truss design to the building designer,erection supervisor,property I � 4 owner and all otherinterestedpadite ilL14101211 ( 5. Cul members to beer tightly against each other, p 6. Place plates on each face of truss at each joint and embed fully.Knots and wane at pint locations are regulated by ANSIITPI 1. For 4 x 2 orientation,locate7. Desgn assumes trusses will be suitably protected from the environment in accord with Aplates0-trufromOutside J 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time offabrication. SI/TPI 1. edge of truss. 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative . .. C5-6 t- treated,or green lumber. BOTTOM CHORDS 10.Camber is a non-structural consideration and is the responsibility of buss 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. umberused 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 FARTHEST TO 16.Do of 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(Pont,back,words and pictures)before use,Reviewing 4 x 4 width measured perpendicular NUMBERS/LETTERS. pictures alone is not sufficient. to slots.Second dimension is 20.Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. the length parallel to slots. 21.Unless Information is otherwise provided to DrJ in writing,the use of these designs presumes approval,through the building designer or owner of the trusses,of the loads and related PRODUCT CODE APPROVALS design assumptions(e.g.spans,profiles,deflection,etc.)found on each of the individual LATERAL BRACING LOCATION design drawings. ICC-ES Reports: 22.These trusses are designed using MiTek Sapphire standard analysis methods in accordance with ANSIITPI 1 and related proprietary information. /� Indicated by symbol shown and/or ', ESR-1311,ESR-1352,ER-5243,9604B, 23.Itisextremey important to properly install temporary lateral restraint and diagonal bracing,in i/ accordance with BCSI-B2 or using proprietary methods(e.g.Stabilizer,etc.). • by text in the bracing section of the 9730,95-43,96-31,9667A 24.Sheathing applied in the plane of the truss is not considered in the design of the individual fuss I 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.Pudins 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 he fely Indicates location where bearings and i thescissortyporcesofthee trusses uldes be dCoosiderationofthesened in such a Ite siier snotwapartoflls will thistussdesgn (supports)occur. Icons vary but and is not the responsibility of the truss plate supplier,the truss designer,nor the truss itt=410. reaction section indicates joint ©2011 DrJ Consulting,LLC All Rights Reserved fabricator. Competent professional advice should be secured relative to these items. number where bearings occur. r 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, • ir'"`" • grade stamped,finger jointed lumber shall be as defined by the grade stamp prior to • • cross cutting and in accordance with the published values oflumber rules writing Industry Standards: j agencies approved by the Board of Review of the American Lumber Standards ANSI/TPI1: National Design Specification for Metal 1 Committee in accordance with the latest edition of ANSIfTPI 1 Section 6.3. Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. DrJ Consulting, LLC BCSI1: Building Component Safety Information, 6300 Enterprise Lane Guide to GoodraPractice for Handling, CONSULTING LLC Installing&Bracing of Metal Plate Madison,WI 53719 Connected Wood Trusses.