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Plans (49) r tt V.v.., CONSULTING LLC jy t rvt a gy p` IbSy rye�F X5`5 t M ! DrJ Consulting, LLC 6300 Enterprise Lane Madison, Wisconsin, 53719 Re: B1206906 MiTek 20/20 7.2 Pulte- Summercreek Main Floor Bld 5 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: I5729667 thruI5729682 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 ANSUTPI 1 Section 6.3. # PERMIT ADDRESS CLOSED 5 MST2012-00185 11095 SAGE TER 4/23/2013 5 MST2012-00186 11091 SAGE TER 4/23/2013 5 MST2012-00187 11083 SAGE TER 4/25/2013 5 MST2012-00188 11081 SAGE TER 4/25/2013 ri PRor, s > 5 MST2012-00189 11075 SAGE TER 4/25/2013 I �GI�� 0� City of Tigard 8552 r Ap.roves Plans , g' By .iagjvl►' D Rf f.!2 9 L,OREGON 4, Y ate I (14),12,2':'\0!-c' JOsEPK OFFICE COPY IIENEWAL DATE: 12/31/2013 July 20,2012 Ryan J. Dexter, P.E. The seal on these Truss Design Drawings indicates acceptance of professional engineering responsibility for the design assumptions as defined on this truss design drawing,solely for the truss component(s)depicted. The design assumptions, loading conditions, suitability and use of this component for any particular building is the responsibility of the building designer or owner of the trusses, per ANSI/TPI 1. The responsibilities and duties of the truss designer,truss design engineer and truss manufacturer shall be in accord with the latest edition of ANSI/TPI 1 Chapter 2 unless otherwise defined by a contract agreed upon by the parties involved. Job Truss Truss Type Qty Ply Pulte-Srummercreek Main Floor Bld 5 15729667 B1206906 Al FLOOR 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc.Thu Jul 19 17:34:31 2012 Page 1 I D:137NXXYWYXphsj870 DXOGTzmrnG-AVPMXsvuZK9svWSMX6CJh FpOtzHb5M25RdWFTgywR06 1 2-1-2 1 2-6-0 1 2-6-6 H 2-5-4 1 1 2-5-4 H 2-5-1 1 2-5-1 1 1 2-7-10 1 Scale=1:57.7 3x4 I I 4x6= 3x4= 4x8 = 2x4 H 3x4 = 2x4 H 4x10= 4x6= 3x18 MT18H FP= 3x6= 2x4 I I 3x6 = 3x4 = 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 3x6 = 4x8 = 4x10= 2x4 I I 4x6 = 4x10 = 3x6 FP= 3x8= 3x6= 3x6 = 4x4 = 8-1-2 8-1-2 8-1-2 35-6-12 I 4-11-10 10-1-2 i 12-8-10 1 15-3-12 1 17-11-4 1 20-6-12 1 25-6-6 30-7-2 1 33-6- 4 33-1-4 35-7-0 4-11-10 5-1-8 2-7-8 2-7-2 2-7-8 2-7-8 4-11-10 5-0-12 2-11-2 04-0 1-11-8 0-d-4 Plate Offsets(X,Y): [2:0-3-8,Edge],[6:0-4-12,Edge),[7:0-1-8,Edge],[10:0-1-8,Edge],[14:0-1-8,Edge],[17:0-1-8,Edge],[19:0-1-8,Edge],[22:0-1-8,Edge],[24:0-3-12,Edge],[25:0-3-8 ,Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.87 Vert(LL) -0.22 24-25 >974 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.51 Vert(TL) -0.39 24-25 >553 360 MT18H 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(TL) 0.06 16 n/a n/a BCDL 5.0 Code IBC2006/TP12002 (Matrix) Weight:156 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 (Ib/size) 26=776/0-4-0 (min.0-1-8),16=622/Mechanical,21=2271/0-5-8 (min.0-1-8) Max Grav26=836(LC 2),16=723(LC 3),21=2271(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2690/0,3-4=-2690/0,4-5=-2820/0,5-6=-2820/0,6-7=-68/1094,7-8=0/3360, 8-9=0/3360,9-10=0/3360,10-11=-215/1535,11-12=-2242/353,12-13=-2242/353, 13-14=-1617/0 BOT CHORD 25-26=0/1553,24-25=0/3071,23-24=-413/1814,22-23=-413/1814,21-22=-1094/68, 20-21=-1535/215,19-20=-1535/215,18-19=-877/1519,17-18=-66/2228,16-17=0/1617 WEBS 8-21=-290/0,2-25=0/1227,4-25=-411/117,4-24=-429/0,7-22=0/763,6-24=0/1240, 10-19=0/679,12-18=-256/0,13-18=-310/16,13-17=-660/179,5-24=-258/0,3-25=-252/0, 14-17=-24/290,2-26=-1716/0,6-22=-2051/0,7-21=-2747/0,11-19=-1685/0, 10-21=-2494/0,11-18=0/1043,14-16=-1723/0 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)Refer to girder(s)for truss to truss connections. 5)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. �� 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means . `CO ,�yG)N,E'F' /0 8)CAUTION,Do not erect truss backwards. G, t,- '9 44 p` LOAD CASE(S) Standard tL" 85525PE f 13 0. GON'\ �Q /Ei s� '12,2 .4.4 'JOSE pN '0 RENEWAL DATE: 12/31/2013 July 20,2012 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 Et. of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. —.11111111111110— Job Truss Truss Type Qty Ply Pulte-Summercreek Main Floor Bld 5 15729668 B1206906 A2 FLOOR 6 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc.Thu Jul 19 17:34:31 2012 Page 1 ID:Rep W9ZbPrS BGj Bti3L55u6zmrn D-AVPMXsvuZK9svwSMX6CJh Fp WyzFV5JM5Rd WFTgywR06 I 2-1-2 I 2-6-0 { 2-4-14 I I Scale=1:30.4 3x4= 3x10= 2x4 II 3x6 = 2x4 II 5x12 MT18H= 3x4 I I 1 2 3 4 5 6 7 3x6 8 Jr m m • 0 N 12 11 10 9 3x6 = 3x10 = 3x8= 5x12 MT18H= 3x8 = 8-1-2 0--�,{ 4-11-10 10-1-2 15-1-2 17-9-10 17---7�Q 84 20b1 0 h 4-9-6 5-1-8 5-0-0 2-8-8 0-0114 2-7-f 0-0-12 Plate Offsets(X,Y): [2:0-4-12,Edge],[4:0-2-12,Edge],[7:0-1-8,Edge],[10:0-1-8.Edge],[12:0-4-12,Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.36 Vert(LL) -0.28 11-12 >758 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.50 11-12 >419 360 MT18H 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.08 9 n/a n/a BCDL 5.0 Code IBC2006/TP12002 (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 (Ib/size) 13=969/0-4-0 (min.0-1-8),9=969/0-1-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3297/0,3-4=-3297/0,4-5=-4088/0,5-6=-4088/0,6-7=-2127/0 BOT CHORD 12-13=0/1835,11-12=0/4009,10-11=0/3412,9-10=0/2127 WEBS 4-12=-768/0,6-11=0/731,5-11=-257/0,3-12=-252/0,6-10=-1386/0,7-10=0/564, 2-13=-2028/0,2-12=0/1578,7-9=-2293/0 NOTES 1)All plates are MT20 plates unless otherwise indicated. 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)9. 4)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard .0 PRO, . oy4 GIN 6.3s0 i Kt• 85525PE 9r. • 9 V4 ' ]'12.2`x, '�' 4/0S IA a .. RENEWAL DATE: 12/31/2013 July 20,2012 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 rtj of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte-Summercreek Main Floor Bld 5 15729669 B1206906 A3 FLOOR 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc. Thu Jul 19 17:34:33 2012 Page 1 I D:Vm_r8H5a_OkrojJvWSXcPuzHwnT-6tX6yYx85xPZ8gcleXEnmgugAnyHZKqOux?MXjywR04 1 2-4-14 I I 2-6-0 1 1 1-3-2 1 Scale=1:20.3 2x4 II 3x8 = 2x4 H 2x4 H 1 18 2 19 3 20 4 4x8 = 21 5 3x4 = 22 6 • • • o / to O N \ r _, _ O 12 13 11 14 10 15 9 16 8 17 7 3x6 - 2x4 H 3x6 = 2x4 I I 4x6= 3x4 — 8-1-2 8-1-2 1 2-7-14 5-2-10 7-9-6 I 10-4-14 I 11-9-8 11111-0 2-7-14 2-6-12 2-6-12 2-7-8 1-4-10 0-1-8 Plate Offsets(X,Y): [4:0-2-4,Edae],[5:0-1-8,Edge],[6:0-1-8,Edge],[8:0-1-8,Edgej LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.50 Vert(LL) -0.08 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.63 Vert(TL) -0.17 9-10 >851 360 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.03 7 n/a n/a BCDL 15.0 Code IRC2009/TPI2007 (Matrix) Weight:57 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=766/Mechanical,7=766/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-12=-271/0,2-19=-2188/0,3-19=-2188/0,3-20=-2188/0,4-20=-2188/0,4-21=-955/0, 5-21=-955/0 BOT CHORD 12-13=0/1537,11-13=0/1537,11-14=0/1537,10-14=0/1537,10-15=0/2008,9-15=0/2008, 9-16=0/2008,8-16=0/2008,8-17=0/955,7-17=0/955 WEBS 3-10=-298/0,6-7=-257/39,4-10=-147/364,2-10=0/700,2-11=0/334,4-9=0/326, 5-8=0/488,4-8=-1132/0,2-12=-1662/0,5-7=-1195/0 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 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4)This truss has been designed for a moving concentrated load of 250.O1b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 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 00 QRQ,FS 444 17 85525PE t'' 14 °REG` ti tr40 . 14, L°t ''12' 12,2 '\ -il-'• . 'OSEPN Q RENEWAL DATE: 12/31/2013 July 20,2012 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 Z of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint it designations shown on individual web and chord members am for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. d Job Truss Truss Type Qty Ply Pulte-Summercreek Main Floor Bld 5 51206906 A4 FLOOR 2 1 15729670 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc. Thu Jul 19 17:34:34 2012 Page 1 I D:wLgzmI7SHJ6QfA1 UBa4J 1 VVzHwnQ-b45V9uymsFXQm_AxCEIOJtR1 zBLalgbX7blv49ywR03 1-10-14 I 1 2x4 I I 9 2 3x6— 10 3 2x4 I Scale=1:9.4 NLIOA . e . o N 6 2x4 I I 7 5 8 4 8-1-2 3x4 = 3x4 = 8-1-2 I 2-1-2 4-2-4 2-1-2 2-1-2 Plate Offsets(X,Y): [3:0-1-8,Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.37 Vert(LL) -0.03 5-6 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.43 Vert(TL) -0.04 5-6 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.00 4 n/a n/a BCDL 15.0 Code IRC2009/TPI2007 (Matrix) Weight 21 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-2-4 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 6=264/Mechanical,6=264/Mechanical,4=264/Mechanical Max Grav6=352(LC 2),6=264(LC 1),4=352(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-6=-266/7,3-4=-266/7 BOT CHORD 6-7=0/360,5-7=0/360,5-8=0/360,4-8=0/360 WEBS 2-6=-405/0,2-4=-405/0,2-5=0/322 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 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 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 o. PRO,t C`c rxGl E ' sj\ 85525PE 13.444:#641 4 G,v;12,112.(1\444‘41'Q. 2, flti '$4• SEp RENEWAL DATE; 12/31/2013 July 20,2012 I 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 Et of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, �/� delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LSC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte-Summercreek Main Floor Bld 5 15729671 B1206906 A FLOOR 10 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc.Thu Jul 19 17:34:29 2012 Page 1 ID:k_k9dygoCb3G3Fv2zJjkgazmrn6-E6Hc6Aud1ju8gDl_Ph9rcgk2nAcYdSzozJ19OyywR08 1 2-1-2 1 2-6-0 1 I 2-6-6 II 2-5-4 1 1 2-5-4 11 2-5-1 1 2-5-1 1 2-1-10 1 Scale=1:61.1 5x12 MT18H= 4x6 = 3x4 II 3x4= 4x8 = 2x4 I I 3x6= 2x4 I I 3x18 MT18H FP= 4x6 = 3x8 = 2x4 H 3x4 = 2x4 H 5x12 MT18H=3x4 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 19,11 27 26 25 24 23 22 21 20 19 18 17 3x6= 4x8 = 5x12 MT18H= 2x4 I I 4x6= 4x12 =3x6 FP= 3x8 = 5x12 MT18H= 3x6 = 4x6= 8-1-2 8-1-2 8-1-2 4-11-10 10-1-2 12-8-10 1 15-3-12 17-11-4 ' 20-6-12 25-6-6 30-7-2 35-6-12 35-7-0 4-11-10 5-1-8 2-7-8 2-7-2 2-7-6 2-7-8 4-11-10 5-0-12 4-11-10 044 Plate Offsets(X,Y): 12:0-3-8,Edael,[7:0-1-8,Edge],[10:0-1-8,Edge],[20:0-1-8,Edae],[23:0-1-8,Edge],[26:0-3-8,Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.85 Vert(LL) -0.22 25-26 >960 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.55 Vert(TL) -0.38 25-26 >562 360 MT18H 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.06 17 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight:165 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) 27=754/0-4-0 (min.0-1-8),17=735/Mechanical,22=2400/0-5-8 (min.0-1-8) Max Grav27=834(LC 2),17=820(LC 3),22=2400(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2681/0,3-4=-2681/0,4-5=-2801/200,5-6=-2801/200,6-7=-39/1487,7-8=0/3746, 8-9=0/3746,9-10=0/3746,10-11=-62/1535,11-12=-2666/293,12-13=-2666/293, 13-14=-2629/0,14-15=-2629/0 BOT CHORD 26-27=0/1549,25-26=0/3057,24-25=-737/1790,23-24=-737/1790,22-23=-1487/39, 21-22=-1535/62,20-21=-1535/62,19-20=-847/1656,18-19=0/2965,17-18=0/1543 WEBS 9-22=-292/0,7-23=0/786,6-25=0/1301,10-20=0/785,12-19=-251/0,13-18=-363/213, 14-18=-251/0,15-18=0/1172,5-25=-258/0,4-25=-490/0,3-26=-252/0,4-26=-405/188, 2-26=0/1222,2-27=-1711/0,6-23=-2114/0,7-22=-2805/0,10-22=-2779/0, 11-20=-1959/0,11-19=0/1314,15-17=-1699/0,13-19=-548/0 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)Refer to girder(s)for truss to truss connections. 5)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. 6)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. �� rtr 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to �4, F be attached to walls at their outer ends or restrained by other means. •, ,.N`G)N E' :0 8)CAUTION,Do not erect truss backwards. kt 85525PE �`,: LOAD CASE(S) Standard "Pii.. Or. .1. 14. °t)'12,2 '' 'iwSEPN 1° RENEWAL DATE: 12/31/2013 July 20,2012 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint Et designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, �I delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte-Summercreek Main Floor Bld 5 61206906 AG-1 FLOOR 2 15729672 2 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom 7.250 s May 11 2011 MiTek Industries,Inc. Fri Jul 20 10:43:03 2012 Page 1 ID:ulaq 1 dOVB8j7L7kIISmgKWzHwbx-4FvNj8MG1myhvS28p6?QYZkhzSYrJkPZ4o Wn RvywBxs 4-1-0 4-1-0 4-1-0 Scale=1:15.2 5x8= 1 5x8 2 3 T1 a 0 W1 W2 W1 W2 W1 B1 ♦ HHUS26-2 5 • 12x12 = 2x4 I I 2x4 I I 4-1-0 8-2-0 4-1-0 4-1-0 Plate Offsets(X,Y): [1:Edge,0-2-4],[3:Edge,0-2-4],[5:0-6-0,0-5-4] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.06 5 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.35 Vert(TL) -0.12 5 >800 240 BCLL 0.0 Rep Stress Incr NO WB 0.76 Horz(TL) 0.00 6 n/a n/a BCDL 12.0 Code IRC2009/TPI2007 (Matrix) Weight 80 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 end verticals. BOT CHORD 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 DF Std G REACTIONS (lb/size) 6=988/0-5-8 (min.0-1-8),4=988/0-3-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-6=-788/0,1-7=-2947/0,2-7=-2947/0,2-8=-2947/0,3-8=-2947/0,3-4=-788/0 WEBS 2-5=-397/0,1-5=0/3006,3-5=0/3006 NOTES 1) n/a 2) n/a 3)n/a 4)2-ply truss to be connected together with Simpson SDS 1/4 x 4-1/2 screws as follows: Top chords connected as follows:2 x 4-1 rows 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 rows at 0-9-0 oc. 5)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. 6)A plate rating reduction of 20%has been applied for the green lumber members. 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 moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 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)Use Simpson Strong-Tie HHUS26-2(14-10d Girder,4-10d Truss)or equivalent at 4-4-0 from the left end to connect truss(es)AG-2(2 ply 2 X 6 DF) to front face of bottom chord. 11)Fill all nail holes where hanger is in contact with lumber. 12)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. O PROpts� LOAD CASE(S) Standard 1) Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) G{r 85525PE17 Vert:1-3=-100,4-6=-24 CL' �. Concentrated Loads(Ib) Vert:5=-1000(F) 4, �L '12,2� "' `10SEPN PENEWAL DATE 12/31/2013 July 20,2012 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 ri 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 forbuiiding stability bracing.Additional temporary restraint/ „gt diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/7P11,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte-Summercreek Main Floor Bld 5 15729673 81206906 AG-2 FLOOR 2 2 Job Reference(optional) 8-1-2 Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc.Thu Jul 19 17:34:41 2012 Page 1 ID:819fUWKo38_RS7jIGvEnN?zHwbX-tQO8dH19DPPR63DH6DNf5MEH_?kcR1 MZkAxnoFywR?y 3-8-8 II 1 4x4 = 3-A-R 2 2x4 II Scale=1:9.4 IL: 4 N 4 6 3 8-1-2 2x4 II 4x4= 8-1-2 I 2-0-0 i ;_8- 8 I 2 -0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.19 Vert(LL) -0.01 3-4 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.40 Vert(TL) -0.03 3-4 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 12.0 Code IRC2009/TPI2007 (Matrix) Weight:37 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD 2-0-0 oc purlins:1-2, except end verticals. BOT CHORD 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 DF Std G REACTIONS (lb/size) 4=578/Mechanical,3=646/0-2-0 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-4=-284/0,2-3=-284/0 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 0-9-0 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)3. 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 moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)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 .fit° P � be attached to walls at their outer ends or restrained by other means. t. . �' 12)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 `Gyp �j1G{N, s,/0 chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard / 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-2=-100,3-4=-24 APOREGON f 4, fit '12,2��' Continued on page 2 ''OSEPM RENEWAL DATE: 12/31/2013 July 20,2012 ® 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 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 am for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ m k 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/TP!1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte-Summercreek Main Floor Bld 5 81206906 AG-2 FLOOR 2 15729673 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc.Thu Jul 19 17:34:41 2012 Page 2 ID:819fUWKo38_RS7jIGvEnN?zHwbX-tQ08dH19DPPR63DH6DNf5MEH_?kcR1 MZkAxnoFywR?y LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:6=-800(F) I 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 ak of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte-Summercreek Main Floor Bld 5 15729674 81206906 AG-3 FLOOR 2 2 Job Reference(optional) 8'1 7.250 s Aug 25 2011 MiTek Industries,Inc.Thu Jul 19 17:34:42 2012 Page 1 Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber ID:vZ96k3eUAp8uyz7YEfBeuGzHwbB-McaWgd2nziXljDoUgwuueZmSYP7tAUbizghLLtywR?x 2-11-8 ii 2-11-8 1 4x4= 2 2x4 I I Scale=1:9.4 0 N L _ 4 6 7 8 8-1-2 2x4 II 4x4 = 8-1-2 I 1-0-0 24-00117-8 1-8 I 1-0-0 1-4-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.14 Vert(LL) -0.00 3-4 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.01 3-4 >999 240 BCLL 0.0 Rep Stress lncr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 12.0 Code IRC2009/TP12007 (Matrix) Weight 29 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD 2-0-0 oc purlins:1-2, except end verticals. BOT CHORD 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 DF Std G REACTIONS (lb/size) 4=595/Mechanical,3=736/0-5-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-4=-277/0,2-3=-277/0 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 0-9-0 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 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6)This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 7)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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)500 lb down at 1-0-0,and 500 lb . �� P A - down at 2-4-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. ,Q. NC:3— <r,taGINEE. .6; LOAD CASE(S) Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 '44 $� � P� ON 9f Uniform Loads(plf) Vert:1-2=-100,3-4=-24 Concentrated Loads(Ib) Vert:6=-500(F)8=-500(F) Q *E r#N Cr lip !14 '122q �/: `/OSEPN RENEWAL DATE: 12/31/2013 July 20,2012 WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design rkvalid 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 am for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure u�► is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, CO/WUiflNG LLC delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte-Summercreek Main Floor Bld 5 15729675 B1206906 AG FLOOR 2 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc. Thu Jul 19 17:34:39 2012 Page 1 8-1-2 4-2-4 7-11-4 ID:OggCCfTmwOg6kavpnfwpBqzHwa3-xl u0CbOvhn9jsl3v?oLBOx8vuCl Fz?pG�,t1S2glNywRO_ 4-P-411-8-4 15-10-8 3-9-0 3-9-0 4-2-4 Scale=1:27.1 �5� 2x4 I I 1 1 V\I 1 f <1 41' 1 11 5 0 o a o — a _ o 0 I 11 9 12 8 13 7 14 * \ 10x10 = 10x10 = 4x8= 10x10 = 10x10 = HHUS26-2 8-1-2 8-1-2 4-2-4 7-11-4 I 11-8-4 15-10-8 4-2-4 3-9-0 3-9-0 4-2-4 Plate Offsets(X,Y): [6:Edge,0-3-0],[7:0-4-12,0-5-0],[9:0-4-12,0-5-0],[10:Edge,0-3-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.29 Vert(LL) -0.24 7-8 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.46 Vert(TL) -0.50 7-8 >373 360 BCLL 0.0 Rep Stress Incr NO WB 0.52 Horz(TL) 0.02 6 n/a n/a BCDL 12.0 Code IRC2009/TPI2007 (Matrix) Weight:155 lb FT=10% LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 1.7E TOP CHORD 2-0-0 oc purlins(6-0-0 max.):1-5, except end verticals. 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* W2:2 x 4 DF No.1&Btr G REACTIONS (lb/size) 10=1226/0-5-8 (min.0-1-8),6=1707/0-5-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-10=-1080/0,1-15=-4577/0,2-15=-4577/0,2-16=-6474/0,3-16=-6474/0,3-17=-6474/0, 4-17=-6474/0,4-18=-6378/0,5-18=-6378/0,5-6=-1456/0 BOT CHORD 9-12=0/4577,8-12=0/4577,8-13=0/6378,7-13=0/6378 WEBS 2-9=-841/0,3-8=-335/0,4-7=-413/0,1-9=0/4664,2-8=0/1939,4-8=-160/445, 5-7=0/6499 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 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 5)This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 6)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. (} PQ7C� 7)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. g � � �) � r3'>o 8)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d 0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 44,/ 9)Use Simpson Strong-Tie HHUS26-2(14-10d Girder,4-10d Truss)or equivalent at 11-8-4 from the left end to connect truss(es)A06(2 cL' 85525PE ply 2 X 6 DF) to front face of bottom chord. 10)Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard Continued on page 2 �i C!t ' / 12 2 '-�° 'JOSEPH . RENEWAL DATE. 12/31/2013 July 20,2012 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 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 /� SBCA at www.sbcindusiry.com. CONSULTING LLC Job Truss Truss Type Qty Ply Pulte-Summercreek Main Floor Bld 5 15729675 B1206906 AG FLOOR 2 2 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc.Thu Jul 19 17:34:39 2012 Page 2 ID:OggCCfTmw0q6kavpnfwpBqzHwa3-x1 uOCbOvhn9jsl3v?oLBOx8vuC1 Fz?pGGtSgINywRO_ LOAD CASE(S) Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:6-10=-24,1-5=-100 Concentrated Loads(Ib) Vert:7=-1000(F) AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint 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 LLC delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte-Summercreek Main Floor Bld 5 61206906 Cl FLOOR 18 1 15729676 Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber Job Reference(optional) 7.250 s Aug 25 2011 MiTek Industries,Inc. Thu Jul 19 17:34:47 2012 Page 1 I D:Dhbd E iC rdT?Q?F4g5Ziyp?zHwn J-ia NP u K6woFAaq_g RTTU3Ld U DoQ kYrceR66060vywR?s I 2-3-8 2-6-0 I 0-9-8 1 Scale=1:19.7 304= 3x8 = 2x4 II 1 3x6= 18 2 19 5x12 MT18H= 3x6= • • 3 20 4 21 5 22 6 ® • ° • • _ ' \ N e e o e e O o O . .3x8 = 13 11 3x6 = 14 10 15 9 16 8 17 'N 2x4 II 5x12 MT18H = 2x4 II L� 3x6= 8-1-2 8-1-2 I 2-9-8 I 5-4-4 I 7-11-0 10-6-8 2-9-8 I I 11-9-0 11-1-0 2-6-12 2-6-12 2-7-8 1-2-8 0-1-0 Plate Offsets(X,Y): [2:0-1-8,Edge],[7:0-1-8,Edge],[11:0-1-8,Edge1,[12:0-3-8,Edae] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.08 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.63 Vert(TL) -0.16 9-10 >865 360 MT18H 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(TL) 0.03 7 n/a n/a BCDL 15.0 Code IRC2009/TPI2007 (Matrix) Weight 61 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=757/0-2-0 (min.0-1-8),7=757/0-2-0 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-12=-271/0,2-19=-1519/0,3-19=-1519/0,3-20=-1935/0,4-20=-1935/0,4-21=-1935/0, 5-21=-1935/0 BOT CHORD 12-13=0/1519,11-13=0/1519,11-14=0/2142,10-14=0/2142,10-15=0/2142,9-15=0/2142, 9-16=0/856,8-16=0/856,8-17=0/856,7-17=0/856 WEBS 6-7=-255/50,3-10=0/323,2-11=0/377,3-11=-671/0,4-9=-299/0,3-9=-379/130, 5-8=0/315,5-9=0/1161,2-12=-1641/0,5-7=-1122/0 NOTES 1)All plates are MT20 plates unless otherwise indicated. 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)12,7. 4)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 5)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 Top Chord and Bottom Chord,nonconcurrent with any other live loads. 6)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard tO PROF-.' �'..< •‘‘taGINE % 85525PE 444 �' e/'�Y12 2 - EP RENEWAL DATE: 12/31/2013 July 20,2012 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint , designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from /� SBCA at www.sbcindustry.com. CONSULTING LLC Job Truss Truss Type ®Qty Ply Pulte-Summercreek Main Floor Bid 5 15729677 B1206906 C2 FLOOR 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc. Thu Jul 19 17:34:49 2012 Page 1 I D:dGHIsjFjwON?sjoPnhGgRdzHwnG-eyVA107AKsQ 13Hggau WXQ2ZZEEP_J WLkaQtCSoywR?q 2-4-12 1 1 2-6-0 I I 2-6-0 I Scale=1:18.0 3x4 H 5x12 MT18H= 2x4 H 5x12 MT18H= 3x4 H 1 15 2 16 3 17 4 18 a • o 0 0 0 N / o O oe g 12 8 13 7 14 6 11 1 2x4 H I 5x12 MT18H= 2x4 I I 3x6 3x6= 8-1-2 8-1-2 7-0-12 10-8-0 5-4-0 2-9-4 2-6-12 i 2-9-4 2-6-12 2-9-4 Plate Offsets(X,Y): 11:Edae,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.07 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.63 Vert(TL) -0.13 8-9 >971 360 MT18H 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.02 6 n/a n/a Weight:53 lb FT=0%F,0%E BCDL 15.0 Code IRC2009/TPI2007 (Matrix) 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=677/0-2-0 (min.0-1-8),6=677/0-2-0 (min.0-1-8) Max Grav 10=1073(LC 3),6=1073(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-10=-271/0,5-6=-271/0,1-15=-394/394,2-15=-982/982,2-16=-2741/0,3-16=-2211/0, 3-17=-2211/0,4-17=-2741/0,4-18=-982/982,5-18=-394/394 BOT CHORD 10-11=0/2224,9-11=0/1832,9-12=0/1839,8-12=0/2338,8-13=0/2338,7-13=0/1839, 7-14=0/1832,6-14=0/2224 WEBS 3-8=-296/0,2-8=-639/1507,2-9=0/335,4-7=0/335,4-8=-639/1507,2-10=-2504/0, 4-6=-2504/0 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 at joint(s)10,6. 5)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. 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 Top Chord and Bottom Chord,nonconcurrent with any other live loads. 7)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 10-8-0 for 380.0 plf. srcQ PROpt 8)"Fix heels only"Membergend fixity modelgwas used in the analysis and design of this truss. g �� .�G) � '� f� 9)Recommend 2x6 strop backs,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strop backs to s, be attached to walls at their outer ends or restrained by other means. 85525PE ,1. fit,.': LOAD CASE(S) Standard . or of as 14 G41112.2 .# RENEWAL DATE: 12/31/2013 July 20,2012 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, CONSUL/If�ry NG LLC delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte-Summercreek Main Floor Bld 5 B1206906 C FLOOR 31 1 15729678 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc. Thu Jul 19 17:34:46 2012 Page 1 I D:ZfO WHPG_S?dj50you618 W2zHwnE-ENp 1 g_511 x1 jCg5FvmzgoPx150NV6DtItSfYUTywR?t I 2-2-0 I I 2-6-0 1 1 2-2-0 1 Scale=1:26.4 3x6 = 3x6 = 5x12 MT18H= 2x4 H 5x12 MT18H= 3x6= 1 21 2 • 22 3 23 4 24 5 25 6 3x6= 26 7 • . o O 0 0 o R 0 0 0 ® _o III • 15 13 16 12 17 11 18 10 19 9 o • e 20 8 3x8 = 5x12 MT18H= 2x4 I I 3x6 = 2x4 H 5x12 MT18H= 3x8=- 8-1-2 8-1-2 2-8-0 5-3-8 7-10-4 10-5-0 13-0-8I 15-8-8 2-8-0 I 2-7-8 2-6-12 l 2-6-12 2-7-8 2-8-0 Plate Offsets(X,Y): [2:0-1-8,Edge],[6:0-1-8,Edge],[8:0-3-8:Edge),[9:0-1-8,Edge],[13:0-1-8,Edge],[14:0-3-8,Edqe] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.17 11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.36 11 >517 360 MT18H 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(TL) 0.07 8 n/a n/a BCDL 12.0 Code IRC2009/TPI2007 (Matrix) Weight:78 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 14=951/0-2-0 (min.0-1-8),8=951/0-2-0 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-14=-270/0,7-8=-270/0,2-22=-1923/0,3-220-1923/0,3-23=-3547/0,4-23=-3547/0, 4-24=-3547/0,5-24=-3547/0,5-25=-1923/0,6-25=-1923/0 BOT CHORD 14-15=0/1923,13-15=0/1923,13-16=0/3135,12-16=0/3135,12-17=0/3135,11-17=0/3135, 11-18=0/3135,10-18=0/3135,10-19=0/3135,9-19=0/3135,9-20=0/1923,8-20=0/1923 WEBS 4-11=-300/0,3-13=-1304/0,3-11=-71/501,5-11=-71/501,3-12=0/308,5-10=0/308, 2-13=0/547,6-9=0/547,5-9=-1304/0,2-14=-2094/0,6-8=-2094/0 NOTES 1)All plates are MT20 plates unless otherwise indicated. 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)14,8. 4)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 5)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 6)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard -`GO PROF. )N � 45> ' c:i .04" OA fir 85525PE it-" 1SL •R'` ON ks 17 ""0'12,2d 4° "OSEPN ) RENEWAL DATE: 12/31/2013 July 20,2012 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 , tt' 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,DS&89 and BCSI(Building Component Safety Information)available from /� SBCA at www.sbandustry.com. VONSULT/NG LLC Job Truss Truss Type Qty Ply Pulte-Summercreek Main Floor Bld 5 15729679 B1206906 C-DRAG FLOOR 3 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc.Thu Jul 19 17:34:54 2012 Page 1 ID: E4evRJslw?IyUhMZErr8hzHwnB-?w13MjBJ902bA3inNR6i75GQrF7i_iRTjibzm?ywR?I _ 2-2-0 I 2-2-0 I I 2-6-0 Scale=1:26.4 2x4 II 3x10 = 2x4 II 3x10 = 2x4 II 4x10 = 1 4x10 = 21 2 22 3 23 4 24 5 25 6 26 7 0 o • o o N 12 17 11 18 10 19 9 20 8 3x6 = • 4x10 = 2x4 II 4x10= 2x4 II 4x10= 3x6= 8-1-2 8-1-2 15-8-6 7-10-4 10-5-0 13-0-8 2-8-0 I s 7-8 2-6-12 2-6-12 I 2-8-0 z-7-a 2-7-8 2-8-0 Plate Offsets(X.Y): [1:Edge,0-1-8].[3:0-4-0,Edgej,[5:0-4-8,Edge].[7:0-4-8,Edgej LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.50 Vert(LL) -0,10 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.59 Vert(TL) -0.19 10-11 >836 360 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.05 8 n/a n/a Weight:78 lb FT=0%F,0%E BCDL 12.0 Code IRC2009/TPI2007 (Matrix) 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, Except: 10-0-0 oc bracing:8-9. REACTIONS (lb/size) 14=-438/4-2-0 (min.0-1-8),8=691/0-2-0 (min.0-1-8),13=1648/4-2-0 (min.0-1-8) Max Horz14=-126(LC 2) Max Upliftl4=-1445(LC 7),8=-54(LC 8) Max Grav14=852(LC 8),8=990(LC 7),13=2268(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-14=-827/1456,7-8=-967/79,1-21=-1581/3281,2-21=-1213/2546,2-22=-754/2455, 3-22=0/1925,3-23=-3355/1025,4-23=-2822/626,4-24=-2357/127,5-24=-1948/0, 5-25=-2543/652,6-25=-2043/253,6-26=-1564/0,7-26=-1932/140 BOT CHORD 14-15=-1629/1857,13-15=-3588/3588,13-16=-2012/1650,12-16=-2735/3513, 12-17=-2735/3513,11-17=-2735/3513,11-18=-766/3319,10-18=-766/3319, 10-19=-766/3319,9-19=-766/3319 WEBS 4-11=-300/0,3-12=0/303,5-10=0/308,2-13=-313/0,6-9=-303/0,3-13=-2864/199, 3-11=-339/1916,5-11=-1097/750,5-9=-1393/575,1-13=-3673/1821,7-9=-252/2203 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 1445 lb uplift at joint 14 and 54 lb uplift at joint 8. 5)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced RCI) PROC standard ANSI/TPI 1. `s, 6)This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the ,cca GINE fi.,6>0Top Chord and Bottom Chord,nonconcurrent with any other live loads. 7)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 $ - oc �{ -; loads along bottom chord from 0-0-0 to 4-2-0 for 1432.5 plf. 8)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 9)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement ' at the bearings.Building designer must provide for uplift reactions indicated. /, 10)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„ �lV be attached to walls at their outer ends or restrained by other means. 94, �) 12, 2,()\ ^^'- '10S LOAD CASE(S) Standard EP FENEWA} DATE: 12/31/2013 July 20,2012 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 , /6 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 CONSULTING LLC 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 CO(R7 SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte-Summercreek Main Floor Bid 5 8120690615729680 C-DRG2 FLOOR 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc. Thu Jul 19 17:34:55 2012 Page 1 I D:GMdi9PRdtBeBbCuA2ii2abzHwNB-T6sRZ3CxwiASnC Hzx9dxgJpa6eTdjHbdyM KXI RywR?k I 2-6-12 Scale=1:11.2 1 3x4 H 9 2 3x6= 10 3 3x4 II 0 N e O 0 = 3x6= 2x4 6 7 5 8 4 8-1-2 3x6= 8-1-2 1-7-8 2-10-8 5-9-0 1-7-8 i 1-3-0 2-10-8 I Plate Offsets(X,Y): [1: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 0.53 Vert(LL) -0.08 5-6 >827 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.61 Vert(TL) -0.10 5-6 >657 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.01 4 n/a n/a BCDL 12.0 Code IBC2006/TPI2002 (Matrix) Weight 30 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-9-0 oc purlins, except BOT CHORD 4 X 2 DF 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) 6=341/0-2-0 (min.0-1-8),4=341/0-2-0 (min.0-1-8) Max Uplift6=-55(LC 2),4=-55(LC 3) Max Grav6=737(LC 3),4=737(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-6=-271/1,3-4=-271/1,1-9=-399/399,2-9=-1045/1045,2-10=-1045/1045, 3-10=-399/399 BOT CHORD 6-7=-388/1493,5-7=0/1075,5-8=0/1075,4-8=-388/1493 WEBS 2-5=0/329,2-6=-1708/527,2-4=-1708/527 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)6,4. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 55 lb uplift at joint 6 and 55 lb uplift at joint 4. 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 moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 7)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 5-9-0 for 380.0 plf. 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 ( O P'Rt}p�C�; be attached to walls at their outer ends or restrained by other means. 4,GlNE,F�6;G� LOAD CASE(S) Standard • , X4, 4 2. 12, . -1., "OSIEPN b RENEWAL DATE: 12/31/2013 July 20,2012 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 Z it of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from SBCA at www.sbcindustry.com. CONSULT/NG Lt_c Job Truss Truss Type Qty Ply Pulte-Summercreek Main Floor Bld 5 15729681 61206906 CG FLAT 6 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc.Thu Jul 19 17:34:57 2012 Page 1 ID:SPb86QELciGoZrjlIfdSRUCzHwSd-PV_B_IECRJQAI VVRM2afPlkutgS81 B9XwPnpptNKyWR?i 8-1-2 s 3-7 10-5-1 l 15-8-8 5-3-7 7 I 5-1-11 5-3-7 Scale=1:26.8 14 17<1 217‹ [XI3 ' 16 4 o a I e O 0 0 610x10 = 9 7 10 11 12 13 �5` 10x10 = 10x10 = 10x10 = 8-1-2 8-1-2 I 10-5-1 12-0-0 14-0-0 15-8-8 5-3-7 5-3-7 5-1-11 1-6-15 2-0-0 1-8-8 Plate Offsets()CV): [_S:Edae.0-3-0],j6:0-3-8.0-3-01[7:0-3-8,0-3-01[8:Edge,0-3-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.71 Vert(LL) -0.29 6 >630 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.62 Vert(TL) -0.62 6 >300 240 BCLL 0.0 Rep Stress Incr NO WB 0.50 Horz(TL) 0.02 5 n/a n/a Weight:140 lb FT=10% BCDL 12.0 Code IRC2009/TPI2007 (Matrix) LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD 2-0-0 oc purlins(4-7-1 max.):1-4, except end verticals. 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* W2:2 x 4 DF No.1&Btr G REACTIONS (lb/size) 8=1222/0-5-8 (min.0-1-8),5=2290/0-5-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-8=-1157/0,1-14=-6205/0,2-14=-6205/0,2-15=-6205/0,3-15=-6205/0,3-16=-6205/0, 4-16=-6205/0,4-5=-1239/0 BOT CHORD 7-10=0/6205,6-10=0/6205 WEBS 2-7=-652/0,3-6=-421/0,1-7=0/6278,4-6=0/6278 NOTES 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2 x 4-1 row at 0-9-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-9-0 oc. Webs connected as follows:2 x 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced floor live loads have been considered for this design. 4)A plate rating reduction of 20%has been applied for the green lumber members. 5)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. �� (� (Oji 7)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 4 �' 8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 4j ,,),GI � > 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 1,-' be attached to walls at their outer ends or restrained by other means. rC ��rJ2pE 'S'�, 10)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 down at 14-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard Go ,, 9 �tY12.2� 4 Continued on page 2 tire.,‘'SEPIA RENEWAL DATE: 12/31/2013 July 20,2012 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design Et 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 LLC delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from SBCA at www.sbcindustry.com. Job TrussTruss Type Qty Ply Pulte-Summercreek Main Floor Bid 5 B1206906 CG FLAT 15729681 6 Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber Job Reference(optional) 7.250 s Aug 25 2011 MiTek Industries,Inc. Thu Jul 19 17:34:57 2012 Page 2 ID:SPb86QELgGoZrjlIfdSRUCzHwSd-PV_B_IECRJQA1 WRM2afPlkutgS81 B9XwPgpdNKywR?i LOAD CASE(S) Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:5-8=-24,1-4=-100 Concentrated Loads(Ib) Vert:11=-800(F)13=-800(F) ® WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint Etj 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 �I�I SBCA at www.sbcindustry.com. vO/WVl('MIuG LLC Job06906 C-STUB 1 Truss Truss Type Qty Ply Pulte-Summercreek Main Floor Bid 5 15729682 812FLOOR 4 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7250 s Aug 25 2011 MiTek Industries,Inc.Thu Jul 19 17:34:58 2012 Page 1 ID:EgNSAgOtTrNyVMXwygLf2xzmrq2-uhYZBSEgCdY0eg0YcHBeHxR9wsVV3we93eKZBvmywR?h 2-3-8 I I2-6-0 2-3-8 I Scale=1:26.2 3x8= 2x4 2x4 3x6 = 3x6 = 6 3x10 = 6 3x6 = 78 1 2 3 4 i',.,� •� N C7 12 3x8= 11 10 9 db 3x6 = 3x10= 3x6= 3x8 = 8-1-2 8-1-2 15-5-8 1`1-8 7-10-4I 7-10-4 7-7-4 0"3- Plate Offsets(X,Y): [2:0-1-8,Edge],[3:0-2-12,Edge],[5:0-2-0,Edoe].[6:0-1-8,Edge].[9:0-1-8,Edge],[10:0-1-8.EdgeL[12:0-1-8,EdgeL[13:0-3-8,Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.31 Vert(LL) -0.16 11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.50 Vert(TL) -0.31 11-12 >597 360 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.06 9 n/a n/a Weight:73 lb FT=0%F,0%E BCDL 5.0 Code IRC2009/TPI2007 (Matrix) LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 9=853/Mechanical,13=836/0-2-0 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1768/0,3-4=-3111/0,4-5=-3111/0,5-6=-1696/0 BOT CHORD 12-13=0/1768,11-12=0/2744,10-11=0/2711,9-10=0/1696 WEBS 4-11=-258/0,3-12=-1053/0,3-11=0/396,5-11=0/432,5-10=-1095/0,2-12=0/438, 6-10=0/453,2-13=-1911/0,6-9=-1847/0 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 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 5)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard ,, PROF .. (.p ,t){',iPl . , fly* ct 85525PE 1" ''P /* 0 hc-, 14, <y1 2°`�..§ "®SEP %4 RENEWAL DATE: 12/31/2013 July 20,2012 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.ApplicabilityEt 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 LLC delivery,erection,lateral restraint and diagonal bracing,consult ANSIITPI 1,DSB-89 and BCSI(Building Component Safety Information)available from SBCA at www.sbcndustry.com. Symbols Numbering System 0 General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1 3/4' Center plate on joint unless x,y offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury MEIDimensions are in ft-in-sixteenths. I ( (Drawings not to scale( IIII Aa nd fpply ully platesembed to bothteeth.sides of truss 1. Additional stability bracing for truss system,e.g.diagonal or X-bracing,is always required. See BCSI1. 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves may require bracing,or alternative T,I,or Eliminator bracing should be 0-1'16' 1 2 3 considered. TOP CHORDS 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. .1111111M 4. Provide copies of this truss design to the building designer,erection supervisor,property ill owner and all other interested parties. .11.11MilLliiiii 4 5. Cut members to bear tightly against each other. p 6. Place plates on each face of truss at each joint and embed fully.Knots and wane at joint locations are regulated by ANSI/TPI 1. For 4 x 2 orientation,locate O 7. Design assumes trusses will be suitably protected from the environment in accord with = ANSI/TPI1. plates 0 'iib'from outside U 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. edge of truss. ° 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative Q C7-8 C6-7 Cs-6 ° 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 is to camber for dead load deflection. 8 7 6 5 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. required direction of slots in 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that connector plates. specified. 13.Top chords must be sheathed or purlins provided at spacing indicated on design. *Plate location details available in MiTek 20/20 14.Bottom chords require lateral bracing at 10 ft.spacing,or less,if no ceiling is installed,unless software or upon request. otherwise noted. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 15.Connections not shown are the responsibility of others. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 16.Do not cut or alter truss member or plate without prior approval of an engineer. THE LEFT. 17.Install and load vertically unless indicated otherwise. PLATE SIZE 18.Use of green or treated lumber may pose unacceptable environmental,health or performance CHORDS AND WEBS ARE IDENTIFIED BY END JOINT risks.Consult with project engineer before use. The first dimension is the plate 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing 4 x 4 NUMBERS/LETTERS. pictures alone is not sufficient. width measured perpendicular 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 g p 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 ANSUfPI 1 and related proprietary information. i Indicated b symbol shown and/or23.It is extremely important to properly install temporary lateral restraint and diagonal bracing,in ��j y s y ESR-1311, ESR-1352,ER-5243,9604B, accordance with BCSI-B2 or using proprietary methods(e.g.Stabilizer,etc.). by text in the bracing section of the 9730,95-43,96-31,9667A 24.Sheathing applied in the plane of the truss is not considered in the design of the individual truss output. Use T.I or proprietay bracing NER-487,NER-561 components unless specifically noted. (e.g.eliminator) if indicated. 95110,84 32,96 67,ER 3907,9432A 25.Graphicalpudinrepresentation,ifshown,doesnotdepictthesizeororientationofthepurlin along the top and/or bottom chord.Purlins must be designed by others for size,and positioned in such a way as to support the imposed load along the clearspan of the purlin. BEARING 26.Due to the lateral thrust developed by scissor type trusses,if scissor type trusses are part of this design,careful consideration should be given to bearing wall conditions.Bearing walls of scissor type trusses should be designed in such a manner that the walls will safely withstand Indicates location where bearings the lateral forces of the trusses.Consideration of these items is not a part of this truss design (supports) occur. Icons vary but and is not the responsibility of the truss plate supplier,the truss designer,nor the truss ■=10 reaction section indicates joint ©2011 DrJ Consulting,LLC All Rights Reserved fabricator. Competent professional advice should be secured relative to these items. 27.The accuracy of the truss design drawing relies upon accurate metal plate connector airiEM number where bearings occur. design values as published by MiTek and accurate design values for solid sawn lumber. Design values(E,Emin,Fb,Fc,Fcp,Ft,and Fv)for solid sawn lumber and approved, 11.17:-.1grade 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: • r 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 ofANSUTPI I Section 6.3. Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. DrJ Consulting, LLC BCSI1: Building Component Safety Information, 6300 Enterprise Lane Guide to Good Practice for Handling, CONSULTING LLC Madison,WI 53719 Installing &Bracing offMetal Plate Connected Wood Trusses. CONSULTING tic DrJ Consulting, LLC 6300 Enterprise Lane Madison, Wisconsin, 53719 Re: B1206906-A MiTek 20/20 7.2 Pulte Homes- Summercreek Bld 5 Upper F 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: I5730052 thruI5730065 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. �.ti;AD PR Op ��rs .ty,x1NE445)404, Q 85525P r- 13.4 4REGON 4�' 17x.` 6' 1'32,Z�h '$� `0SEPN RENEWAL DATE: 12/31/2 013 July 20,2012 Ryan J. Dexter, P.E. The seal on these Truss Design Drawings indicates acceptance of professional engineering responsibility for the design assumptions as defined on this truss design drawing, solely for the truss component(s)depicted. The design assumptions, loading conditions, suitability and use of this component for any particular building is the responsibility of the building designer or owner of the trusses,per ANSI/TPI 1. The responsibilities and duties of the truss designer,truss design engineer and truss manufacturer shall be in accord with the latest edition of ANSI/TPI 1 Chapter 2 unless otherwise defined by a contract agreed upon by the parties involved. Job Truss Truss Type Qty Ply Pulte Homes-Summercreek Bld 5 Upper F 15730052 61206906-A Al FLOOR 4 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc.Thu Jul 19 18:49:46 2012 Page 1 I D:eoJsMJj3DtJPcfEfTS1jb?zIEOu-U6jD7hY_HZ_E4N66Wri5BNJzi?D5TIAffZigQeywPyZ 018-13 2-6-0 II 1-10-8 II 1-4-0 11 1-6-0 1 1-6-0 I 2-5-4 II 2-3-11 i 1 2-7-9 1 1-11-12 1 orb Scale=1:58.8 4x8= 5x12 MT18H= 4x10 = 3x6 FP= 2x4 I I 3x4 I I 2x4 H 4x6 = 2x4 II 3x4= 2x4 I I 3x6 FP= 6x10= 4x10 = 2x4 H 5x12 MT18H= 2x4 II 5x12 MT18H= 5x8= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 33 32 31 30 29 28 27 26 25 24 23 22 21 20 4x6 = 4x10 = 2x4 H 3x4 = 5x12 MT18H= 4x8 = 4x8= 3x8= 3x6 FP= 5x12 MT18H= 2x4 H 3x6 = 3x4 I I 5x12 MT18H= 8-1-2 31:11 8-1-2 3-7-4 1 5-7-4 15- 11-4 1 10- 0-12 15-3-12 1 17-9-11 25-9-12 1 27-9-8 1 32-11-0 3p-7-§1 35-9-8 1 33-7-4 2-0-0 1-4-0 3-1-8 5-3-0 2-5-15 8-0-1 1-11-12 5-1-8 8-8 2-0-0 0-2-0 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],[11:0-3-0,Edge],[15:0-1-8,Edge],[16:0-1-8,0-0-0],[19:0-3-0,Edge],[22:0-1-8 ,Edge],123:0-1-8,Edge1,126:0-3-0,Edge],127:0-1-8,Edgel,[28:0-1-8,Edge1,130:0-1-8,Edgel,(31:0-1-8,Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.86 Vert(LL) -0.26 29-30 >811 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.69 Vert(TL) -0.42 29-30 >507 360 MT18H 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.05 20 n/a n/a BCDL 5.0 Code IBC2009/TPI2007 (Matrix) Weight:165 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*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. W9,W10:4 X 2 DF No.1&Btr G REACTIONS All bearings 0-4-0 except(jt=length)26=0-5-2. (Ib)- Max Gray All reactions 250 lb or less at joint(s)except 33=847(LC 2),20=747(LC 3), 20=663(LC 1),26=2242(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2119/0,3-4=-2139/0,4-5=-2983/0,5-6=-2983/0,6-7=-2891/0,7-8=-2891/0, 8-9=-1904/424,9-10=-1904/424,10-11=-223/1090,11-12=0/3271,12-13=-1744/603, 13-14=-1744/603,14-15=-1744/603,15-16=-2410/26,16-17=-2410/26,17-18=-533/0, 18-19=-533/0 BOT CHORD 32-33=0/762,31-32=0/2983,30-31=0/2983,29-30=0/3098,28-29=-424/1904, 27-28=-1090/220,26-27=-3113/0,25-26=-1240/363,24-25=-1240/363,23-24=-26/2410, 22-23=-26/2410,21-22=0/1806 WEBS 8-28=-727/0,13-24=-263/24,15-24=-1224/0,11-26=-1225/0,19-20=-778/0, 3-32=-266/14,4-32=-941/0,2-32=0/1485,2-33=-1127/0,17-22=-197/652, 17-21=-1374/0,19-21=0/968,8-29=0/1226,6-30=-176/466,6-29=-432/0,10-27=-985/0, 10-28=0/1996,11-27=0/2600,12-26=-2729/0,12-24=0/1694 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. , QQ " 3)A plate rating reduction of 20%has been applied for the green lumber members. p F4 t 4)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. \�� 0,,ONE'� 61,,,i°2 5)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. C? 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 444 ct 85525FyE 17'y be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard il,- •Nl 9,," 114 '12, ti „.4. ti©spvc, RENEWAL DATE: 12/31/2013 July 20,2012 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 rt of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DS8-89 and SCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Homes-Summercreek Bld 5 Upper F 15730053 B1206906-A A01-A FLOOR 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc.Thu Jul 19 18:49:36 2012 Page 1 ID:wnR1By_1zmKR7CIpJpetzjzHvNE-mB7R1HRjeUketrLBxIWnGvK_zoJ7nFp y9184DywPyj 18-i-0 3-2-4 i 6-4-8 7-8-8 i 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 2x4 II 4x10 = 3x6= 2x4 H 5x10 = 2x4 1 23 2 24 3 25 4 26 5 27 6 o c m 0 H - e 14 15 16 12 17 18 11 19 10 20 9 5x8= 21 8 22 4x8= 3x6 II 7x14 MT18H- 2x4 II 4x6 = HUS26 2x4 18-5-0 18-5-0 1-4-0 2-8-0 13-2-4 13-10-0 1 6-4-8 7-8-8 11-8-8 I 15-8-8 1-4-0 1-4-0 0-6-4 0-7-12 2-6-8 1-4-0 4-0-0 4-0-0 Plate Offsets()CY): [2:0-4-8,0-1-12],[5:0-4-4,0-1-12],[9:0-3-8,0-1-12L 111:0-7-0,0-3-4L[12:0-4-8,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.62 Vert(LL) -0.28 10 >654 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.59 9-10 >312 180 MT18H 220/195 BCLL 0.0 Rep Stress Incr NO WB 0.89 Horz(TL) 0.07 7 n/a n/a BCDL 12.0 Code IRC2009/TPI2007 (Matrix) Weight:138 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-10-6 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=2977/0-4-0 (min.0-1-8),7=1435/0-4-0 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-13=-298/0,2-24=-9524/0,3-24=-9524/0,3-25=-8419/0,4-25=-8419/0,4-26=-8419/0, 5-26=-8419/0,6-7=-294/0 BOT CHORD 13-14=0/8240,14-15=0/8240,15-16=0/8240,12-16=0/8240,12-17=0/8240,17-18=0/8240, 11-18=0/8240,11-19=0/8463,10-19=0/8461,10-20=0/8419,9-20=0/8419,9-21=0/5167, 8-21=0/5167,8-22=0/5167,7-22=0/5167 WEBS 4-9=-457/0,3-10=-1259/0,2-12=0/1354,2-13=-8515/0,5-8=0/327,5-9=0/3504, 5-7=-5298/0,3-11=0/1942,2-11=0/1365 NOTES 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2 x 4-1 row at 0-7-0 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)This truss is not designed to be used as a floor truss. 5)All plates are MT20 plates unless otherwise indicated. 6)A plate rating reduction of 20%has been applied for the green lumber members. �t�) PROI'l- 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced :� t�(3[ , �. +'/0 standard ANSI/TPI 1. 8)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the tir 9 Top Chord and Bottom Chord,nonconcurrent with any other live loads. CC' 85525PE f- 9) 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 10)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. i/ 11)Use Simpson Strong-Tie HUS26(14-10d Girder,4-10d Truss,Single Ply Girder)or equivalent at 3-10-0 from the left end to connect '' • t: Job Truss Truss Type Qty Ply Pulte Homes-Summercreek Bid 5 Upper F 15730053 81206906-A A01-A FLOOR 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7250 s Aug 25 2011 MiTek Industries,Inc.Thu Jul 19 18:49:36 2012 Page 2 ID:wnR 1 By_1 zmKR7CIpJpetzjzHvNE-mB7R1 HRjeUketrLBxl W1nGvK_zoJ7nFBM0184DywPvj NOTES 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)500 lb down at 1-4-0,and 500 lb down at 2-8-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:7-13=-24,1-6=-100 Concentrated Loads(Ib) Vert:14=-500(F)16=-500(F)17=-1500(F) AWARNING-Verify design parameters and mad notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design 1. 11#J 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 bradng of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Homes-Summercreek Bld 5 Upper F 81206906-A A2 FLOOR 4 1 15730054 Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber Job Reference(Optional) 7.250 s Aug 25 2011 MiTek Industries,Inc. Thu Jul 19 18:49:47 2012 Page 1 ID:XnZNBgmaH6pr5GXQiH6flrzIE0q-yl HbK1 Zc2t64hXh14YDKjasBhPYZCnBpu DTDz4ywNY l 0-10-4 1 2-6-0 I I 1-10-8 II 1-4-0 I I 1-4-8 1 1 1-4-8 2-5-4 Scale=1:30.7 2x4 I I 4x6= 2x4 H 5x12 MT18H= 2x4 II 4x6= 3x6 = 2x4 II 5x12 MT18H= 2x4 H 1 2 3 4 5 u • o m 6 e 8 9 10 J i = • yl " / o o ../LT I. lio a 1 18 17 16 15 14 13 12 1 3x4 = 5x12 MT18H= 2x4 II 4x6 = 3x4 = 2x4 II 5x12 MT18H= 2x4 11 3x6 = 8-1-2 8-1-2 I 3-7-4 I 5-7-4 6-11-4 8-6-0 10-0-12 11-3-12 I 12-8-4 15-2-4 I 17-9-11 17-P-8 3-7-4 2-0-0 1-4-0 1-6-12 1-6-12 1-3-0 1-4-8 2-6-0 2-7-7 0-0-13 Plate Offsets(X,Y): [2:0-1-8,Edgej,[4:0-1-8,Edge],[5:0-1-8,0-0-01,[6:0-1-8,Edge],[7:0-1-8,Edge],[9:0-5-8,Edgej,[10:0-1-8,Edge],[13:0-5-0,Edge],[15:0-1-8,Edge],[16:0-1-8,Edge] 117:0-1-8,Edge],118:0-5-12,Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (Ioc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.65 Vert(LL) -0.34 15-16 >633 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.74 Vert(TL) -0.59 15-16 >361 360 MT18H 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.09 11 n/a n/a BCDL 5.0 Code IBC2009/TPI2007 (Matrix) Weight 88 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 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) 11=976/0-1-12 (min.0-1-8),19=976/0-4-0 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2550/0,3-4=-2567/0,4-5=-3741/0,5-6=-3741/0,6-7=-4196/0,7-8=-3486/0, 8-9=-3486/0 BOT CHORD 18-19=0/958,17-18=0/3741,16-17=0/3741,15-16=0/4196,14-15=0/4111,13-14=0/4111, 12-13=0/2113,11-12=0/2113 WEBS 9-13=0/1477,4-18=-1380/0,4-17=0/253,8-13=-267/0,7-13=-672/0,6-16=-755/112, 9-11=-2281/0,2-18=0/1746,2-19=-1346/0 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 at joint(s)11. 5)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard ��'AD PROpt • • .�j ��,G{NE /� 4 85525PE pt' Q. cI Cr A. $ 40SEPN RENEWAL DATE: 12/31/2013 July 20,2012 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 Eft 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,OSB-89 and BCSI(Building Component Safety Information)available from /t SBCA at www.sbcindustry.com. CONSULTIIVGLLC Job Truss Truss Type Qty Ply Pulte Homes-Summercreek Bld 5 Upper F 15730055 B1206906-A A03 FLOOR 2 2 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7250 s Aug 25 2011 MiTek Industries,Inc.Thu Jul 19 18:49:37 2012 Page 1 ID:xMEWgioSalBQykG?NQfMNUzIEOn-ENgpEdSLOosVV?wNUS1_ sM JTRa049 EKag2hcfywPvi 8-5-0 18-I5-0 4-2-8 4-2-8 4-2-8 I Scale=1:16.2 4x6 = 1 2 4x6= 32x4 H 4 5 m — 4* HHUS26-2 4110, 7 y 6 4x12 = 2x4 2x4 II 18-5-0 18-5-0 I 4-0-8 q 2- 5-4-0 8-5-0 4-0-8 0-2-O 1-1-8 3-1-0 Plate Offsets(KY): [2:0-1-12,0-2-0],[4:0-1-12,0-2-01[7:0-6-0,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.28 Vert(LL) -0.07 6-7 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.58 Vert(TL) -0.13 6-7 >708 240 BCLL 0.0 Rep Stress Incr NO WB 0.33 Horz(TL) 0.00 6 n/a n/a Weight:81 lb FT=10% BCDL 5.0 Code IRC2009/TPI2007 (Matrix) 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 end verticals. WEBS 2 x 4 DF Std G`Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W2:2 x 4 DF No.1&Btr G REACTIONS (lb/size) 8=1241/0-5-8 (min.0-1-8),6=1477/0-5-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-8=-1091/0,2-3=-4076/0,3-4=-4076/0,4-6=-1091/0 WEBS 3-7=-351/0,2-7=0/4163,4-7=0/4163 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 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 5)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)Use Simpson Strong-Tie HHUS26-2(14-10d Girder,4-10d Truss)or equivalent at 4-0-8 from the left end to connect truss(es)A04(2 ply . 2 X 6 DF) to front face of bottom chord. ��(} QQ�� 8)Fill all nail holes where hanger is in contact with lumber. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)800 lb down at 5-4-0 on bottom c .GINt'Er �o chord. The design/selection of such connection device(s)is the responsibility of others. �� ` 85525PE fir' LOAD CASE(S) Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) up Vert:6-8=-10,1-2=-100,2-4=-100,4-5=-100 ify +– 1 1Y12,20 �1 Continued on page 2 doSEp.k RENEWAL DATE: 12/31/2 013 July 20,2012 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ orrt 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 LLC delivery,erection,lateral restraint and diagonal bracing,consult ANSIITPI 1,DSB-89 and BCSI(Building Component Safety Information)available from SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Homes-Summercreek Bld 5 Upper F 15730055 81206906-A A03 FLOOR 2 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7250 s Aug 25 2011 MiTek Industries,Inc.Thu Jul 19 18:49:37 2012 Page 2 ID:xMEWqioSal BQykG?NQfMNUzIEOn-ENgpEdSLOosW?wNUS1_JTRa0N9msMEKag2hcfywPvi LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:7=-1000(F)9=-800(F) AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-111 before use.Design valid for use with 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 isiE designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Homes-Summercreek Bld 5 Upper F 15730056 81206906-A A3 FLOOR 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc.Thu Jul 19 18:49:48 2012 Page 1 ID:tkMGFOgj6eR8B1 QNUrhgSvzlE01-QUrzYNaFpAFxJhGVeGkZGoOURo2dxPYy6tCnVWywPVX I 1-9-6 I 1 2 2x4 II 3 3x4 — 4 2x4 H Scale=1:9.4 N Q 6 s 3x4= 18-5-0 3x4 = 18-5-0 3-10-8 3-10-8 Plate Offsets(X.Y): 14:0-1-8,Edgel LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.14 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 >942 360 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 6=220/Mechanical,5=202/0-4-0 (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 2009 International Residential Code sections R502.11.1 and R802.10.2 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 �(0 PROpt ‘ ' 85525PE f' 9 s1N 4Z- 9, t 1'12.20 -c-S` BENE/AL DATE: 12/31/2013 July 20,2012 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability r of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint wit designations shown on individual web and chord members am for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, uc delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and SCSI(Building Component Safety Information)available from CO cUL�/"NG LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Homes-Summercreek Bld 5 Upper F 15730057 81206906-A A04 FLOOR 2 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc.Thu Jul 19 18:49:39 2012 Page 1 18-5-0 ID:g7U0f4rzdFisRLamcFklXKzlE0j-BmoZflTbwP6pkA4 ct4SOuwx1AzDKKgd2_XohYywPvg 3-8-8 8' 3-8-8 1 2 4x4 = 3 2x4 II 4 Scale=1:9.4 R N 2x4 II 7 6 5 411. 18-5-0 4x4— 18-5-0 3-8-8 3-8-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.00 5-6 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.07 Vert(TL) -0.00 5-6 >999 240 BOLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IRC2009/TP12007 (Matrix) Weight:35 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, except BOT CHORD 2 X 6 DF No.2 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 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:5-7=-110(F=-100),1-2=-100,2-3=-100,3-4=-100 .C. PROFt: CC tj{'a1Pt �C .1:;0 85525PE njr 1"12,2 4+: %SEPN RENEWAL DATE: 12/31/2013 July 20,2012 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 E of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint mit designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Homes-Summercreek Bld 5 Upper F 15730058 81206906-A A06 FLOOR 2 2 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc.Thu Jul 19 18:49:41 2012 Page 1 10:1 Hjxv08BvmybBCnJa1 Mw?TzHvN1-78wK4_VsS1 MxzcE9j16wUJcBj_WUot�JwV10vlQywPve 16-5-0 3-2-4 6-4-8 { 7-8-8 i 11-8-8 I 15-8-8 8-5- 3-2-4 3-2-4 1-4-0 4-0-0 4-0-0 Scale=1:27.2 1-4-0 2x4 H 4x10 = 3x6= 2x4 H 5x10 = 2x4 II 1 23 2 24 3 25 4 26 5 27 6 a e = e o qo 0 0 0 14 15 16 12 17 18 11 19 10 20 9 5x8= 21 8 22 7\ 4x8- 3x6 H 7x14 MT18H= 2x4 11 4x6 = HUS26 2x4 11 18-5-0 18-5-0 1-4-0 2-8-0 13-2-4 13-10-0 1 6-4-8 7-8-8 11-8-8 15-8-8 1-4-0 1-4-0 0-6-4 0-7-12 2-6-8 1-4-0 4-0-0 4-0-0 Plate Offsets(X,Y): [2:0-4-8,0-1-12],[5:0-4-4,0-1-12],[9:0-3-8.0-1-12],[11:0-7-0,0-3-4],[12:0-4-8,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.62 Vert(LL) -0.28 10 >654 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.59 9-10 >312 180 MT18H 220/195 BCLL 0.0 Rep Stress Inc( NO WB 0.89 Horz(TL) 0.07 7 n/a n/a BCDL 12.0 Code IRC2009/TPI2007 (Matrix) Weight:138 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-10-6 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=2977/0-4-0 (min.0-1-8),7=1435/0-4-0 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-13=-298/0,2-24=-9524/0,3-24=-9524/0,3-25=-8419/0,4-25=-8419/0,4-26=-8419/0, 5-26=-8419/0,6-7=-294/0 BOT CHORD 13-14=0/8240,14-15=0/8240,15-16=0/8240,12-16=0/8240,12-17=0/8240,17-18=0/8240, 11-18=0/8240,11-19=0/8463,10-19=0/8461,10-20=0/8419,9-20=0/8419,9-21=0/5167, 8-21=0/5167,8-22=0/5167,7-22=0/5167 WEBS 4-9=-457/0,3-10=-1259/0,2-12=0/1354,2-13=-8515/0,5-8=0/327,5-9=0/3504, 5-7=-5298/0,3-11=0/1942,2-11=0/1365 NOTES 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2 x 4-1 row at 0-7-0 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)This truss is not designed to be used as a floor truss. 5)All plates are MT20 plates unless otherwise indicated. t�� 6)A plate rating reduction of 20%has been applied for the green lumber members. 4 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced �c �y3lNEF et, )1'49) 'o standard ANSI/TPI 1. fit? y, 8)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Q 3 t$�J2JP� Top Chord and Bottom Chord,nonconcurrent with any other live loads. 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. / 10)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 11)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 connect11' ', OREGON,4 i4 truss(es)BEAM(1 ply 2 x 4 DF) to front face of bottom chord. -V V4 Y 220, A• d3dtFri6�N 6 i� �e � /where hanger is in contact with lumber. Ja SEPI RENEWAL DATE: 12/31/2013 July 20,2012 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 E of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint silt designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Homes-Summercreek Bid 5 Upper F B1206906-A A06 15730058 FLOOR 2 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc. Thu Jul 19 18:49:41 2012 Page 2 ID:1Hjxv08BvmybBCnJa1Mw?TzHvN1-78wK4— Mxz VsS1cE9j16wUJcBj_VVUo1UwVI0vlQywPve NOTES 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)500 lb down at 1-4-0,and 500 lb down at 2-8-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:7-13=-24,1-6=-100 Concentrated Loads(Ib) Vert:14=-500(F)16=-500(F)17=-1500(F) 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 NiFtf of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members am for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING ac SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Homes-Summercreek Bld 5 Upper F 15730059 81206906-A A08 FLOOR 2 2 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc.Thu Jul 19 18:49:43 2012 Page 1 ID:SsP4XQA3BhLA2gWuFAwdc5zHvN_3X24VgW6_ecfDwNXrj80ZkhXDnByGx�t 7bV 0gJywPvc 18-5-0 6-4-8 7-8-8 11-8-8 15-8-8 I 324 3-2-4 3 2 4 14-0 I 4-0-0 4-0-0 Scale=1:27.2 1 1-4-0 1 2x4 I I 4x10 = 3x6= 2x4 I1 5x10 = 2x4 I I 23 2 24 3 25 4 26 5 27 6 o 0 — o 0 • o _xX r ` 14 15 16 12 17 18 11 19 10 20 9 5x8= 21 8 22 4x8= 3x6 I I 7x14 MT18H= 2x4 I I 4x6 = HUS26 2x4 I I 18-5-0 18-5-0 1-4-0 2-8-0 13-2-4 13-10-0 I 6-4-8 7-8-8 11-8-8 15-8-8 1-4-0 1-4-0 0-6-4 0-7-12 2-6-8 1-4-0 4-0-0 4-0-0 Plate Offsets(X,Y): [2:0-4-8,0-1-12].[5:0-4-4,0-1-12].[9:0-3-8,0-1-12].[11:0-7-0,0-3-4].[12:0-4-8,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.62 Vert(LL) -0.28 10 >654 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.59 9-10 >312 180 MT18H 220/195 BCLL 0.0 Rep Stress Incr NO WB 0.89 Horz(TL) 0.07 7 n/a n/a Weight:138 lb FT=10% BCDL 12.0 Code IRC2009/TPI2007 (Matrix) LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-10-6 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=2977/0-4-0 (min.0-1-8),7=1435/0-4-0 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-13=-298/0,2-24=-9524/0,3-24=-9524/0,3-25=-8419/0,4-25=-8419/0,4-26=-8419/0, 5-26=-8419/0,6-7=-294/0 BOT CHORD 13-14=0/8240,14-15=0/8240,15-16=0/8240,12-16=0/8240,12-17=0/8240,17-18=0/8240, 11-18=0/8240,11-19=0/8463,10-19=0/8461,10-20=0/8419,9-20=0/8419,9-21=0/5167, 8-21=0/5167,8-22=0/5167,7-22=0/5167 WEBS 4-9=-457/0,3-10=-1259/0,2-12=0/1354,2-13=-8515/0,5-8=0/327,5-9=0/3504, 5-7=-5298/0,3-11=0/1942,2-11=0/1365 NOTES 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2 x 4-1 row at 0-7-0 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)This truss is not designed to be used as a floor truss. 5)All plates are MT20 plates unless otherwise indicated. 4�( Q}�() . 6)A plate rating reduction of 20%has been applied for the green lumber members. r 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced kit G[NE.9 /0 standard ANSI/TPI 1. 8)This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the C. $�JrJ2rJoc ,r • Top Chord and Bottom Chord,nonconcurrent with any other live loads. 9)"Fix heels only Member end fixity model was used in the analysis and design of this truss. 10)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. .S) /i�] , it 11)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 d� 4R44/ truss(es)BEAM(1 ply 2 x 4 DF) to front face of bottom chord. 14/ t Y 1220 ^-: dtFri601 8Ri n�etwhere hanger is in contact with lumber. aOSEpIA Q RENEWAL DATE: 12/31/2013 July 20,2012 WARNING-Verify design parameters and mad notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ mi iril6 diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, �I�� delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Homes-Summercreek Bld 5 Upper F 15730059 81206906-A A08 FLOOR 2 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc.Thu Jul 19 18:49:43 2012 Page 2 ID:SsP4XQA3BhLA2gVVuFAwdcSzHvN— -3X24VgVV6_ecfDwNX1180ZkhXDnByGx_DzbV0gJywPvc NOTES 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)500 lb down at 1-4-0,and 500 lb down at 2-8-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plt) Vert:7-13=-24,1-6=-100 Concentrated Loads(Ib) Vert:14=-500(F)16=-500(F)17=-1500(F) 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 designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Homes-Summercreek Bld 5 Upper F 15730060 B1206906-A A09 FLOOR 2 2 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc. Thu Jul 19 18:49:44 2012 Page 1 ID:bgz2Lpx_IjijOaBl4xtAsOzIE0b-XjcSiOXklykWg4yjPQfd5yEl1BZk?TQMB�gF IywPvb 1"I 5-3-7 I 10-8-11 I 15-9-12 1610-- 0(3- 5.0-7 5-5-3 0-3- Scale=1:27.7 10x10= 9x12 MT18H= 1 2 3 4 5 6 =MI ..11=111111111111111.11.111111 // °O 9 8 7 10x10 = 9x12 MT18H= 18-5-0 18-5-0 0(3 Q 5-3-7 i 10-8-11 i 15-9-12 16(0-2 0-3- 5-0-7 5-5-3 5-1-1 0 3 Plate Offsets(X,Y): [3:0-3-8.0-3-0].[4:0-3-8,0-2-0].[7:0-5-0,0-3-0].(10:0-6-0.0-2-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.35 8-9 >527 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.56 Vert(TL) -0.61 8-9 >301 240 MT18H 220/195 BCLL 0.0 Rep Stress lncr NO WB 0.56 Horz(TL) 0.02 7 n/a n/a Weight:142 lb FT=10% BCDL 5.0 Code IRC2009/TP12007 (Matrix) LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 1.7E TOP CHORD Structural wood sheathing directly applied or 5-7-12 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* W2,W3:2 x 4 DF No.1&Btr G REACTIONS (lb/size) 10=1834/0-3-8 (min.0-1-8),7=1834/0-4-0 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-6939/0,3-4=-6939/0,4-5=-6939/0 BOT CHORD 8-9=0/6939 WEBS 3-9=-529/0,4-8=-530/0,2-10=-1395/0,5-7=-1386/0,2-9=0/7029,5-8=0/7027 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 0-9-0 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)All plates are MT20 plates unless otherwise indicated. 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)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. 7)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 8)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to � � A be attached to walls at their outer ends or restrained by other means. , c, `' ,T1GIN+E'F,;'3�p LOAD CASE(S) Standard f 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 $�J�J2�JPE t' Uniform Loads(plf) Vert:1-6=-100,7-10=-135(F=-125) "A P,"E #.: - 14� ''k �'t 1' 2 12 P\ -�i' °IpSEPN V' RENEWAL DATE: 12/31/2013 July 20,2012 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure alii is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, CONSULTING LLC delivery,erection,lateral restraint and diagonal bracing,consult ANSUTPI 1,DSB-89 and BCSI(Building Component Safety Information)available from SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Homes-Summercreek Bld 5 Upper F 15730061 81206906-A A FLOOR 10 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc. Thu Jul 19 18:49:31 2012 Page 1 ID:vNRpamX9cady0_T3weoVl2zlE3i-QDJY_ZNapy5Mn4TE8Bwa4CBP8y5kSX7SCkbN00ywpvo 01.8-12 2-6-0 11 1-10-8 111-4-0 11 1-6-0 1 1-6-0 1 i 2-4-7 1 1 2-6-1 1 1 1-11-12 H 2-5-4 11 2-5-4 1 Scale=1:61.5 3x8 = 5x12 MT18H= 5x14 = 3x6 FP= 3x4 II 4x6 = 2x4 H 2x4 II 3x6 = 2x4 II 3x6 FP= 3x8 = 4x8 = 4x10 = 2x4 II 2x4 H 4x8 = 3x6 = 3x4 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 2726 25 24 23 22 21 20 3x6= 3x8 = 4x6i 4-03pt4= 5x12 MT18H= 4x8= 4x12 = 3x6 FP= 2x4 II 3x8= 3x4= 2x4 H 4x6= 3x6 = 4x6= I 35-9-8 8-1-2 8-1-2 8-1-2 27-11-0 3-7-4 5-7-4 6-11-4 10-0-12 17-9-11 20-5-3 25-9-12 27-9-8 3206-5-00 32-11-0 35-9-8 3-7-4 2-0-0 11-4-0 3-1-8 I 7-8-15 2-7-8 5-4-9 f 1-11-12 I l 2-6-0 2-10-8 0-1-8 Plate Offsets(X,Y): [1:Edge,0-1-8],[2:0-2-12,Edgej,[3:0-1-8,Edge],[4:0-1-8,Edge],[5:0-1-8,0-0-0],[8:0-1-8,Edge],[10:0-5-12,Edge],[11:0-3-12,Edge],[12:0-1-8,Edge],[15:0-1-8 Edge],[16:0-1-8,0-0-0],[17:0-2-4,Edge],[18:0-1-8,Edge],[21:0-1-8,Edge],[23:0-1-8,Edge],[24:0-1-8,Edge],[26:0-1-8,Edge],[29:0-1-8,Edge],[31:0-1-8,Edge], 132:0-1-8,Edgel,[33:0-1-8,Edgel LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.88 Vert(LL) -0.28 22-23 >762 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.49 22-23 >440 360 MT18H 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.06 20 n/a n/a BCDL 5.0 Code IBC2009/TP12007 (Matrix) 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*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*Except* W6:4 X 2 DF No.1&Btr G REACTIONS (lb/size) 34=764/0-4-0 (min.0-1-8),28=2370/0-5-2 (min.0-1-8),20=775/0-4-0 (min.0-1-8) Max Grav34=837(LC 2),28=2370(LC 1),20=853(LC 3) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2147/0,3-4=-2926/0,4-5=-2926/0,5-6=-2926/0,6-7=-2797/139,7-8=-2797/139, 8-9=-1786/627,9-10=-1791/626,10-11=0/3605,11-12=0/3635,12-13=-323/1348, 13-14=-3079/0,14-15=-3079/0,15-16=-3079/0,16-17=-3079/0,17-18=-1875/0 BOT CHORD 33-34=0/690,32-33=0/2147,31-32=0/2926,30-31=0/3017,29-30=-627/1786, 28-29=-1571/0,27-28=-1348/323,26-27=-1348/323,25-26=-666/1983,24-25=-666/1983, 23-24=0/3079,22-23=0/2912,21-22=0/2912,20-21=0/1875 WEBS 8-29=-735/0,17-23=-501/216,15-24=-383/0,12-26=0/751,3-32=-55/878,3-33=-595/0, 18-21=0/440,17-21=-1120/0,8-30=0/1272,4-32=-295/2,6-31=-121/515,6-30=-469/0, 10-29=0/2400,10-28=-2458/0,12-28=-3037/0,13-26=-1976/0,13-24=0/1612, 18-20=-2010/0,2-34=-1088/0,2-33=0/1574 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. �' v PRO,is 4)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. � G{�j �'� 5)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. ,:,,,f...; {;-. fig ', 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 � J ��+ �32�JE 9f be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard V' 0, V. Q 14,JY2 t12, �. RENEWAL DATE: 12/31/2013 July 20,2012 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 E of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint alik designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Homes-Summercreek Bld 5 Upper F 15730062 B1206906-A B3A FLOOR 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc. Thu Jul 19 18:49:50 2012 Page 1 ID:ICKjOpFSYgDAOIYEABYGPZzHvMt-Mtzkz3cVLoVfZ?Qtlhml LDUICcb7PFSFaBhtZPywPvV 1 2-5-4 1 1 2-6-0 1 1 2-6-0 1 Scale=1:18.2 3x4 II 5x12 MT18H= 2x4 11 5x12 MT18H= 3x4 11 1 15 2 16 3 17 4 18 5 • • o o 0o o • 4 N 10 11 9 12 8 13 7 14 2x4 11 3x6 = 2x4 11 5x12 MT18H= 5x12 MT18H= 18-5-0 18-5-0 1 2-9-12 5-4-8 I 7-11-4 10-9-0 1 2-9-12 2-6-12 2-6-12 2-9-12 Plate Offsets(X,Y): [1:Edae,0-1-81,[6:Edge,0-1-81,[10:Edge,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.50 Vert(LL) -0.07 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.62 Vert(TL) -0.12 8-9 >999 360 MT18H 220/195 BCLL 0.0 Rep Stress lncr YES WB 0.27 Horz(TL) 0.02 6 n/a n/a BCDL 12.0 Code IRC2009/TPI2007 (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) 10=651/0-4-0 (min.0-1-8),6=651/0-4-0 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-10=-271/0,5-6=-271/0,2-16=-1688/0,3-16=-1688/0,3-17=-1688/0,4-17=-1688/0 BOT CHORD 10-11=0/1306,9-11=0/1306,9-12=0/1306,8-12=0/1306,8-13=0/1306,7-13=0/1306, 7-14=0/1306,6-14=0/1306 WEBS 3-8=-296/0,2-9=0/318,4-7=0/318,2-8=-18/477,4-8=-18/477,2-10=-1405/0, 4-6=-1405/0 NOTES 1)All plates are MT20 plates unless otherwise indicated. 2)A plate rating reduction of 20%has been applied for the green lumber members. 3)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4)This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 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 il0 PROpt 't:' 85525PE t' y �'L '12 ti -a'``. 'JOSE P% © . , RENEWAL DATE: 12/31/2013 July 20,2012 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 rt of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, u�► delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from /�CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Homes-Summercreek Bld 5 Upper F 15730063 B1206906-A Cl FLOOR 21 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7250 s Aug 25 2011 MiTek Industries,Inc. Thu Jul 19 18:49:55 2012 Page 1 ID:9n?serf KrIbIFC HprG5zoCzHvMq-jrmdOmfe9K7yfmlrYEMC2GBZmd FB4VDJTPeFcywPvQ 1 2-1-8 1 1 1-4-0 1 1 2-6-0 2-3-0 1 Scale=1:19.9 3x4 H 3x4 = 2x4 H 3x8= 3x6= 1 18 2 19 3 3x6 20 4 21 5 22 6 • o • s • • o 0 ni. 1-4-0 4 N - l -- 1 O ® 0 O p ® po 12 13 11 14 10 15 9 16 8 17 2x4 H 2x4 I I 3x8= 2x4 I I 3x6= 3x8 = 18-5-0 18-5-0 10-8 5-3-0 6-4-8 7-8-8 10-5-8 12-11-8 15-8-8 1 )-12 1-4-8 1-1-8 1-4-0 2-9-0 2-6-0 2-9-0 Plate Offsets(X,Y): [1:Edge,0-1-8],[2:0-1-8,Edae],[3:0-1-8,Edge],[7:0-3-8,Edge],[10:0-1-8,0-0-0],j11:0-1-8,Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.64 Vert(LL) -0.17 9-10 >820 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.82 Vert(TL) -0.35 9-10 >398 360 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.03 7 n/a n/a BCDL 12.0 Code IRC2009/TP12007 (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) 12=718/Mechanical,7=718/0-4-0 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 6-7=-272/0,2-19=-1553/0,3-19=-1553/0,3-20=-2091/0,4-20=-2091/0,4-21=-2091/0, 5-21=-2091/0 BOT CHORD 12-13=0/1553,11-13=0/1553,11-14=0/1553,10-14=0/1553,10-15=0/1553,9-15=0/1553, 9-16=0/1432,8-16=0/1432,8-17=0/1432,7-17=0/1432 WEBS 4-9=-350/0,3-9=0/663,2-11=0/344,5-9=01709,1-12=-251/39,5-8=0/307, 2-12=-1703/0,5-7=-1546/0 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 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 5)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 6)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard \�� G� �eS • Q' 85525PE • re" ' •- c;iv a 4./. 14, )'12,2 ' 4 vOSEPN RENEWAL DATE: 12/31/2 013 July 20,2012 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included Dr]Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability Et of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, u�• delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Homes-Summercreek Bld 5 Upper F 15730064 81206906-A C FLOOR 31 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc.Thu Jul 19 18:49:53 2012 Page 1 ID:5A7c3WJbNNrTUWRCyh8R6dzHvMo-mSesb5eNdjtEQS8SQpKkzr6ErpbdcWl hG9wYAkywPvS I 2-3-0 I I 2-6-0 1 1 0-10-8 1 1 1-40i 1 2-3-0 I Scale=1:26.4 4x10 = 2x4 II 4x4 = 3x4= 2x4 11 5x12 MT18H= 3x6= 13 24 2 25 3 26 4 27 5 28 6 29 7 30 8 • Io o • R ® IA o I• ,, Io Io- 17 15 18 14 19 13 20 12 21 11 22 10 23 3x8= 2x4 H 4x10= 2x4 11 2x4 11 5x12 MT18H= 2x4 11 3x8= 18-5-0 18-5-0 2-9-0 5-3-0 6-4-8 7-8-8 10-4-0 12-11-8 15-8-8 2-9-0 2-6-0 1-1-8 1-4-0 2-7-8 2-7-8 2-9-0 Plate Offsets(X,Y): [2:0-4-0,Edge],[4:0-1-8,Edge],[5:0-1-8,Edge],[9:0-3-8.Edge],[12:0-1-8,0-0-0],113:0-1-8.Edge],[14:0-4-8,Edge],[16:0-3-8,Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.61 Vert(LL) -0.20 11-12 >944 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.42 11-12 >443 360 MT18H 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.07 9 n/a n/a BCDL 12.0 Code IRC2009/TPI2007 (Matrix) Weight:78 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) 16=958/0-4-0 (min.0-1-8),9=958/0-4-0 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-16=-271/0,8-9=-272/0,2-25=-3178/0,3-25=-3178/0,3-26=-3178/0,4-26=-3178/0, 4-27=-3512/0,5-27=-3512/0,5-28=-3240/0,6-28=-3240/0,6-29=-3240/0,7-29=-3240/0 BOT CHORD 16-17=0/2045,15-17=0/2045,15-18=0/2045,14-18=0/2045,14-19=0/3512,13-19=0/3512, 13-20=0/3512,12-20=0/3512,12-21=0/3512,11-21=0/3512,11-22=0/2030, 10-22=0/2030,10-23=0/2030,9-23=0/2030 WEBS 3-14=-301/89,4-14=-739/105,2-15=0/319,2-14=0/1218,6-11=-322/0,5-11=-591/181, 7-10=0/312,7-11=0/1301,2-16=-2208/0,7-9=-2192/0 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)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. 5)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 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. �s PROpt. LOAD CASE(S) Standard �� ,{"y11i1, �C6/0 85525PE 44.1 ter' . It OREGON tib`; 9,t, 4) 12,2.. 741. `JOSEPH t� RENEWAL DATE: 12/31/2013 July 20,2012 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 I of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint it. designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Homes-Summercreek Bld 5 Upper F 15730065 81206906-A C-DRAG FLOOR 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc.Thu Jul 19 18:49:58 2012 Page 1 ID:W pIhYMTflE2LzAneph8jFzHvMI-7QSIeoiWSFVXWD1 QDMwgvp2XgL8HhFQQRdJsxywPvN 1 2-5-4 1 1 2-3-12 11 0-10-8 1 1 1-40 1 1 2-6-0 2-3-0 1 Scale=1:26.4 2x4 H 4x4= 4x4= 5x12 MT18H= 2x4 H 5x12 MT18H= 3x6= 4x10 = 1 24 2 25 3 26 4 27 5 28 6 29 7 30 8 • . 0 ,.., /--------9/ O N ® O l+ O • 6 m O O • O • 0 q • ' • 6 1 14 19 13 20 12 21 11 22 10 23 3x6 = 4x10 = 4x6 = 2x4 H 2x4 H 5x12 MT18H= 2x4 I I 3x8= 18-5-0 18-5-0 2-9-12 5-3-0 6-4-8 7-8-8 10-4-0I 12-11-8 15-8-8 2-9-12 2-5-4 1-1-8 1-4-0 2-7-8 2-7-8 2-9-0 Plate Offsets 1X,Y1: [1:Edge,0-1-8],[3:0-1-8,Edge],[4:0-1-4,Edge),[5:0-1-8,Edge],[9:0-3-8,Edge],[12:0-1-8,0-0-0],[13:0-1-8,Edge],[15:0-4-12,Ed. LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.80 Vert(LL) -0.21 11-12 >725 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.55 Vert(TL) -0.39 11-12 >396 360 MT18H 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(TL) 0.07 9 n/a n/a BCDL 12.0 Code IRC2009/TPI2007 (Matrix) Weight:78 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 4-11-2 oc purlins, except BOT CHORD 4 X 2 DF 2400F 1.7E end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 16=-109/4-0-0 (min.0-1-8),15=1299/4-0-0 (min.0-1-8),9=727/0-4-0 (min.0-1-8) Max Horz 16=-92(LC 2) Max Uplift16=-1203(LC 7),15=-145(LC 8),9=-10(LC 8) Max Grav 16=1055(LC 8),15=2026(LC 2),9=996(LC 7) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-16=-1028/1220,8-9=-272/0,1-24=-2298/3138,2-24=-1880/2512,2-25=-1357/2189, 3-25=-524/1657,3-26=-2203/962,4-26=-1923/683,4-27=-3077/837,5-27=-2552/312, 5-28=-3712/927,6-28=-3313/428,6-29=-2814/0,7-29=-2462/0,7-30=-974/974, 8-30=-429/409 BOT CHORD 16-17=-1801/1379,15-17=-4195/4195,15-18=-2372/2237,14-18=-2372/3540, 14-19=-1607/3803,13-19=-1607/3803,13-20=-1573/3814,12-20=-1573/3814, 12-21=-1573/3814,11-21=-1573/3814,11-22=-147/2120,10-22=-147/2120, 10-23=-147/2120,9-23=-147/2120 WEBS 3-14=-116/1133,4-13=-127/717,5-12=-373/142,2-15=-340/0,6-11=-372/0,7-10=0/308, 5-11=-859/1488,7-11=-434/1416,3-15=-2344/169,1-15=-3458/2569,7-9=-2288/159, 4-14=-1885/287 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 1203 lb uplift at joint 16,145 lb uplift at joint ��RqOpt 15 and 10 lb uplift at joint 9. GIN f 5)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced CB, t- CIf standard ANSI/TPI 1. $�J�J2JP 9r„ 6)This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 7)This truss has been designed for a total drag load of 380 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag / loads along bottom chord from 0-0-0 to 4-0-0 for 1492.3 plf. 8)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. ', % ! `,y ,(v ir 9)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement ''9' 412,11° 4 CoAlrtla@ci'@flrje @uilding designer must provide for uplift reactions indicated. 41 °SEPI RENEWAL DATE: 12/31/2013 July 20,2012 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 rt of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,riot 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, 'ry delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Homes-Summercreek Bld 5 Upper F 15730065 B1206906-A C-DRAG FLOOR 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc. Thu Jul 19 18:49:58 2012 Page 2 ID:(MpIhYMTflE2LzAneph8jFzHvMI-7QSIeai WSFVXWD 1 Q DMwgvp2Xq L8HhFQQ RdJsxywPvN NOTES 10)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 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design iiia7/YJ valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3j4' 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 rM� Dimensions are in ft-in-sixteenths. I I (Drawings not to scale) 114k Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g.diagonal or X-bracing,is always required. See and fully embed teeth. BCSI1. 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral 0-1/1 Q, braces themselves may require bracing,or alternative T,I,or Eliminator bracing should be 1 2 3 considered. TOP CHORDS 3. Never exceed the design loading shown and never stack materials on inadequately braced Mill7AMtrusses. 4. Provide copies of this truss design to the building designer,erection supervisor,property gni4 owner and all other interested parties. p 5. Cut members to bear tightly against each other. ill liginsmiLl 6. Place plates on each face of truss at each joint and embed fully.Knots and wane at joint O locations are regulated by ANSI/TPI 1. For 4 x 2 orientation,IOCate = 7. Design assumes trusses will be suitably protected from the environment in accord with \11 plates 0-'/16'from outsideUANSI/TPI 1. Orri8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. edge of truss. O 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative C7-8 C6-7 C5-6 treated,or green lumber. BOTTOM CHORDS 10.Camber is a non-structural consideration and is the responsibility of truss fabricator.General This symbol indicates the 8 7 6 5practice is to camber for dead load deflection. required direction of slots in 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that connector plates. specified. 13.Top chords must be sheathed or purlins provided at spacing indicated on design. *Plate location details available in MiTek 20/20 14.Bottom chords require lateral bracing at 10 ft.spacing,or less,if no ceiling is installed,unless software or upon request. otherwise noted. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 15.Connections not shown are the responsibility of others. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 16.Do not cut or alter truss member or plate without prior approval of an engineer. PLATE SIZE THE LEFT. 18.Us17. e of green or treated ll and load lumber may unless s posesunacceptablese. environmental,health or performance risks.Consult with project engineer before use. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT CHORDS WE 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing 4 x 4 width measured perpendicular pictures alone is not sufficient. to slots.Second dimension is 20.Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. the length parallel to slots. 21.Unless information is otherwise provided to DrJ in writing,the use of these designs presumes approval,through the building designer or owner of the trusses,of the loads and related PRODUCT CODE APPROVALS design assumptions(e.g.spans,profiles,deflection,etc.)found on each of the individual LATERAL BRACING LOCATION design drawings. ICC-ES Reports: 22.These trusses are designed using MiTek Sapphire standard analysis methods in accordance with ANSI/TPI 1 and related proprietary information. /� Indicated by symbol shown and/or 23.It is extremely important to properly install temporary lateral restraint and diagonal bracing,in �� by text in the bracing section of the ESR-1311,ESR-1352, ER-5243,9604B, accordance with BCSI-B2 or using proprietary methods(e.g.Stabilizer,etc.). 9730,95-43,96-31,9667A 24.Sheathing applied in the plane of the truss is not considered in the design of the individual truss output. Use T,I or proprietay bracing NER-487,NER-561 components unless specifically noted. (e.g.eliminator) if indicated. 95110,84-32,96-67,ER-3907,9432A 25.Graphical purlin representation,if shown,does not depict the size or orientation of the purlin along the top and/or bottom chord.Purlins must be designed by others for size,and positioned in such a way as to support the imposed load along the clearspan of the purlin. BEARING 26.Due to the lateral thrust developed by scissor type trusses,if scissor type trusses are part of this design,careful consideration should be given to bearing wall conditions.Bearing walls of II scissor type trusses should be designed in such a manner that the walls will safely withstand Indicates location where bearings the lateral forces of the trusses.Consideration of these items is not a part of this truss design (supports) occur. Icons vary but and is not the responsibility of the truss plate supplier,the truss designer,nor the truss ©2011 DrJ Consulting,LLC All Rights Reserved fabricator. Competent professional advice should be secured relative to these items. tk�■ reaction section indicates joint p - number Where bearings OCCUr. 27.The accuracy of the truss design drawing relies upon accurate metal plate connector design values as published by MiTek and accurate design values for solid sawn lumber. Design values(E,Emin,Fb,Fc,Fcp,Ft,and Fv)for solid sawn lumber and approved, -� grade stamped,finger jointed lumber shall be as defined by the grade stamp prior to i r 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 ofANSI/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 LLC Madison,WI 53719 Installing&Bracing of Metal Plate Connected Wood Trusses. CONSULTING LLC DrJ Consulting, LLC 6300 Enterprise Lane Madison, Wisconsin, 53719 Re: 81206906-B MiTek 20/20 7.2 Pulte- Summercreek Bld 5 Roof 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: I5731853 thruI5731888 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/TRI 1 Section 6.3. sk Q,E0 PR{�p'4 Gs. � 61 �yGlt'4E , 85525P t' 'EGON,N RENEWAL DATE: 12/31/2013 July 20,2012 Ryan J. Dexter, P.E. The seal on these Truss Design Drawings indicates acceptance of professional engineering responsibility for the design assumptions as defined on this truss design drawing, solely for the truss component(s)depicted. The design assumptions, loading conditions, suitability and use of this component for any particular building is the responsibility of the building designer or owner of the trusses,per ANSI/TPI 1. The responsibilities and duties of the truss designer,truss design engineer and truss manufacturer shall be in accord with the latest edition of ANSI/TPI 1 Chapter 2 unless otherwise defined by a contract agreed upon by the parties involved. Job Truss Truss Type Qty Ply Pulte-Summercreek Bld 5 Roof 15731853. 81206906-B A01 GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Jul 20 10:15:39 2012 Page 1 I D:5sWRT?xe?D3iT4hOXzWCVfzHujz-PbyYUBsRTD4vKh WyNTsUCNfg71Q27Cda20GnICywCLY 27-8-11.2.0 19-6-0 39-0-0 4P-0- 2-2-0 17-4-0 i 19-6-0 1-0- d 5x8= Scale=1:78.9 6.00 12 16 17 18 I1h3 11 5x8 10 24 hulL , 25 2667 - 27 6x12% 41 2 �.I/II��' 111111 � 11111111: ' 3 vI ,_ --- 62 61 60 59 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 5x12 = 10x20 = 3x6_ 27-8-14 2-2-0 39-0-0 2-2-0 36-10-0 Plate Offsets(X,Y): [3:0-4-8,0-1-8J,[24:0-4-0,0-3-4],[32:0-2-4,Edge],[61:Edge,0-3-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.54 Vert(LL) 0.00 32 n/r 180 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.49 Vert(TL) -0.00 32 n/r 180 TCDL 10.0 Rep Stress lncr YES WB 0.81 Horz(TL) 0.05 48 n/a n/a BCLL 0.0 Code IBC2006/TPI2002 (Matrix) Wind(LL) -0.00 32 n/r 90 Weight:324 lb FT=10% BCDL 15.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-0-1 oc purlins, except BOT CHORD 2 x 4 DF No.1&Btr G end verticals. WEBS 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 3-3-3 oc bracing. OTHERS 2 x 4 DF Std G WEBS 1 Row at midpt 17-48,16-49,15-50,14-51,18-46,19-45, WEDGE 20-44 Right:2 X 6 SYP No.2 REACTIONS All bearings 39-0-0. (Ib)- Max Horz62=-161(LC 24) Max Uplift All uplift 100 lb or less at joint(s)49,50,51,52,53,54,55,56,57, 58,59,46,45,44,43,42,41,40,39,38,37,36,35 except 60=-197(LC 23), 61=-3947(LC 23),32=-2154(LC 25),34=-132(LC 24),62=-5745(LC 18) Max Gray All reactions 250 lb or less at joint(s)48,49,50,51,52,53,54,55,56, 57,58,59,46,45,44,43,42,41,40,39,38,37,36,35 except 60=280(LC 12),61=3828(LC 12),32=2349(LC 16),34=343(LC 13),62=5855(LC 15) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-267/329,3-4=-3994/3901,4-5=-3599/3550,5-6=-3266/3282,6-7=-2974/2999, 7-8=-2659/2721,8-9=-2355/2442,9-10=-2056/2164,10-11=-1757/1886, 11-12=-1512/1622,12-63=-1464/1607,13-63=-1281/1344,13-14=-1174/1329, 14-15=-876/1051,15-16=-578/775,16-17=-286/463,17-18=-408/583,18-19=-705/890, 19-20=-1000/1154,20-21=-1298/1424,21-64=-1288/1430,22-64=-1586/1694, 22-23=-1883/1965,23-24=-1960/1990,24-25=-2181/2244,25-26=-2479/2522, 26-27=-2778/2800,27-28=-3076/3079,28-29=-3374/3363,29-30=-3700/3623, 30-31=-4020/3945,31-32=-4806/4656 BOT CHORD 61-62=-3585/3769,60-61=-3401/3585,59-60=-3134/3318,58-59=-2868/3052, 53-54=-1534/17188,52-53=-1268/1452,5152=-10081/1185,50-51=-734/91885 Co ,4,GINE �� 49-50=-468/652,48-49=-201/385,47-48=-180/364,46-47=-313/497,45-46=-580/764, C? oCi p 44-45=-847/1031,43-44=-1113/1297,42-43=-1380/1564,41-42=-1647/1831, (� $�J�J25PE Y' 40-41=-1913/2097,39-40=-2180/2364,38-39=-2447/2631,37-38=-2713/2897, 36-37=-2980/3164,35-36=-3220/3431,34-35=-3513/3671,32-34=-4083/4331 WEBS 3-61=-3798/3955,3-62=-7127/6825 , ti 1 '0'12,2642' Continued on page 2 JoS�PN Q' RENEWAL DATE: 12/31/2 013 July 20,2012 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 rt of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint isi 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, �ry delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte-Summercreek Bld 5 Roof 15731853 81206906-B A01 GABLE1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Jul 20 10:15:41 2012 Page 2 I D:SsWRT?xe?D3iT4h0Xz WCVfzHujz-Lz4lvtth?rKdZ?gLVuuyHokOcZ6Wb56tVKIup5ywC L W NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 1-4-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)*This truss has 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. 11)A plate rating reduction of 20%has been applied for the green lumber members. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)49,50,51,52,53,54,55,56,57,58,59,46,45,44,43,42, 41,40,39,38,37,36,35 except(jt=lb)60=197,61=3947,32=2154,34=132,62=5745. 13)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14)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. 15)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ® WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability E = lk of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members am for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from SBCA at www.sbcindustry.com. CONSULT/NG LLC Job Truss Truss Type Qty Ply Pulte-Summercreek Bld 5 Roof 15731854 81206906-B A02 DBL.FINK 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Jul 20 10:15:45 2012 Page 1 ID:Z34pgLyGmWBZ5EGb5g1R2szHujy-EIJpkFxC33r22cz6kjzuSevf8A X�7SQyj6ysywCLS II12a-/-14 7-10-13 14-0-0 I 19-6-0 2P-6-01 25-0-0 I 31-1-3 34-11-12 39-0-0 2 ${OI-3-q 1-0-0 7-10-13 6-1-3 5-6-0 1-0-0 4-6-0 6-1-3 3-10-9 4-0-5 -0-0 Scale=1:73.5 5x8= 6.00 12 6 tb 22 2x4 21 2x4 1120 23 3x6 3x6% 5 8 24 _ *a 4 3x4 3x4 %19 11'1. 9 3 25 4x8 10 1826 2x4 11 11 12 Y 2 �j 5x12= 27 17 28 16 29 30 31 32 33 15 34 14 35 gg 13 2x4 11 8x8 = 8x8 = 4x4 = 2�8-14 27-8-14 7-10-13 14-0-0I 17-0-0 22-0-0 25-0-0 I 31-1-3 39-0-0 7-10-13 6-1-3 3-0-0 5-0-0 3-0-0 6-1-3 7-10-13 Plate Offsets(XV): [2:0-2-4,Edge],1,14:0-2-0,0-1-121.,[15:0-2-12,Edge],[16:0-2-12.Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TOLL 25.0 Plates Increase 1.15 TC 0.70 Vert(LL) -0.39 15-16 >999 240 MT20 220/195 (Roof Snow=25.0) _ Lumber Increase 1.15 BC 0.79 Vert(TL) -1.22 15-16 >379 180 TCDL 10.0 Rep Stress Incr Yes WB 0.69 Horz(TL) 0.18 13 n/a n/a BCLL 0.0 * Code IBC2006/TPI2002 (Matrix) Weight:218 lb FT=10% BCDL 15.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. T2:2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2 x 4 DF No.1&Btr G*Except* WEBS 1 Row at midpt 10-13 B2:2 X 6 DF No.2 WEBS 2 x 4 DF Std G*Except* W5,W4:2 x 4 DF No.1&Btr G REACTIONS (lb/size) 2=2208/0-5-8 (min.0-2-6),13=2206/0-5-8 (min.0-2-6) Max Horz2=161(LC 7) Max Uplift2=-390(LC 7),13=-375(LC 8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-18=-3974/566,3-18=-3851/580,3-19=-3340/455,4-19=-3243/464,4-5=-3172/475, 5-20=-3377/598,20-21=-3261/608,6-21=-3243/618,6-22=-2847/545,7-22=-2938/531, 7-23=-2770/424,8-23=-2829/415,8-24=-2845/413,9-24=-2938/413,9-25=-2999/477, 10-25=-3112/468 BOT CHORD 2-27=-563/3425,17-27=-563/3425,17-28=-563/3425,16-28=-563/3425,16-29=-159/2052, 29-30=-159/2052,30-31=-159/2052,31-32=-159/2052,32-33=-159/2052, 15-33=-159/2052,15-34=-286/2739,14-34=-286/2739,14-35=-319/2367, 13-35=-319/2367 WEBS 6-15=-264/1399,7-15=-599/236,9-15=-348/196,6-16=-339/1712,5-16=-613/270, 3-16=-631/265,3-17=0/438,11-13=-312/141,10-14=0/469,10-13=-3028/409 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.0psf;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 � 4 pt 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 1 t 3)Unbalanced snow loads have been considered for this design. ��G,� �R��p9 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. t� $�J�J2JP� C' 5)115.0Ib AC unit load placed on the bottom chord,19-6-0 from left end,supported at two points,5-0-0 apart. / 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ,/ fit between the bottom chord and any other members,with BCDL=15.Opsf. 8)A plate rating reduction of 20%has been applied for the green lumber members. 9 4-* ! ' Cr �ti 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=390, •Q4/ ,(x,12 2fl �.,)i �p „ CorgtG17�on page 2 aQ � p RENEWAL DATE: 12/31/2013 July 20,2012 WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability , of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members am for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ NIk diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING«C SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte-Summercreek Bld 5 Roof 15731854 B1206906-B A02 DBL.FINK 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc. Fn Jul 20 10:15:45 2012 Page 2 ID:Z34pgLyGmWBZ5EGb5g1 R2szHujy-EIJpkFxC33r22cz6kjzusevf8AOrXx7SQyj6ysywCLS NOTES 10)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression budding only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, /. delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and SCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte-Summercreek Bld 5 Roof 15731855 B1206906-B A03 DBL.FINK 5 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Jul 20 10:15:48 2012 Page 1 ID:Z34pgLyGmWBZ5EGb5g1R2szHujy-eK?xNGz4L_Ddv3ihPsWb4GW5xNQ kljv6wymZBywCLP 27-8-14 7-10-13 14-0-0 I 19-6-0 0-6-q 25-0-0 i 31-1-3 34-11-12 I 39-0-0 0--q 7-10-13 6-1-3 5-6-0 1-0-0 4-6-0 6-1-3 3-10-9 4-0-5 -0-0 Scale=1:73.6 5x8 = 6.00 12 5 21 20 2x4 11 2x4 11 6 3x10 19 3x8% 22 4 ',23 3 ::4 n 3x4 18 ‘� d 2 24 4x8 ...iiiiiiiiiiiiiimihhhh.... 9 `� 2x4II17 `i25 1 ��1011 q 4x8 — 26 27 28 29 30 31 32 33 34 16 15 14 13 12 2x4 II 9x12 MT18H= 9x12 MT18H= 4x4= M-14 27-8-14 7-10-13 14-0-0 17-0-0 22-0-0i 25-0-0 I 31-1-3 39-0-0 7-10-13 6-1-3 3-0-0 5-0-0 3-0-0 6-1-3 7-10-13 Plate Offsets(KY): [1:0-0-8,0-0-21.113:0-2-0.0-1-121 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.98 Vert(LL) -0.40 14-15 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.81 Vert(TL) -1.24 14-15 >376 180 MT18H 220/195 TCDL 10.0 Rep Stress Incr Yes WB 0.69 Horz(TL) 0.19 12 n/a n/a BCLL 0.0 * Code IRC2009/TP12007 (Matrix) Weight:217 lb FT=10% BCDL 15.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied. T2:2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing, Except: BOT CHORD 2 x 4 DF No.1&Btr G*Except* 10-0-0 oc bracing:13-14. B2:2 X 6 DF No.2 WEBS 1 Row at midpt 9-12 WEBS 2 x 4 DF Std G*Except* W5,W4:2 x 4 DF No.1&Btr G REACTIONS (lb/size) 1=2126/Mechanical,12=2214/0-5-8 (min.0-2-6) Max Horz 1=137(LC 7) Max Uplift1=-335(LC 7),12=-376(LC 8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-17=-4040/585,2-17=-3916/600,2-18=-3373/464,3-18=-3275/473,3-4=-3205/484, 4-19=-3408/606,19-20=-3292/616,5-20=-3275/626,5-21=-2863/547,6-21=-2954/533, 6-22=-2786/426,7-22=-2845/417,7-23=-2861/415,8-23=-2954/415,8-24=-3013/479, 9-24=-3126/470 BOT CHORD 1-26=-583/3497,16-26=-583/3497,16-27=-583/3497,15-27=-583/3497,15-28=-162/2067, 28-29=-162/2067,29-30=-162/2067,30-31=-162/2067,31-320-162/2067, 14-32=-162/2067,14-33=-287/2752,13-33=-287/2752,13-34=-321/2377, 12-34=-321/2377 WEBS 5-14=-264/1384,6-14=-586/236,8-14=-347/196,5-15=-346/1737,4-15=-609/268, 2-15=-683/280,2-16=-2/443,10-12=-312/141,9-13=0/472,9-12=-3041/410 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.0psf;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 PQ 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 ��A �, 3)Unbalanced snow loads have been considered for this design. �,G� 1 raj 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs N3 'kJ.; non-concurrent with other live loads. or r'scr 5)115.0lb AC unit load placed on the bottom chord,19-6-0 from left end,supported at two points,5-0-0 apart. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will _ fit between the bottom chord and any other members,with BCDL=15.0psf. .5). S G©t•. 1(r 9)A plate rating reduction of 20%has been applied for the green lumber members. 'IA 4:}• 2 ,er• .,�'', datR, (g)for truss to truss connections. " tp • as€pvi RENEWAL DATE: 12/31/2013 July 20,2012 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 Et of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte-Summercreek Bld 5 Roof 15731855 81206906-B A03 DBL.FINK 5 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Jul 20 10:15:48 2012 Page 2 ID:Z34pgLyGmV5BZ5EGb5g1R2szHujy-eK?xNGz4L Ddv3ihPswb4GW5xNQDkljv6wymZBywCLP NOTES 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=335,12=376. 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 moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 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 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 rkj 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,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte-Summercreek Bld 5 Roof 15731856 81206906-B A04 GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Jul20 10:15:54 2012 Page 1 ID:5sWRT?xe?D3iT4hOXzWCVfzHujz-TUMDdK1 rxgznd_9gm6d?JXmEKoYY8_KnVsP4mgywCLJ 27-8I11 2.0 19-6-0 39-0-0 49-0-9 2-2-0 17-4-0 19-6-0 1-0-0 5x8= Scale=1:78.9 6.00 112 16 17 18 15 _ 7 19 356 i 6314 _ - 20 1221 22 64 11 - 23 5x8 10 Jaz 924 in /` p 25 8 26 b 7 r E E 27 6 - 28 5 \ 29 6x12 % 4 `E1, 3 \ 30 31 1 2.1 :.,� ; 9. - - 8 6 = 8 - - 8 '8 8 ,.: 9 6 8 8 8 6 - 6 6 00 8 o% I 62 61 60 59 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 5x12= 10520 = 3x6 = 27-8-14 2-2-0 39-0-0 2-2-0 36-10-0 Plate Offsets(X,Y): [3:0-4-8,0-1-8],[24:0-4-0,0-3-4],[32:0-2-4,Edge],[61:Edge,0-3-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.54 Vert(LL) 0.00 32 n/r 180 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.49 Vert(TL) -0.00 32 n/r 180 TCDL 10.0 Rep Stress Incr YES WB 0.81 Horz(TL) 0.05 48 n/a n/a BCLL 0.0 * Code IBC2006/TPI2002 (Matrix) Wlnd(LL) -0.00 32 n/r 90 Weight:324 lb FT=10% BCDL 15.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-0-1 oc purlins, except BOT CHORD 2 x 4 DF No.1&Btr G end verticals. WEBS 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 3-3-3 oc bracing. OTHERS 2 x 4 DF Std G WEBS 1 Row at midpt 17-48,16-49,15-50,14-51,18-46,19-45, WEDGE 20-44 Right:2 X 6 SYP No.2 REACTIONS All bearings 39-0-0. (Ib)- Max Horz62=-161(LC 24) Max Uplift All uplift 100 lb or less at joint(s)49,50,51,52,53,54,55,56,57, 58,59,46,45,44,43,42,41,40,39,38,37,36,35 except 60=-197(LC 23), 61=-3947(LC 23),32=-2154(LC 25),34=-132(LC 24),62=-5745(LC 18) Max Gray All reactions 250 lb or less at joint(s)48,49,50,51,52,53,54,55,56, 57,58,59,46,45,44,43,42,41,40,39,38,37,36,35 except 60=280(LC 12),61=3828(LC 12),32=2349(LC 16),34=343(LC 13),62=5855(LC 15) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-267/329,3-4=-3994/3901,4-5=-3599/3550,5-6=-3266/3282,6-7=-2974/2999, 7-8=-2659/2721,8-9=-2355/2442,9-10=-2056/2164,10-11=-1757/1886, 11-12=-1512/1622,12-63=-1464/1607,13-63=-1281/1344,13-14=-1174/1329, 14-15=-876/1051,15-16=-578/775,16-17=-286/463,17-18=-408/583,18-19=-705/890, 19-20=-1000/1154,20-21=-1298/1424,21-64=-1288/1430,22-64=-1586/1694, 22-23=-1883/1965,23-24=-1960/1990,24-25=-2181/2244,25-26=-2479/2522, 26-27=-2778/2800,27-28=-3076/3079,28-29=-3374/3363,29-30=-3700/3623, 30-31=-4020/3945,31-32=-4806/4656 BOT CHORD 61-62=-3585/3769,60-61=-3401/3585,59-60=-3134/3318,58-59=-2868/3052, P0 � 57-58 ,56-57=-2334/2518, /2252, co 53-54=-1534/17188,52-53=-1268/1452,51-52=-10018/1185,50-51=-734/918,5 �G' c3IN,E<cc '� --, 49-50=-468/652,48-49=-201/385,47-48=-180/364,46-47=-313/497,45-46=-580/764, CQ t- 4 9` 44-45=-847/1031,43-44=-1113/1297,42-43=-1380/1564,41-42=-1647/1831, 44 Q n ,.s t- f ,, 40-41=-1913/2097,39-40=-2180/2364,38-39=-2447/2631,37-38=-2713/2897, 36-37=-2980/3164,35-36=-3220/3431,34-35=-3513/3671,32-34=-4083/4331 WEBS 3-61=-3798/3955,3-62=-7127/6825 *Pi. v f,-E tJ , 4F,: 4, A. Gt1-12,2..{$- Continued on page 2 VOS pVOD' RENEWAL DATE: 12/31/2013 July 20,2012 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 rt of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte-Summercreek Bld 5 Roof 15731856 61206906-13 A04 GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Jul 20 10:15:55 2012 Page 2 ID:5sWRT?xe?D3iT4h0XzWCVfzHujz-xgwbrg2Ti85eF8k1 Jg8EsIJP4CuntRawkV8dJHywCLI NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 1-4-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)*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. 11)A plate rating reduction of 20%has been applied for the green lumber members. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)49,50,51,52,53,54,55,56,57,58,59,46,45,44,43,42, 41,40,39,38,37,36,35 except(jt=lb)60=197,61=3947,32=2154,34=132,62=5745. 13)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14)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. 15)"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 sif of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.corn. Job Truss Truss Type Qty Ply Pulte-Summercreek BId 5 Roof 15731857 81206906-B Bol GABLE 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Jul 20 10:16:10 2012 Page 1 ID:ODR4x011 MMxjp9kkRx8r17zHujs-?ZKG_oEtAl_VYSOViTVIzvR?PF1 MuF48ALHwLvywCL3 ,U1-14 t7-0-0 36-0-0 3�7 00- Q 1-0-0 17-0-0 19-0-0 3x6 = Scale=1:78.2 6.00 12 15 9% 179718 14 95 3x6% 9313 94 981999 20 9F2 21 100 11 - 22 101 3x6 till919 1090 s25F, 'rl 0 271_ 81052910_ 110101 ` z \,;‘,-../...,--.,,,,,,,,..----..;‘,‘„--,..---./-----,/,,,,,,/- = - - ` 58 57 59 61 55 6054 364 52 6351 6 0 6749 6648 6'7 46 6945 701 7343 7242 7417640 7539 79 37 7836 8D582 34 8133 83 84 5x8 H 5x8 = 5x8= 8x8 = 27-8-14 15-6-020-6-0 i 36-0-0 15-6-0 5-0-0 15-6-0 Plate Offsets(X,Y): [3:0-2-12,0-1-8].[16:0-3-0,Edge],[31:0-1-10,Edcie],[46:0-4-0,0-3-0],[58:Edge,0-3-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.40 Vert(LL) 0.00 31 n/r 180 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.36 Vert(TL) 0.00 32 n/r 180 TCDL 10.0 Rep Stress Incr Yes WB 0.70 Horz(TL) 0.04 45 n/a n/a BCLL 0.0 * Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.00 31 n/r 90 Weight:285 lb FT=10% BCDL 15.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-1-11 oc purlins, except BOT CHORD 2 x 4 DF No.1&Btr G end verticals. WEBS 2 x 4 DF No.1&Btr G*Except* BOT CHORD Rigid ceiling directly applied or 3-5-5 oc bracing. W1:2 X 4 DF No.2 WEBS 1 Row at midpt 15-46,14-47,17-45,18-44 OTHERS 2 x 4 DF Std G*Except* ST1:2 x 4 DF No.1&Btr G WEDGE Right:2 X 4 SYP No.3 REACTIONS All bearings 36-0-0. (Ib)- Max Horz58=-153(LC 8) Max Uplift All uplift 100 lb or less at joint(s)47,48,49,50,51,52,53,54,55, 44,43,42,41,40,39,38,37,36,35,34 except 56=-162(LC 23), 57=-3192(LC 23),33=-117(LC 24),58=-4818(LC 18),31=-1979(LC 25) Max Gray All reactions 250 lb or less at joint(s)except 46=358(LC 123),47=342(LC 122),48=311(LC 121),49=318(LC 120),50=316(LC 119),51=317(LC 118), 52=317(LC 117),53=317(LC 116),54=317(LC 115),55=317(LC 114),56=318(LC 113),57=3099(LC 12),45=308(LC 124),44=311(LC 125),43=360(LC 126), 42=342(LC 127),41=311(LC 128),40=318(LC 129),39=316(LC 130),38=317(LC 131),37=317(LC 132),36=315(LC 133),35=323(LC 134),34=292(LC 135), 33=378(LC 136),58=4960(LC 15),31=2169(LC 12) dA n PROpt, 't' 85525PE t' '„ /// cc. v ' c ti 11/ 14, " l 12,2 ; Continued on page 2 JOSEP RENEWAL DATE: 12/31/2013 July 20,2012 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 I of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSIITPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte-Summercreek Bld 5 Roof 81206906-B B01 GABLE 2 1 15731857 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Jul 20 10:16:12 2012 Page 2 ID:ODR4x011 MMxjp9kkRx8r17zHujs-xxSOPUF8iMEDnIXIpuyD2KVVLv2jgM9ZRefm1 PoywCL1 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-85=-286/352,3-86=-3654/3541,4-86=-3381/3277,4-87=-3275/3206,5-87=-3123/3059,5-88=-2937/2933, 6-88=-2815/2787,6-89=-2640/2645,7-89=-2485/2425,7-90=-2325/2367,8-90=-2173/2128,8-91=-2026/2088, 9-91=-1858/1830,9-10=-1727/1810,10-11=-1542/1546,11-92=-1434/1532,12-92=-1253/1268,12-93=-1143/1253, 13-93=-961/989,13-94=-846/975,14-94=-596/711,14-95=-548/706,15-95=-363/442,15-96=-248/407,16-96=-106/297, 17-97=-241/351,18-97=-443/585,18-98=-552/691,19-98=-737/867,19-99=-773/870,20-99=-1034/1133, 20-100=-1150/1140,21-100=-1332/1404,21-101=-1394/1425,22-101=-1621/1676,22-102=-1710/1725, 23-102=-1919/1955,23-24=-1998/2000,24-25=-2217/2233,25-103=-2341/2321,26-103=-2515/2512,26-104=-2656/2620, 27-104=-2813/2796,27-105=-2982/2917,28-105=-3133/3086,28-106=-3308/3217,29-106=-3460/3375, 29-107=-3591/3520,30-107=-3785/3667,30-108=-4081/3968,31-108=-4451/4259,2-58=-294/174 BOT CHORD 58-59=-3317/3515,57-59=-3222/3420,57-60=-3104/3302,56-60=-2968/3165,56-61=-2837/3035,55-61=-2704/2902, 55-62=-2570/2768,54-62=-2437/2635,54-63=-2304/2502,53-63=-2170/2368,53-64=-2037/2235,52-64=-1904/2101, 52-65=-1770/1968,51-65=-1637/1835,51-66=-1504/1702,50-66=-1370/1565,50-67=-1237/1435,49-67=-997/1195, 49-68=-970/1168,48-68=-829/993,48-69=-704/902,47-69=-464/662,47-70=-437/635,46-70=-270/468, 46-71=-170/368,45-71=-76/274,45-72=-210/407,44-72=-343/514,44-73=-449/674,43-73=-610/807,43-74=-710/907, 42-74=-876/1074,42-75=-903/1101,41-75=-1143/1341,41-76=-1268/1432,40-76=-1410/1607,40-77=-1436/1634, 39-77=-1676/1874,39-78=-1809/2004,38-78=-1943/2141,38-79=-2076/2274,37-79=-2210/2407,37-80=-2343/2540, 36-80=-2476/2674,36-81=-2503/2807,35-81=-2743/2941,35-82=-2876/2991,34-82=-2983/3207,34-83=-3143/3341, 33-83=-3276/3447,33-84=-3543/3670,31-84=-3771/4007 WEBS 4-56=-255/170,3-57=-3057/3200,28-35=-253/55,30-33=-295/123,3-58=-6193/5873 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.Il;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)115.O1b AC unit load placed on the bottom chord,18-0-0 from left end,supported at two points,5-0-0 apart. 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10)A plate rating reduction of 20%has been applied for the green lumber members. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)47,48,49,50,51,52,53,54,55,44,43,42,41,40,39,38, 37,36,35,34 except(jt=lb)56=162,57=3192,33=117,58=4818,31=1979. 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 moving concentrated load of 250.O1b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14)This truss has been designed for a total drag load of 200 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 36-0-0 for 200.0 plf. 15)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ® WARNING-Verify design parameters and 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 E mit of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty PlyPulte-Summercreek Bid 5 Roof 15731858 B1206906-B B01-A GABLE 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7250 s Aug 25 2011 MiTek Industries,Inc. Fri Jul 20 10:16:18 2012 Page 1 ID:ODR4x011 MMxjp9kkRx8r17zHujs-mSpHgXKuHC?NVg?SA93dHbmMjT1WmotJOaDLcRywCKx 12:3&14 16-0_0 36-0-0 37-0-9 -p 16-0-0 20-0-0 1-0-0 Scale=1:80.0 5x8= 6.0012 14 15 16 ice' 13 17 19 3x6 % 12 18 11 81060 20 3x6 8 r`_ 21 tIll v 6 k 24 0 5 k 25 1 8x12 i 4 26 3 27 2 228 ,,I ,,, I PI _ '�11�,�\44444 14 30 57 56 55 54 53 52 51 50 49 48 47 46 45 58 43 42 41 540 39 38 37 36 35 34 33 32 5x14 6x8 I I 5x8= 7x14 MT18H II 27-8-14 15-6-020-6-0 36-0-0 15-6-0 5-0-0 15-6-0 Plate Offsets(X,Y): [3:0-3-0,0-2-121[30:0-2-5,Edge],[45:0-4-0,0-3-0],[57:Edge,0-3-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.45 Vert(LL) 0.00 30 n/r 180 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.40 Vert(TL) -0.00 30 n/r 180 MT18H 220/195 TCDL 10.0 Rep Stress lncr Yes WB 0.90 Horz(TL) 0.04 30 n/a n/a BCLL 0.0 * Code IBC2006/TP12002 (Matrix) Wind(LL) 0.00 30 n/r 90 Weight:305 lb FT=10% BCDL 15.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-11-0 oc purlins, except BOT CHORD 2 x 4 DF No.1&Btr G end verticals. WEBS 2 x 4 DF No.1&Btr G*Except* BOT CHORD Rigid ceiling directly applied or 3-2-4 oc bracing. W1:2 X 4 DF No.2 WEBS 1 Row at midpt 15-45,14-46,13-47,16-44,17-43 OTHERS 2 x 4 DF Std G*Except* ST1:2 x 4 DF No.1&Btr G WEDGE Right:2 X 6 SYP No.2 REACTIONS All bearings 36-0-0. (Ib)- Max Horz57=-185(LC 25) Max Uplift All uplift 100 lb or less at joint(s)46,47,48,49,50,51,52,53,44, 43,42,41,40,39,38,37,36,35,34,33 except 45=-185(LC 20),54=-129(LC 22),55=-330(LC 23),56=-4910(LC 23),32=-125(LC 24),57=-6398(LC 18), 30=-2260(LC 21) Max Gray All reactions 250 lb or less at joint(s)47,48,49,50,51,52,53,54,44, 43,42,41,40,39,38,37,36,35,34,33 except 45=550(LC 25),46=251(LC 15),55=407(LC 12),56=4775(LC 12),32=298(LC 17),57=6496(LC 15), 30=2440(LC 12) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-323/391,3-4=-3047/3027,4-5=-2602/2625,5-6=-2331/2386,6-7=-2029/2104, 7-8=-1731/1826,8-9=-1432/1547,9-10=-1170/1284,10-60=-1137/1269,11-60=-910/1005, 11-12=-848/991,12-13=-550/712,13-14=-247/432,14-15=-357/601,15-16=-691/901, 16-17=-1034/1209,17-18=-1324/1468,18-19=-1622/1744,19-20=-1911/2023, 20-21=-2209/2301,21-22=-2296/2316,22-23=-2508/2580,23-24=-2806/2858, �� 7Q�� tS 24-25=-3104/3136,25-26=-3402/3415,26-27=-3710/3698,27-28=-4038/3970, 28-29=-4362/4280,29-30=-5031/4856,2-57=-290/261 .'GS �.01N' • /° BOT CHORD 56-57=-2790/2975,55-56=-2577/2762,54-55=-2310/2495,53-54=-2043/2228, C 1.52-53=-1777/1962,51-52=-1510/1695,50-51=-1243/1428,49-50=-977/1162, $' ca� �a t'' 48-49=-710/895,47-48=-443/628,46-47=-177/362,46-58=-239/424,45-58=-339/524, 44-45=-605/790,43-44=-872/1030,42-43=-1139/1324,42-59=-1239/1424, 41-59=-1405/1590,40-41=-1672/1857,39-40=-1939/2124,38-39=-2205/2390, 37-38=-2472/2657,36-37=-2739/2924,35-36=-3005/3190,34-35=-3272/3457, 33-34=-3512/3724,32-33=-3805/3964,30-32=-4330/4524 L. -6", " 0 i A. WEBS 15-45=-499/253,4-55=-367/338,3-56=-475014918,3-57=-7332/7085 • 4'12r 2' ,,.-1. Continued on page 2 '' SJSE IA RENEWAL DATE: 12/31/2013 July 20,2012 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.ApplicabilityEt of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members am for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal braang 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, u� 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 w.wv.sbandustry.com. Job Truss Truss Type Qty Ply Pulte-Summercreek Bld 5 Roof 15731858 81206906-B B01-A GABLE 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Jul 20 10:16:19 2012 Page 2 ID:ODR4x011 MMxjp9kkRx8r17zHujs-EHNfttLX2W7E7gaejsasgpJXTt51VF7TFEyv8uywCKw NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.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)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)115.OIb AC unit load placed on the bottom chord,18-0-0 from left end,supported at two points,5-0-0 apart. 6)All plates are MT20 plates unless otherwise indicated. 7)All plates are 2x4 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)*This truss has 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. 11)A plate rating reduction of 20%has been applied for the green lumber members. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)46,47,48,49,50,51,52,53,44,43,42,41,40,39,38,37, 36,35,34,33 except(jt=lb)45=185,54=129,55=330,56=4910,32=125,57=6398,30=2260. 13)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14)This truss has been designed for a total drag load of 200 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 36-0-0 for 200.0 plf. 15)"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 iffEl#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 forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte-Summercreek Bid 5 Roof 15731859 61206906-B B02 DBL.FINK 7 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Jul 20 10:16:21 2012 Page 1 ID:ODR4x011 MMxjp9kkRx8r17zHuls-AgUQIYMna7NxM8k1rHcKvEOofhjBz i iyR?DmywCKu 112E_0I14 6-3-12 I 13-0-0 17-0-0 18-0-9 23-0-0 29-8-4 36-0-0 71.8-9 5 0 0 6-3-12 6-8-4 4-0-0 1-0-0 5-0-0 6-8-4 6-3-12 -0-0 5x8 = Scale=1:68.2 6.00 112 6 2x4 11 194111411401114%404004040444040.144400004400,20 4 4x10 i 521 2x4 II 18 4x10 3x4 i111" 8 3 3x4 17 4x6% 22 2 1 ,.�!� z _10 �T�, vi 11 Iv 16 23 15 24 14 25 26 27 28 .. 29 12 13 30 3x10 = d 2x4 113x8— 8x8= 7x14 MT18H= 2x4 11 27-8-14 27-8-14 6_3_12 13-0-0I 15-6-0 I 20-6-0i 23-0-0 29-8-4 36-0-0 6-3-12 6-8-4 2-6-0 5-0-0 2-6-0 6-8-4 6-3-12 Plate Offsets(X,Y): [2:0-2-12,0-2-0].[4:0-5-0,Edge],[8:0-5-0,Edge],[10:0-10-4,0-0-14],[13:0-6-8,0-3-0],[14:0-2-12,Edge],[15:0-3-0,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.72 Vert(LL) -0.30 13-14 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.66 Vert(TL) -0.90 13-14 >476 180 MT18H 220/195 TCDL 10.0 Rep Stress Incr Yes WB 0.71 Horz(TL) 0.13 10 n/a n/a BCLL 0.0 * Code IRC2009/TPI2007 (Matrix) Weight:199 lb FT=10% BCDL 15.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2 x 4 DF No.1&Btr G*Except* end verticals. B2:2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2 x 4 DF Std G*Except* 2-2-0 oc bracing:13-14. W2:2 X 4 DF 2400F 1.7E REACTIONS (lb/size) 10=2039/0-5-8 (min.0-2-3),16=2037/0-5-8 (min.0-2-3) Max Horz16=-153(LC 8) Max Upliftl0=-360(LC 8),16=-345(LC 7) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-17=-2841/406,3-17=-2764/420,3-4=-2694/354,4-18=-2585/365,5-18=-2541/376, 5-19=-2670/480,6-19=-2585/492,6-20=-2978/567,20-21=-2998/558,7-21=-3099/549, 7-8=-2893/421,8-9=-3078/408,9-22=-3606/541,10-22=-3705/528,2-16=-1951/361 BOT CHORD 15-24=-373/2487,14-24=-373/2487,14-25=-105/1879,25-26=-105/1879, 26-27=-105/1879,27-28=-105/1879,13-28=-105/1879,13-29=-385/3202, 12-29=-385/3202,12-30=-385/3202,10-30=-385/3202 WEBS 6-13=-318/1583,7-13=-617/280,9-13=-599/252,9-12=0/420,6-14=-240/1272, 5-14=-571/228,3-14=-313/204,3-15=-297/161,2-15=-288/2527 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.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)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs Q � � � non concurrent with other live loads. �c�' 5)115.0Ib AC unit load placed on the bottom chord,18-0-0 from left end,supported at two points,5-0-0 apart. Co �GiNr 'E9 /0 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 41 $ S PE t*" 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will / fit between the bottom chord and any other members,with BCDL=15.Opsf. 9)A plate rating reduction of 20%has been applied for the green lumber members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 10=360,16=345. pil.i OREGON h It This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced V&(�. 2 +�Q 'f''.„ Conte@�ZS� SPI t. `JOSEPk{a RENEWAL DATE: 12/31/2013 July 20,2012 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.ApplicabilityEit of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, � delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte-Summercreek Bld 5 Roof 15731859 B1206906-8 B02 DBL.FINK 7 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Jul 20 10:16:21 2012 Page 2 I D:ODR4x011 M Mxjp9kkRx8r17zHujs-Ag UQIYMna7NxM8k1 rHcKvEOofhj BzCiliYR?DmywCKu NOTES 12)This truss has been designed for a moving concentrated load of 250.O1b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13)"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 ijkl valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability E of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULT/NG LLC SBCA at wowv.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte-Summercreek Bld 5 Roof 15731860 81206906-B 502-A DBL.FINK 7 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Jul 20 10:16:23 2012 Page 1 1�--14 5-8-4 11-4-0 1 o1I� 16-0-0 n-o- 22-0-0 ID:ODR4xO11 MMxj z9gk3kR3x8r17zHujs-63cAjEOl 6kdffc6SttPyieo_fTBml-0-0 p 7R$FF2Asw6HfyWCKs 11-0-0� 5-8-4 5-7-12 0-8-0 4-0-0 1-0-09 5-0-0 6-3-13 7-8-3 -0-0 Scale=1:71.2 5x8 = 6.00 12 6 .r 2x4 I I 20 21 8 3x10% 5 22 2x4 II 19 7 184 3x8 3x4 % � 23 n 3 3x4 v c, 9 17 4x6 2 24 0/°#/°"/ b ._10 11 Ii c�JllN. _ o 16 25 15 26 14 27 28 29 30 31 13 32 12 33 3x10 2x4 II 4x6 = 8x8 = 8x8 = 2x4 II 27-8-14 27-8-14 5-8-4 12-0-0i 15-6-0 117-0-0 20-6-0 122-0-01 28-3-13 36-0-0 5-8-4 6-3-12 3-6-0 1-6-0 3-6-0 1-6-0 6-3-13 7-8-3 Plate Offsets(X.Y): [2:0-2-8,0-2-0],[10:0-10-0,0-0-10],[13:0-2-12,Edoe],[14:0-2-12,Edge],[15:0-2-0,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (Loc) 1/deft L/d PLATES GRIP TOLL 25.0 Plates Increase 1.15 TC 0.75 Vert(LL) -0.28 13-14 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.66 Vert(TL) -0.86 13-14 >499 180 TCDL 10.0 Rep Stress lncr Yes WB 0.64 Horz(TL) 0.13 10 n/a n/a BCLL 0.0 Code IRC2009/TPI2007 (Matrix) Weight:204 lb FT=10% BCDL 15.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2 x 4 DF No.1&Btr G*Except* end verticals. B2:2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2 x 4 DF Std G*Except* W1,W6,W7,W2:2 x 4 DF No.1&Btr G REACTIONS (lb/size) 16=2048/0-5-8 (min.0-2-3),10=2036/0-5-8 (min.0-2-3) Max Horz 16=-185(LC 8) Max Upliftl6=-338(LC 7),10=-363(LC 8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-17=-2265/331,3-17=-2178/343,3-18=-2438/343,4-18=-2337/344,4-19=-2322/346, 5-19=-2303/355,5-20=-2421/456,6-20=-2337/468,6-21=-2854/554,21-22=-2871/545, 7-22=-2969/535,7-8=-2781/416,8-23=-2854/405,9-23=-2955/395,9-24=-3506/526, 10-24=-3626/511,2-16=-1969/353 BOT CHORD 15-26=-277/1962,14-26=-277/1962,14-27=-83/1773,27-28=-83/1773,28-29=-83/1773, 29-30=-83/1773,30-31=-83/1773,13-31=-83/1773,13-32=-356/3120,12-32=-356/3120, 12-33=-356/3120,10-33=-356/3120 WEBS 5-14=-572/222,7-13=-571/262,6-14=-219/1034,6-13=-315/1610,3-15=-619/109, 2-15=-236/2100,3-14=-89/277,9-12=0/447,9-13=-670/267 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.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)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. . Q1�� , 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs s non-concurrent with other live loads. -,,c3 ,�Y�GINZE'j 'f,-, 5)115.O1b AC unit load placed on the bottom chord,18-0-0 from left end,supported at two points,5-0-0 apart. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. $ �2sor 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=15.Opsf. 8)A plate rating reduction of 20%has been applied for the green lumber members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)16=338, 10=363. 741 10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced "�7ik t✓(] [2 4'tti �A, Conti@@��5� /SPI 1. JaSEQIA Q RENEWAL DATE 12/31/2013 July 20,2012 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members am for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ =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, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and SCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte-Summercreek Bld 5 Roof 15731860 B1206906-B B02-A DBL.FINK 7 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Jul 20 10:16:23 2012 Page 2 ID:ODR4x011 MMx(p9kkRx8r17zHujs-63cAjE016kdfcStPyieo_fT8mU0dR8F2Asw6HfywCKs NOTES 11)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12)"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 rtj of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte-Summercreek Bld 5 Roof 15731861 81206906-B C01 GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Jul 20 10:16:27 2012 Page 1 I D:KbZrM42Hu_BR3St7ZMAJ NYzHujq-?gshZcRYAz7543BABYjk9Vewd5rgN3coe4UuKQQywCKo .,2X-,14-14 g5-0- 17-0-0 34-0-0 1 11-X01 17-0-0 17-0-0 1-0-0 4x4 = Scale=1:67.1 6.00 l7f2 14 15 13 12 Z - 16 11 17 3x6 % 10 18 9 193x6 7 8`' _ _ ''2021 0 6 - E _ 22 5 Z - 23 4 Z - 24 3 1 2 25 26 1 ® = fl fl fl ® fl b ` fl 4a�- nnn n n n„n n nn n n nnn n n nnn„n � n nnnnnn n n n n„nnn n n n ‘n n n nnn-n\ o 4x8 = 4x8 = 39 49 48 47 46 45 44 43 42 41 40 3837 36 35 34 33 32 31 30 29 28 3x6 = 27-8-14 34-0-0I I 34-0-0 Plate Offsets(X,Y): [2:0-0-0,0-0-4],[20:0-0-0,0-0-0],[26:0-0-0,0-0-41 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.37 Vert(LL) 0.00 27 n/r 180 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.33 Vert(TL) 0.01 27 n/r 180 TCDL 10.0 Rep Stress lncr Yes WB 0.17 Horz(TL) 0.04 37 n/a n/a BCLL 0.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.00 26 n/r 90 Weight:238 lb FT=10% BCDL 15.0 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 3-7-12 oc bracing. OTHERS 2 x 4 DF Std G WEBS 1 Row at midpt 14-38 REACTIONS All bearings 34-0-0. (Ib)- Max Horz2=114(LC 22) Max Uplift All uplift 100 lb or less at joint(s)40,41,42,43,44,45,46,47,48, 37,36,35,34,33,32,31,30,29 except 26=-1781(LC 25),2=-1770(LC 24), 49=-138(LC 23),28=-138(LC 24) 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=1973(LC 16),2=1973(LC 15), 49=392(LC 12),28=392(LC 13) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3965/3845,3-4=-3062/3031,4-5=-2717/2739,5-6=-2428/2464,6-7=-2118/2185, 7-8=-1820/1907,8-9=-1646/1643,9-10=-1521/1628,10-11=-1234/1350,11-12=-936/1071, 12-13=-639/796,13-14=-346/484,14-15=-346/480,15-16=-639/784,16-17=-936/1050, 17-18=-1234/1320,18-19=-1521/1589,19-20=-1605/1631,20-21=-1820/1860, 21-22=-2118/2138,22-23=-2417/2416,23-24=-2690/2698,24-25=-3038/2990, 25-26=-3918/3805 BOT CHORD 2-49=-3371/3545,48-49=-2658/2785,47-48=-2365/2545,46-47=-2125/2279, 45-46=-1858/2012,44-45=-1591/1745,43-44=-1325/1479,42-43=-1058/1212, 41-42=-791/945,40-41=-525/679,39-40=-258/412,38-39=-125/279,37-38=-258/412, 36-37=-525/679,35-36=-791/945,34-35=-1058/1212,33-34=-1325/1479, 32-33=-1591/1745,31-32=-1858/2012,30-31=-2125/2279,29-30=-2365/2545, 28-29=-2658/2785,26-28=-3351/3545 �� P � . WEBS 3-49=-259/145,25-28=-259/145 NOTES c �r1G1NE /Pe 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;325/1479, 3ms 17 left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 Ct 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)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 +_ � 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs 140' -4 hP „'f`.. Comingerico $ popith other live loads. �� OSEPH RENEWAL DATE: 12/31/2013 July 20,2012 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-111 before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability r of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint wit designations shown on individual web and chord members am for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,OSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte-Summercreek Bld 5 Roof 81206906-B C01 GABLE 1 1 15731861 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Jul 20 10:16:28 2012 Page 2 ID:KbZrM42Hu BR3St7ZMAJNYzHujq-TOP3mySAwHFyiDmNIFEzhiB5NVA36WsnJ8etysywCKn NOTES 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 1-4-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)*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. 11)A plate rating reduction of 20%has been applied for the green lumber members. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)40,41,42,43,44,45,46,47,48,37,36,35,34,33,32,31, 30,29 except(jt=lb)26=1781,2=1770,49=138,28=138. 13)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. 14)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 34-0-0 for 200.0 plf. 15)"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 mmElik of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING/NG LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte-Summercreek Bld 5 Roof 15731862 61206906-B C01-A GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Jul 20 10:16:32 2012 Page 1 9 ID:KbZrM42Hu_BR3St7ZMAJNYzHujq-MnfacJVh_Vm0Bg38_SJvsYLIY6Y129zNEmc55dywCKj ,a-1-74 6-3-12 13-0-0 19-0-0 23-0-0 29-8-5 34-0-0 5-0-1:/ 11-0-0 6-3-12 6-8-4 6-0-0 4-0-0 6-8-5 4-3-11 1-0-0 4x4 = Scale=1:73.6 6.00 12 15 6 17 15-0-0 14 _ - 18 573 7 - 19 3x6% 12 2 - 20 21 58 3x6 z"-- 1 11 - 9 10 7 - 22 23 ro 8 ell -44 24 or 6 7 Z .i 25 266x8 5 27 4 28 29 3 - r v 2 ' N 71� �� e 5 9 ! $ g- m l 9 9 9 Hg- 9 9 x D _ 6 & B- a x x u u x x ,r x x x WY x x x >1 XX x x Y x x x x x X a x H x x x x x v x x' x° 6x10 i 54 53 52 51 50 49 48 47 45 44 43 42 41 40 5639 38 37 36 35 34 33 32 31 30 46 3x6 _ 5x8 = 9x12 MT18H= 5x8 I I 27-8-14 6-3-12 13-0-0 14-6-0 19-6-0 23-0-0 29-8-5 34-0-0 6-3-12 6-8-4 1-6-0 5-0-0 3-6-0 6-8-5 4-3-11 Plate Offsets(X,Y): [2:0-5-6,0-3-0],[27:0-2-4,0-1-8],[30:Edge,0-3-8],[38:0-4-0,0-3-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.42 Vert(LL) 0.00 28 n/r 180 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.37 Vert(TL) 0.00 28 n/r 180 MT18H 220/195 TCDL 10.0 Rep Stress Incr Yes WB 0.86 Horz(TL) 0.05 40 n/a n/a BCLL 0.0 * Code IRC2009/TPI2007 (Matrix) Wind(LL) -0.00 28 n/r 90 Weight:279 lb FT=10% BCDL 15.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-0-10 oc purlins, except BOT CHORD 2 x 4 DF No.1&Btr G end verticals. WEBS 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 3-4-4 oc bracing. OTHERS 2 X 4 DF No.2 WEBS 1 Row at midpt 16-41,15-42,14-43,17-40,18-39 WEDGE Left:2 X 6 SYP No.2 REACTIONS All bearings 34-0-0. (Ib)- Max Horz2=179(LC 23) Max Uplift All uplift 100 lb or less at joint(s)41,42,43,44,45,47,48,49,50, 51,52,53,40,39,38,37,36,35,34 except 2=-2082(LC 18),30=-5175(LC 21), 54=-127(LC 23),33=-120(LC 25),32=-276(LC 24),31=-3778(LC 24) Max Gray All reactions 250 lb or less at joint(s)42,43,44,45,47,48,49,50,51, 52,53,40,39,38,37,36,35,34,33 except 2=2265(LC 13),30=5361(LC 16), 41=399(LC 24),54=324(LC 14),32=353(LC 13),31=3734(LC 13) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-4684/4511,3-4=-3937/3836,4-5=-3616/3544,5-6=-3288/3255,6-7=-2962/2972, 7-8=-2646/2694,8-9=-2341/2415,9-10=-2120/2151,10-11=-2043/2137, 11-12=-1745/1859,12-57=-1450/1580,13-57=-1274/1316,13-14=-1156/1301, 14-15=-863/1030,15-16=-563/711,16-17=-192/413,17-18=-417/567,18-19=-717/837, 19-20=-1015/1106,20-58=-1021/1112,21-58=-1303/1376,21-22=-1599/1646, 22-23=-1637/1657,23-24=-1898/1921,24-25=-2200/2204,25-26=-2463/2450, 26-27=-2865/2835,27-28=-368/440 BOT CHORD 2-54=-3930/4100,53-54=-3390/3473,52-53=-3096/3233,51-52=-2856/2966, 50-51=-2590/2700,49-50=-2323/2433,48-49=-2056/2166,47-48=-1790/1900, � Q 46-47=-152 /1633, 1366, 4344=-990/1100,42-43=-723/806,41-42=-456/566,/41-64190/300,39-400326/436, G 0,4,GtN4x;6fcj`. 38-39=-593/703,37-38=-860/969,36-37=-1126/1236,35-36=-1393/1503, C� , 34-35=-1660/1769,33-34=-1926/2036,32-33=-2193/2303,31-32=-2460/2569, 4 . 7 30-31=-2733/2843 85525PE '' WEBS 16-41=-348/121,26-32=-316/284,27-31=-3684/3788,27-30=-6143/5908 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever .1)1 ,. (�¢' left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 '9j# ci1 0 .A'. 12 ZQ Continued on page 2 "OSEp k Q' RENEWAL DATE: 12/31/2013 July 20,2012 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 imiriki designations shown on individual web and chord members am for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, LIQ+ delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte-Summercreek Bld 5 Roof 15731862 81206906-B C01-A GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Jul 20 10:16:33 2012 Page 2 ID:KbZrM42Hu BR3St7ZMAJNYzHujq-q_DypfWJlpuFo_eKYpg80muwHWuXncDVVTOLee4ywCKi NOTES 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)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)115.01b AC unit load placed on the bottom chord,17-0-0 from left end,supported at two points,5-0-0 apart. 7)All plates are MT20 plates unless otherwise indicated. 8)All plates are 2x4 MT20 unless otherwise indicated. 9)Gable requires continuous bottom chord bearing. 10)Gable studs spaced at 1-4-0 oc. 11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12)*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. 13)A plate rating reduction of 20%has been applied for the green lumber members. 14)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)41,42,43,44,45,47,48,49,50,51,52,53,40,39,38,37, 36,35,34 except(jt=lb)2=2082,30=5175,54=127,33=120,32=276,31=3778. 15)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. 16)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 34-0-0 for 200.0 plf. 17)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULT/NG LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte-Summercreek Bld 5 Roof 15731863 61206906-B CO2 DBL.FINK 3 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Jul 20 10:16:36 2012 Page 1 978 ID:oo7DZQ3veHJIgcSJ73hYvmzHujp-EZu5ShYB2kGpfRNvDxNrOOWQpjgn ¢z.9 3alEPywCKf ATO-01-14 6-5-14 12-0-0 17-0-0 22-0-0 27-6-2 I 34-0-0 -2- 5--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=1:62.4 4x6 = 6.00 12 6 121 18 19 2x4 I I 2x4 I I 3x8! 5 7 3x8 8 4 ' t, 20 3x4!17 Ill3x4 3 21 16 2 10 rn1 _ - t ro oI --1iY /ii 3x10= 22 15 23 14 24 25 26 13 27 12 28 3x10 = 2x4 I I 8x8= 8x8 — 2x4 I I 27-8-14 27-8-14 6-5-14i 12-0-0 14-6-0 i 19-6-0 22-0-0 27-6-2 i 34-0-0 6-5-14 5-6-2 2-6-0 5-0-0 2-6-0 5-6-2 6-5-14 Plate Offsets(X,Y): [2:0-10-4,0-0-14],[6:0-3-0,0-1-4L[10:0-10-4.0-0-14].[13:0-2-12,Edge],[14:0-2-12.Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.47 Vert(LL) -0.28 13-14 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.66 Vert(TL) -0.90 13-14 >448 180 TUX 10.0 Rep Stress Incr Yes WB 0.35 Horz(TL) 0.16 10 n/a n/a BCLL 0.0 * Code IRC2009/TPI2007 (Matrix) Weight:174 lb FT=10% BCDL 15.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G*Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. B2:2 X 6 DF No.2 WEBS 2 x 4 DF Std G*Except* W4:2 x 4 DF No.1&Btr G REACTIONS (lb/size) 2=1921/0-5-8 (min.0-2-1),10=1921/0-5-8 (min.0-2-1) Max Horz2=-114(LC 8) Max Uplift2=-335(LC 7),10=-335(LC 8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-16=-3430/470,3-16=-3329/482,3-17=-2898/367,4-17=-2811/375,4-5=-2747/385, 5-18=-2906/495,6-18=-2811/502,6-19=-2811/502,7-19=-2906/495,7-8=-2747/385, 8-20=-2811/375,9-20=-2898/367,9-21=-3329/483,10-21=-3430/471 BOT CHORD 2-22=-443/2956,15-22=-443/2956,15-23=-443/2956,14-23=-443/2956,14-24=-114/1845, 24-25=-114/1845,25-26=-114/1845,13-26=-114/1845,13-27=-330/2956, 12-27=-330/2956,12-28=-330/2956,10-28=-330/2956 WEBS 6-13=-258/1430,7-13=-518/224,9-13=-518/230,9-12=0/396,6-14=-258/1430, 5-14=-518/224,3-14=-518/230,3-15=0/396 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.0psf;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)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs ��Q Pa non concurrent with other live loads. c5' 5)115.0Ib AC unit load placed on the bottom chord,17-0-0 from left end,supported at two points,5-0-0 apart. icy .��„GiN,E'F� /�j 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. tta� 9 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 o52e r3 ,t.- fit between the bottom chord and any other members,with BCDL=15.0psf. 8)A plate rating reduction of 20%has been applied for the green lumber members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=335, 10=335. l� /- GO It 44, 10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced a standard ANSI/TPI 1. 17 '�]"12,2 Continued on page 2 "QsEPt„� ' t' RENEWAL DATE 12/31/2013 July 20,2012 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 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 forbuilding stability bracing.Additional temporary restrainUait diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte-Summercreek Bld 5 Roof 15731863 61206906-B CO2 DBL.FINK 3 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Jul 20 10:16:37 2012 Page 2 ID:oo7DZQ3veHJIgcSJ73hyvmzHujp-iISTf1 Zpp20gHby5neu42c2bZ7A0jXC602JsnrywCKe NOTES 11)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12)"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 Et of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte-Summercreek Bid 5 Roof 15731864 61206906-B CO2-A MOD.QUEEN 3 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Jul 20 10:16:39 2012 Page 1 „2,31-14 6-3-12 13-0-0 19-0-0 ID:KbZrM42 ou_BR3St7ZMAJNY29H8uj5-e8aD4ia4LfeOVW6Uu3x e1 �Kxts BJAPrMoydywCKc 23--ao1 6-3-126-8-4 6-0-0 4-0-0 6-8-5 I 34-0-0 4-3-11 1-0-0 Scale=1:67.7 4x6 = 6.00 12 • 15-0-0 30 2x4 11 29 7 2x4 I I 282 31 3x8 i 5 3x8 32 48 3x4 2, 27 0r 9 3x4 or33 3 4x6 10 11 26 � 2 N il o /'= 0 18 19 20 21 22 23 24 25 12 3x10 = 17 16 15 14 13 2x4 H 8x8 = 6x10 = 5x8 = 2x4 II 27-8-14 27-8-14 6-3-12 13-0-0114-6-0 1 19-0-0 19-6/0 23-0-0 29-8-5 34-0-0 1 6-3-12 6-8-4 1-6-0 4-6-0 0-6-6 3-6-0 6-8-5 4-3-11 Plate Offsets(X,Y): [2:0-10-4.0-0-14116:0-3-0,0-1-4],[10:0-2-12,0-2-0],[13:0-3-8.0-1-12],[14:0-3-8,0-4-0],[15:0-2-12,Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.64 Vert(LL) -0.26 14-15 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.63 Vert(TL) -0.77 14-15 >524 180 TCDL 10.0 Rep Stress Incr Yes WB 0.83 Horz(TL) 0.12 12 n/a n/a BCLL 0.0 * Code IRC2009/TPI2007 (Matrix) Weight:192 lb FT=10% BCDL 15.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2 x 4 DF No.1&Btr G*Except* end verticals. B2:2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2 x 4 DF Std G*Except* W10,W4:2 x 4 DF No.1&Btr G REACTIONS (lb/size) 2=1932/0-5-8 (min.0-2-1),12=1944/0-5-8 (min.0-2-1) Max Horz2=179(LC 7) Max Uplift2=-342(LC 7),12=-318(LC 8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-26=-3477/490,3-26=-3378/503,3-27=-2843/371,4-27=-2741/372,4-5=-2659/384, 5-28=-2860/512,28-29=-2764/521,6-29=-2744/530,6-30=-2209/438,7-30=-2296/426, 7-31=-2167/322,31-32=-2218/310,8-32=-2218/309,8-9=-2320/306,9-33=-1813/300, 10-33=-1930/285,10-12=-1884/330 BOT CHORD 2-17=-530/3001,16-17=-530/3001,16-18=-530/3001,15-18=-530/3001,15-19=-139/1667, 19-20=-139/1667,20-21=-139/1668,21-22=-139/1668,22-23=-139/1669, 14-23=-139/1670,14-24=-198/1684,13-24=-198/1683 WEBS 5-15=-594/280,7-14=-586/238,9-14=0/427,3-16=0/422,3-15=-608/251,9-13=-749/123, 10-13=-222/1888,6-15=-307/1557,6-14=-204/978 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.0psf;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)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. P �� .� 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs na'9 non-concurrent with other live loads. � (�01N..E. /0 5)115.OIb AC unit load placed on the bottom chord,17-0-0 from left end,supported at two points,5-0-0 apart. . 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. $52c�.PKs 7 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=15.0psf. 8)A plate rating reduction of 20%has been applied for the green lumber members. �/ 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=342, it - �. 12=318. t ' ss � 10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced '17 ,(], �� Z0 ContrAKIR5F1 I/2-PI 1. 'JO IA 4 RENEWAL DATE: 12/31/2013 July 20,2012 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.Applicabilityimrit of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte-Summercreek Bld 5 Roof 15731864 B1206906-B CO2-A MOD.QUEEN 3 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Jul 20 10:16:39 2012 Page 2 ID:KbZrM42Hu BR3St7ZMAJNYzHujq-e8ao4ia4Lfeowv6Uu3xYel8uKxtsBJAPrMoyrjywCKc NOTES 11)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12)"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 rk of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, 'ry delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and SCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte-Summercreek Bld 5 Roof 15731865 B1206906-B CO3 DBL.FINK 6 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7250 s Aug 25 2011 MiTek Industries,Inc. Fri Jul 20 10:16:43 2012 Page 1 ID:oo7DZQ3veHJIgcSJ73hYvmzHujp-Xvpkw4da0u8q?WPF7v?UotldoYDP7E . TA_VywCKY 27-8-14 '' 5" 6-5-14 12-0-0 17-0-0 I 22-0-0 27�-2 34-0-0 5 -OI 6-5-14 5-6-2 5-0-0 5-0-0 5-6-2 6-5-14 1-0-0 Scale=1:61.8 4x6 ----- 6.00 6.00 12 5 17 18 2x4 II 2x4 II 3x8% 4 6 3x8 3 7 19 3x4 t6 � e* 3x4 ' 8 2 ;;. 20 15 9 M 1H 4_ _ ® 10 Ig o 3x10 = 21 14 22 13 23 24 25 12 26 11 27 3x10= 2x4 I I 8x8= 8x8= 2x4 H 27-8-14 27-8-14 6-5-14 12-0-0I 14-6-0 I 19-6-0 22-0-0 27-6-2 34-0-0 I 6-5-14 5-6-2 2-6-0 5-0-0 2-6-0 5-6-2 6-5-14 Plate Offsets(X,Y): [1:0-10-4,0-0-141 [5:0-3-0,0-1-4].[9:0-10-4,0-0-141[12:0-2-12,Edge1[13:0-2-12,Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.48 Vert(LL) -0.28 12-13 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.66 Vert(TL) -0.91 12-13 >444 180 TCDL 10.0 Rep Stress Incr Yes WB 0.39 Horz(TL) 0.16 9 n/a n/a BCLL 0.0 * Code IRC2009/TPI2007 (Matrix) Weight:173 lb FT=10% BCDL 15.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-9-2 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G*Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. B2:2 X 6 DF No.2 WEBS 2 x 4 DF Std G*Except* W4:2x4DFNo.1&BtrG REACTIONS (lb/size) 1=1839/Mechanical,9=1929/0-5-8 (min.0-2-1) Max Horz1=-123(LC 8) Max Uplift1=-281(LC 7),9=-336(LC 8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-15=-3502/492,2-15=-3400/504,2-16=-2932/376,3-16=-2844/384,3-4=-2781/394, 4-17=-2939/503,5-17=-2844/511,5-18=-2829/505,6-18=-2924/497,6-7=-2765/387, 7-19=-2829/377,8-19=-2916/369,8-20=-3347/485,9-20=-3448/473 BOT CHORD 1-21=-466/3033,14-21=-466/3033,14-22=-466/3033,13-22=-466/3033,13-23=-119/1862, 23-24=-119/1862,24-25=-119/1862,12-25=-119/1862,12-26=-332/2971, 11-26=-332/2971,11-27=-332/2971,9-27=-332/2971 WEBS 5-12=-258/1425,6-12=-513/224,8-12=-517/230,8-11=0/396,5-13=-264/1455, 4-13=-515/222,2-13=-574/248,2-14=-1/402 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.0psf;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)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs �� a non-concurrent with other live loads. c5' 5)115.OIb AC unit load placed on the bottom chord,17-0-0 from left end,supported at two points,5-0-0 apart. 4,' 04GIN E9 /- 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Oc a 3 Df r fit between the bottom chord and any other members,with BCDL=15.0psf. 8)A plate rating reduction of 20%has been applied for the green lumber members. 9)Refer to girder(s)for truss to truss connections. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=Ib)1=281, �� « Cr 9=336. 140, 11)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced G(],1 Z0 64 , '�`» Conte@d5�� IPI 1. JOsvk RENEWAL DATE: 12/31/2013 July 20,2012 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 EI& of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, /. delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSUMG LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte-Summercreek Bld 5 Roof 15731865 81206906-B CO3 DBL.FINK 6 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Jul 20 10:16:43 2012 Page 2 I D:oo7DZQ3veHJIgcSJ73hYvmzHujp-Xvpkw4da0u8q?WPF7v?UotldoYDP7E5?mzmA_VywCKY NOTES 12)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13)"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 Z ak of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULT/NG LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte-Summercreek Bld 5 Roof 15731866 B1206906-B CO3-A MOD.QUEEN 6 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Jul 20 10:16:46 2012 Page 1 I D:oo7DZQ3veHJ IgcSJ73hYvmzHujp-xUVtY6gThpXOs_8gp 1 ZBQVw42yFl K44YQPRSx?gbpywCKV 27-8-14 6-3-12 I 13-0-0 19-0-0 23-0-0 29-8-5 34-0-0 �5 U 6-3-12 6-8-4 6-0-0 4-0-0 6-8-5 4-3-11 1-0-0 4x6 = Scale=1:67.1 6.00 12 15-0-0 12 29 2x4 I 6 2x4 I I 27 28 30 3x8 q 31 3x8 J 3 7 26 .. f* 3x4 8 3x4 32 2 4x6 . 7 n 9 10 25 v M v 1 8 N 0 3x10 = 16 15 17 14 18 19 20 21 22 13 23 12 211 4 2x4 I I 8x8= 8x8 = 4x6 = 2x4 I I 27-8-14 27-8-14 I 6-3-12 I 13-0-0 114-6-0 I 19-0-0 191-610 23-0-0 1 29-8-5 34-0-0 I 6-3-12 6-8-4 1-6-0 4-6-0 0-6-0 3-6-0 6-8-5 4-3-11 Plate Offsets(X,Y): [1:0-10-4,0-0-14],[5:0-3-0,0-1-4],[9:0-2-12,0-2-0],[12:0-1-12,0-1-8],[13:0-2-12,Edge],[14:0-2-12,Edae] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.66 Vert(LL) -0.27 13-14 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.65 Vert(TL) -0.80 13-14 >504 180 TCDL 10.0 Rep Stress lncr Yes WB 0.61 Horz(TL) 0.12 11 n/a n/a BCLL 0.0 * Code IRC2009/TPI2007 (Matrix) Weight:191 lb FT=10% BCDL 15.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2 x 4 DF No.1&Btr G*Except* end verticals. B2:2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2 x 4 DF Std G*Except* W10,W9,W4:2 x 4 DF No.1&Btr G REACTIONS (lb/size) 1=1850/Mechanical,11=1952/0-5-8 (min.0-2-1) Max Horz1=155(LC 7) Max Upliftl=-288(LC 7),11=-319(LC 8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-25=-3550/512,2-25=-3450/525,2-26=-2875/379,3-26=-2773/380,3-4=-2691/392, 4-27=-2891/519,27-28=-2795/528,5-28=-2775/537,5-29=-2219/445,6-29=-2307/432, 6-30=-2137/324,30-31=-2219/311,7-31=-2219/311,7-8=-2322/308,8-32=-1821/301, 9-32=-1938/287,9-11=-1891/331 BOT CHORD 1-16=-554/3080,15-16=-554/3080,15-17=-554/3080,14-17=-554/3080,14-18=-142/1675, 18-19=-142/1675,19-20=-142/1675,20-21=-142/1675,21-22=-142/1675, 13-22=-142/1675,13-23=-199/1691,12-23=-199/1691 WEBS 4-14=-591/279,6-13=-578/240,8-13=0/424,2-15=0/425,2-14=-665/269,8-12=-748/121, 9-12=-224/1896,5-14=-312/1596,5-13=-208/956 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.0psf;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)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs cc-Q, t. non-concurrent with other live loads. ti�� CC.' 5)115.OIb AC unit load placed on the bottom chord,17-0-0 from left end,supported at two points,5-0-0 apart. ,C?, 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. tfi. oc ',c c r 7 7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=15.0psf. 8)A plate rating reduction of 20%has been applied for the green lumber members. 9)Refer to girder(s)for truss to truss connections. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=288, 5) s 'Er sN�,, .r 11=319. 1 e1tY12,2O, + Continued on page 2 'OSEPN a RENEWAL DATE: 12/31/2013 July 20,2012 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ iiirik 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 CO uc cULT/NG LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte-Summercreek Bld 5 Roof 15731866 B1206906-8 CO3-A MOD.QUEEN 6 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Jul 20 10:16:46 2012 Page 2 I D:oo7DZQ3veHJ IgcSJ73hYvmzHujp-xUVtY6gThpXOs_8gp1 ZBQVw4LIFI KYPRSx?gbpywCKV NOTES 11)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12)This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULT/NG ac SBCA at www.sbcindusiry.com. Job Truss Truss Type Qty Ply Pulte-Summercreek Bld 5 Roof 15731867 B1206906-B C04 GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Jul 20 10:16:51 2012 Page 1 I D:kAEz_649AvaOwwciEUkO_BzHujn-I RI mbpkb WL9hzlOobb8M7ZdOnm1 N?wZAcDibG 1 ywCKQ 27-8-14 17-0-0 34-0-0 35-0-01 17-0-0 17-0-0 1-0-0 Scale=1:62.9 4x4= 6.00 12 13 14 12 11 2 I - 15 10 7. 2 16 3x6! 9 _ _ 17 18 3x6 8 19 6 7`' - - 11420 0 5 V 21 ao q 22 3 23 2 24 1 if i� I1 ft 4 4 4 ft 4 4 e.l 4 d @ d 4 ft ft ft ft d & `_ 26 IY /viav/viviv,viviviviv/v/v/vzwi ,v/viviviviav/viii ivi,, /v/viviv/v ,/viviv,av/v/v/v/viv/v/v/v/v/'/v/v/vi,,i' ` o 5x10 = 5x10 =- 48 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 3x6= 27-8-14 34-0-0 1 34-0-0 Plate Offsets(X,Y): [1:0-2-1,Edge],[19:0-0-0,0-0-0],[25:0-2-1,Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.36 Vert(LL) 0.00 26 n/r 180 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.33 Vert(TL) 0.01 26 n/r 180 TCDL 10.0 Rep Stress lncr Yes WB 0.17 Horz(TL) 0.04 36 n/a n/a BCLL 0.0 BCDL 15.0 * Code IBC2006/TPI2002 (Matrix) Wind(LL) 0.00 25 n/r 90 Weight:236 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-3-15 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 3-7-5 oc bracing. OTHERS 2 x 4 DF Std G WEBS 1 Row at midpt 13-37 REACTIONS All bearings 34-0-0. (Ib)- Max Horz1=-123(LC 24) 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=-1781(LC 25),1=-1754(LC 24), 48=-158(LC 23),27=-138(LC 24) 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=1973(LC 16),1=1890(LC 15), 48=417(LC 12),27=392(LC 13) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-3967/3813,2-3=-3060/3032,3-4=-2717/2711,4-5=-2428/2464,5-6=-2118/2185, 6-7=-1820/1907,7-8=-1646/1643,8-9=-1521/1628,9-10=-1234/1350,10-11=-937/1071, 11-12=-639/796,12-13=-346/484,13-14=-345/480,14-15=-639/784,15-16=-936/1050, 16-17=-1234/1320,17-18=-1521/1589,18-19=-1605/1631,19-20=-1820/1860, 20-21=-2118/2138,21-22=-2417/2417,22-23=-2690/2698,23-24=-3038/2990, 24-25=-3918/3805 BOT CHORD 1-48=-3371/3545,47-48=-2658/2785,46-47=-2371/2545,45-46=-2124/2278, 44-45=-1858/2012,43-44=-1591/1745,42-43=-1324/1478,41-42=-1058/1212, 40-41=-791/945,39-40=-524/678,38-39=-258/412,37-38=-124/278,36-37=-258/412, 35-36=-524/678,34-35=-791/945,33-34=-1058/1212,32-33=-1324/1478, 31-32=-1591/1745,30-31=-1858/2012,29-30=-2124/2278,28-29=-2364/2545, 27-28=-2658/2785,25-27=-3351/3545 WEBS 2-48=-271/154,24-27=-259/145 \�<C.c.' GPIN4 61 NOTES ,C? , 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever $ C ) PC t,- 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)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. li t✓ORE •N+� IG It 5)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs I Gt]„1 ' �"4+ ColftRflT€811940sob`tith other live loads. 410 1 r Q� OSEPIA RENEWAL DATE: 12/31/2013 July 20,2012 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 Elk' designations shown on individual web and chord members am for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, a� delivery,erection,lateral restraint and diagonal bracing,consult ANSI/7P11,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte-Summercreek Bld 5 Roof 15731867 B1206906-8 C04 GABLE1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Jul 20 10:16:52 2012 Page 2 I D:kAEz_649Ava0wwci E UkO_Bz Hujn-mes8o9kDHfHYavb_91 gb g mABXANckNpJgtS8pTywC KP NOTES 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 1-4-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)*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. 11)A plate rating reduction of 20%has been applied for the green lumber members. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)39,40,41,42,43,44,45,46,47,36,35,34,33,32,31,30, 29,28 except(jt=lb)25=1781,1=1754,48=158,27=138. 13)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14)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 34-0-0 for 200.0 plf. 15)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING ac SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte-Summercreek Bld 5 Roof 15731868 81206906-B C04-A GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Jul 20 10:16:57 2012 Page 1 ID:KbZrM42Hu_BR3St7ZMAJNYzHujq-7bg 1 ssoM5BvrhgUxyrFmNgtl EB49PS93_9AvUhywCKK ,1--1 6-3-12 13-0-0 1 19-0-0 I 23-0-0 1 29-8-5 34-0-0 5-0-0 1-0-0 6-3-12 6-8-4 6-0-0 4-0-0 6-8-5 4-3-11 -0-0 4x4 = Scale=1:73.6 6.00 12 15 6 17 15-0-0I 14 - 18 51737 19 3x6 % 12 2021 58 3x6 J 11 22 910 23 8 a+ 24 0 7 _ 1• X E 25 rn 6 266x8 5 4 _ _ / 2728 29 3 4 I. L _ N M�71 2 B 8 r�p - B 8 X - V - Yo'�. X X k' X X X X VX X x X x X X XX X XXX X X X X k X X XX X X XXX X X X X 6x10 % 54 53 52 51 50 49 48 47 45 44 4-3 42 41 40 5639 38 37 36 35 34 33 32 31 30 46 5x8 = 9x12 MT18H= 3x6 = 5x8 II 27-8-14 6-3-12 1 13-0-0 114-6-0 1 19-6-0 23-0-0 29-8-5 34-0-0 6-3-12 6-8-4 1-6-0 5-0-0 3-6-0 6-8-5 4-3-11 Plate Offsets(X,Y): [2:0-5-6,0-3-0],[27:0-2-4,0-1-8],[30:Edge,0-3-8],[38:0-4-0,0-3-4 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.42 Vert(LL) 0.00 28 n/r 180 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.37 Vert(TL) 0.00 28 n/r 180 MT18H 220/195 TCDL 10.0 Rep Stress Incr Yes WB 0.86 Horz(TL) 0.05 40 n/a n/a BCLL 0.0 * Code IRC2009/TPI2007 (Matrix) Wind(LL) -0.00 28 n/r 90 Weight:279 lb FT=10% BCDL 15.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-0-10 oc purlins, except BOT CHORD 2 x 4 DF No.1&Btr G end verticals. WEBS 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 3-4-4 oc bracing. OTHERS 2 X 4 DF No.2 WEBS 1 Row at midpt 16-41,15-42,14-43,17-40,18-39 WEDGE Left:2 X 6 SYP No.2 REACTIONS All bearings 34-0-0. (Ib)- Max Horz2=179(LC 23) Max Uplift All uplift 100 lb or less at joint(s)41,42,43,44,45,47,48,49,50, 51,52,53,40,39,38,37,36,35,34 except 2=-2082(LC 18),30=-5175(LC 21), 54=-127(LC 23),33=-120(LC 25),32=-276(LC 24),31=-3778(LC 24) Max Gray All reactions 250 lb or less at joint(s)42,43,44,45,47,48,49,50,51, 52,53,40,39,38,37,36,35,34,33 except 2=2265(LC 13),30=5361(LC 16), 41=399(LC 24),54=324(LC 14),32=353(LC 13),31=3734(LC 13) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-4684/4511,3-4=-3937/3836,4-5=-3616/3544,5-6=-3288/3255,6-7=-2962/2972, 7-8=-2646/2694,8-9=-2341/2415,9-10=-2120/2151,10-11=-2043/2137, 11-12=-1745/1859,12-57=-1450/1580,13-57=-1274/1316,13-14=-1156/1301, 14-15=-863/1030,15-16=-563/711,16-17=-192/413,17-18=-417/567,18-19=-717/837, 19-20=-1015/1106,20-58=-1021/1112,21-58=-1303/1376,21-22=-1599/1646, 22-23=-1637/1657,23-24=-1898/1921,24-25=-2200/2204,25-26=-2463/2450, 26-27=-2865/2835,27-28=-368/440 BOT CHORD 2-54=-3930/4100,53-54=-3390/3473,52-53=-3096/3233,51-52=-2856/2966, 50-51=-2590/2700,49-50=-2323/2433,48-49=-2056/2166,47-48=-1790/1900, 46-47=-1523/1633,45-46=-1283/1393,45-55=-1256/1366,44-55=-1090/1200, `( PR tn' 43-44=-990/1100,42-43=-723/806,41-42=-456/566,41-56=-190/300,39-40=-326/436, „`Gj NGIN, 'F rO 38-39=-593/703,37-38=-860/969,36-37=-1126/1236,35-36=-1393/1503, ,NJ R 9 34-35=-1660/1769,33-34=-1926/2036,32-33=-2193/2303,31-32=-2460/2569, ��J�J2�JP t" 30-31=-2733/2843 WEBS 16-41=-348/121,26-32=-316/284,27-31=-3684/3788,27-30=-6143/5908 NOTES �;- g` 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever ":" '�f/ left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 1 Vt Y 12 2O4 - Continued on page 2 4°SEPVN Q RENEWAL DATE: 12/31/2013 July 20,2012 WARNING-Verify design parameters and mad notes on this Truss Design brewing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability Et of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte-Summercreek BId 5 Roof 15731868 81206906-B C04-A GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Jul 20 10:16:58 2012 Page 2 ID:KbZrM42Hu BR3St7ZMAJNYzHujq-boDP3Cp_sV1hlg38WZm?v1QC_bQ08vPCDpvT07ywCKJ NOTES 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)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)115.01b AC unit load placed on the bottom chord,17-0-0 from left end,supported at two points,5-0-0 apart. 7)All plates are MT20 plates unless otherwise indicated. 8)All plates are 2x4 MT20 unless otherwise indicated. 9)Gable requires continuous bottom chord bearing. 10)Gable studs spaced at 1-4-0 oc. 11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12)*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. 13)A plate rating reduction of 20%has been applied for the green lumber members. 14)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)41,42,43,44,45,47,48,49,50,51,52,53,40,39,38,37, 36,35,34 except(jt=lb)2=2082,30=5175,54=127,33=120,32=276,31=3778. 15)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. 16)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 34-0-0 for 200.0 plf. 17)"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 =Emit/ of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte-Summercreek Bid 5 Roof 15731869 B1206906-B D01 GABLE 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Jul 20 10:17:02 2012 Page 1 27 ID:kAEz 649Ava0wwciEUk0_BzHujn-TZTwvasVwjY7nRMvIOrx4tbyDCrs4w8o8Rtg9uywCKF 09a1 i 14 4-45 48-61 7-3-10 7I-7-11 12-0-0 12-9-0 0-9-0 4-45 0-4-1 2-7-4 6-4-1 4-4-5 0-9-0 Scale=1:25.6 4x6= 2x4 I I 4x6= 6 5 i X `f 2x4 11 . " — - . 25 2223 24 7 82x4 II 8.00 12 4 26 2x4 11 21 92x4 11 3 4 n c 27 20 28 19 10 r 2 m 1 , 11 IV xx xxx��xu xxxx . XX XX' __ 29 18 30 17 31 16 32 15 33 14 34 13 35 12 36 3x6= 3x6 2x4 11 2x4 I 1 2x4 I I 2x4 11 2x4 1 I 2x4 11 2x4 11 27-8-14 4-45 4 8-61 7-3-10 71-7-11 12-0-0 4-4-5 0-4-1 2-7-4 0-4-1 4-4-5 Plate Offsets(X.Y): [2:0-3-9.0-1-81.[5:0-3-0,0-0-12],[7:0-3-0,0-0-121.[10:0-3-9,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.09 Vert(LL) 0.00 10 n/r 180 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.08 Vert(TL) 0.00 10 n/r 180 TCDL 10.0 Rep Stress Incr Yes WB 0.05 Horz(TL) 0.00 10 n/a n/a BCLL 0.0 * Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.00 10 n/r 90 Weight:58 lb FT=10% BCDL 15.0 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 4 DF No.1&Btr G 2-0-0 oc purlins(6-0-0 max.):5-7. OTHERS 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing:15-16,14-15. REACTIONS All bearings 12-0-0. (Ib)- Max Horz2=84(LC 6) Max Uplift All uplift 100 lb or less at joint(s)2,10,15,16,17,18,14,13,12 Max Gray All reactions 250 lb or less at joint(s)except 2=312(LC 26),10=312(LC 34), 15=332(LC 46),16=310(LC 45),17=304(LC 44),18=348(LC 43),14=310(LC 47), 13=304(LC 48),12=348(LC 49) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 6-15=-286/78,3-18=-281/81,9-12=-281/81 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.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)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1,Lu=50-0-0 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Provide adequate drainage to prevent water ponding. 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 1-4-0 oc. QO' 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �Q 10)*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 `s �1yGIN �6>o fit between the bottom chord and any other members. ttit 11)A plate rating reduction of 20%has been applied for the green lumber members. ��J�5PE 'V 12)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, CC.14,13,12. 13)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. 14)This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the �/ 0- GS Top Chord and Bottom Chord,nonconcurrent with any other live loads. i2 t✓/L 2,°2 6\ -A do`1)Iti�i 899113 2Member end fixity model was used in the analysis and design of this truss. JOSEPH RENEWAL DATE: 12/31/2013 July 20,2012 AWARNING-Verify design parameters and read notes on this Truss Design Dewing 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.ApplicabilityEmit 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 Safety Information)available from CONSu�. ULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte-Summercreek Bld 5 Roof 15731869 81206906-B 001 GABLE 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Jul 20 10:17:02 2012 Page 2 I D:kAEz_649Ava0wwciEUkO_BzHujn-TZTwvasVwjY7nRMvIQrx4tbyDCrs4w8o8Rtg9uywCKF NOTES 16)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 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 art of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte-Summercreek Bid 5 Roof 15731870 61206906-B D02 HOWE 2 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Jul 20 10:17:07 2012 Page 1 I D:CMoLCRSnxCisX4BuoCFFXOzHu)m-q WGpyHwelQAQtQFsXyR7nxIIRDSr12zXHibRr6ywCKA 27-8-1427-8-14 3-3-15 6-0-0 8-8-1 { 12-0-0 3-3-15 1 2-8-1 2-8-1 3-3-15 4x6 II Scale=1:31.0 3 itml 18 8.00 Ti- 17 19 3x6 G 16 3x6 4 2 , ,N :t 1116.4N... 1s 1 1�. i ►�IIIinJIII�mimillLm111� a4 Io �� 9 8 10 11 12 13 6 14 �� .-x4 mi 7 7x14 MT18H�i8x8— HUS26 3x6 7x14 MT18H HUS26 3x6HUS26 27-8-14 27-8-14 HUS26 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): 11:0-4-11,Edge],[2:0-2-0,0-1-81[3:0-2-12,0-2-01[4:0-2-0,0-1-81[5:0-4-11,Edge1[6:0-4-8,0-1-8],[7:0-4-0,0-4-8],[8:0-4-8,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.38 Vert(LL) -0.05 7-8 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.48 Vert(TL) -0.14 7-8 >999 180 MT18H 220/195 TCDL 10.0 Rep Stress lncr NO WB 0.59 Horz(TL) 0.04 5 n/a n/a BCLL 0.0 * Code IRC2009/TP12007 (Matrix) Weight:130 lb FT=10% BCDL 15.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-10-14 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* W3:2 x 4 DF No.1&Btr G WEDGE Left:2 x 4 DF Std,Right:2 x 4 DF Std REACTIONS (lb/size) 1=5327/0-5-8 (min.0-3-14),5=5327/0-5-8 (min.0-3-14) Max Hoa 1=-114(LC 18) Max Uplift1=-3751(LC 21),5=-3751(LC 24) Max Grav1=7840(LC 12),5=7840(LC 11) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-15=-11808/5831,2-15=-10810/4889,2-16=-7305/3111,16-17=-6639/2406, 3-17=-6460/2313,3-18=-6460/2313,18-19=-6639/2408,4-19=-7305/3111, 4-20=-10810/4889,5-20=-11808/5831 BOT CHORD 1-9=-4778/9685,8-9=-3865/8711,8-10=-2867/7880,10-11=-2615/7461,7-11=-2199/7045, 7-12=-2160/7045,12-13=-2576/7461,6-13=-2828/7880,6-14=-3826/8711, 5-14=-4739/9685 WEBS 2-8=-700/2758,3-7=-1397/5864,4-6=-701/2758,2-7=-2457/752,4-7=-2457/753 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 �e°tyj PROptSO connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. Nuc•eN.GIN /0 3)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.0psf;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=1.334:4* $rj�J�rJ 7 4)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 5)Unbalanced snow loads have been considered for this design. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. xy ( . 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 ,( if t; between the bottom chord and any other members. 14 (✓6 '© ,J Lt 2,2.� t.,4-1/4 i fiogd Jction of 20%has been applied for the green lumber members. _/ RENEWAL DATE: 12/31/2013 July 20,2012 A WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design Etvalid 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 NG LLC delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte-Summercreek Bld 5 Roof 81206906-B 002 HOWE 2 w 15731870 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Jul 20 10:17:07 2012 Page 2 ID:C MOLCRSnxCisX4BuoCFFXOzHujm-q WGpyHwelGAQtC FsXyR7nxIIRDSr12zXHibRrBywCKA NOTES 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=3751,5=3751. 11)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R602.10.2 and referenced standard ANSI/TPI 1. 12)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13)This truss has been designed for a total drag load of 625 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 12-0-0 for 625.0 plf. 14)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 15)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 truss(es)CO3(1 ply 2 x 4 DF) to front face of bottom chord. 16)Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-5=-30,1-3=-70,3-5=-70 Concentrated Loads(Ib) Vert:7=-1900(F)9=-1900(F)10=-1900(F)13=-1900(F)14=-1900(F) aWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability Ef of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSIA7M LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte-Summercreek Bid 5 Roof 15731872 81206906-B E01 GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Jul 20 10:17:08 2012 Page 1 I D:CMoLCRSnxCisX4BuoCFFXOzHujm-Ijg89dxGWZI HV Mp35fyMJ8r?WdvG Ue?g WM K?NYywCK9 0 -8-14 5-5-12 10-11-8 11-8-8 15-5-12 0-9-0 I 5-5-12 5-5-12 0-9-0 4x4 = Scale=1:28.3 6 2x4 I I>4dlI1ih1 111 IIII 15 r r`sim t1 q 3x6= 18 17 16 15 14 13 12 3x6=- 27-8-14 27-8-14 2x4 I I 2x4 I I 2x4 I I 2x1°I,1 8 2x4 I I 2x4 I I 2x4 I I II 10-11-8 Plate Offsets(X,Y): F2:0-3-9.0-1-81,110:0-3-9,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.03 Vert(LL) -0.00 11 n/r 180 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.02 Vert(TL) -0.00 11 n/r 180 TCDL 10.0 Rep Stress Incr Yes WB 0.02 Horz(TL) 0.00 10 n/a n/a BCLL 0.0 * Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.00 10 n/r 90 Weight:54 lb FT=10% BCDL 10.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 x 4 DF Std G REACTIONS All bearings 10-11-8. (Ib)- Max Horz2=-108(LC 5) Max Uplift All uplift 100 lb or less at joint(s)2,10,16,17,18,14,13,12 Max Gray All reactions 250 lb or less at joint(s)2,10,15,16,17,18,14,13,12 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.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)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10)A plate rating reduction of 20%has been applied for the green lumber members. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,10,16,17,18,14, �c* �O Pcup , 13,12. N. tyG N Lc� //012)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. oc t rur '7 13)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. C . LOAD CASE(S) Standard , 14r� �'�/112,25S,{'�i4` aoSEPN '0 RENEWAL DAA. 12/31/2 013 July 20,2012 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ ReferenceSheet(rev.03-11)before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability , of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint t& designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte-Summercreek Bld 5 Roof 15731873 81206906-B E02 HOWE 1 2 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Jul 20 10:17:12 2012 Page 1 27-8-14 ID:CMoLCR5nxCisX4BuoCFFXOzHujm-BU4i??_mogi, 7gKV1IU_?bkEApQIfGR_ICWJywCK5 3-1-0 5-5-12 7-10-8 10-11-8 3-1-0 2-4-12 2-4-12 3-1-0 4x6 11 Scale=1:29.3 3 PR a1 8.00 12 18 -i 17 3x6 3x6, 2 4 19 ,6 7x14 MT18H".i 7x14 MT18H�� Al &41111.1M111.11111111111 111 = 9 10 8 11 7 12 13 6 14 15 vri- HUS26 3x8 II HUS26 8x8 = 3x8 II HUS26 27-8-14 HUS26 HUS26 27-8-14 3-1-0 5-5-12 7-10-8 10-11-8 I 3-1-0 2-4-12 2-4-12 3-1-0 Plate Offsets(X,Y): [1:0-4-11,Edge],[2:0-1-12,0-1-8],[3:0-2-8,0-2-0]_[4:0-1-12,0-1-8],[5:0-4-11,Edge],[6:0-4-8,0-1-81,j7:0-4-0,0-4-12],[8:0-4-8,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.40 Vert(LL) -0.05 7-8 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.49 Vert(TL) -0.13 7-8 >967 180 MT18H 220/195 TCDL 10.0 Rep Stress Incr NO WB 0.62 Horz(TL) 0.04 5 n/a n/a BOLL 0.0 * Code IRC2009/TPI2007 (Matrix) Weight:118 lb FT=10% BCDL 15.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-9-5 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* W3:2 x 4 DF No.1&Btr G WEDGE Left:2 x 4 DF Std,Right:2 x 4 DF Std REACTIONS (lb/size) 1=5505/0-5-8 (min.0-4-0),5=6544/0-5-8 (min.0-4-8) Max Horz1=104(LC 19) Max Uplift1=-3833(LC 21),5=-4079(LC 24) Max Grav1=8055(LC 12),5=9094(LC 11) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-16=-12151/5958,2-16=-11130/4988,2-17=-7619/3190,3-17=-7006/2608, 3-18=-7009/2604,4-18=-7621/3191,4-19=-11239/5014,5-19=-12261/5985 BOT CHORD 1-9=-4888/10000,9-10=-3850/8883,8-10=-3850/8883,8-11=-2923/7956, 7-11=-2450/7483,7-12=-1767/6910,12-13=-2240/6910,6-13=-3079/8054, 6-14=-4077/9221,14-15=-4567/9711,5-15=-4876/10020 WEBS 2-8=-731/2807,3-7=-1480/6216,4-6=-762/2935,2-7=-2466/760,4-7=-2595/792 NOTES 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2 x 4-1 row at 0-7-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-2-0 oc. Webs connected as follows:2 x 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 0) PF Optc,' 3)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever �� IN d;0 left and right exposed;Lumber DOL=1 33 plate grip DOL=1.33 NJ 4)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 r ' `, 5)Unbalanced snow loads have been considered for this design. 85525PE 6)All plates are MT20 plates unless otherwise indicated. / 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)*This truss has been designed for a live load of 20.0psf 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. OREGON 9)A plate rating reduction of 20%has been applied for the green lumber members. `s& [2 r 2t NN "., . Continued on page 2 �G RENEWAL. DATE: 12/31/2013 July 20,2012 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 rk of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte-Summercreek Bld 5 Roof 15731873 B1206906-B E02 HOWE 1 �f L Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Jul 20 10:17:12 2012 Page 2 ID:CMoLCR5nxCisX4BuoCFFXOzHujm-BU4i??_mZooi_7gKV 1 I U_?bkEApQIfGR_I CWJywCK5 NOTES 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=3833,5=4079. 11)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13)This truss has been designed for a total drag load of 700 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 10-11-7 for 700.1 plf. 14)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 15)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 truss(es)A03(1 ply 2 x 4 DF) to front face of bottom chord. 16)Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-5=-30,1-3=-70,3-5=-70 Concentrated Loads(Ib) Vert:6=-2200(F)10=-2200(F)11=-2200(F)12=-2200(F)15=-2200(F) AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability rt of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CO u�cLILT/NG LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte-Summercreek Bld 5 Roof 15731875 61206906-B F02 MONO TRUSS 10 1 Job RefgeWO$(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Jul 20 10:17:14 2012 Page 1 1-0-0 18 I�:gZMkPn6QiWgj40Dm5MvmU4czH�tgl_�tpSQg?15P2QDHHDSw3mZP41Y2wRuLsZulnJaCywCK3 1-0-0 1-0-0 Scale=1:7.7 3 6.00 112 IdrA 1 .17 1 -_, 4 6 3x4=- LOADING LOADING(Ps25 0 SPACING 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL(Roof Snow=25.0) Plates Increase 1.15 TC 0.06 Vert(LL) -0.00 2-4 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.16 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 15.0 Code IRC2009/TPI2007 (Matrix) Weight:5 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=161/0-5-8 (min.0-1-8),4=14/Mechanical,3=-8/0-1-8 (min.0-1-8) Max Horz2=45(LC 5) Max Uplift2=-85(LC 5),3=-60(LC 9) Max Grav2=306(LC 11),4=264(LC 14),3=248(LC 12) 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=3.0psf;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)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 3)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,3. 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)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. cor}Op 13)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. N�r1 ,1,GI E: /0 LOAD CASE(S) Standard 44-t 0112,` '�- `/OSEPN Q RENEWAL DATE: 12/31/2013 July 20,2012 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, �I� delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte-Summercreek Bld 5 Roof 15731876 B1206906-B L01 GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Jul 20 10:17:15 2012 Page 1 ID:gZMkPn6QiWgj9Dm5MvmU4czHujl-bggI dd00fsjAHrRsP?da?5dd9BSGndm_i7yXs7eywCK2 1 8-1-2 B-�-P -0-9-0 2-9-4 5-6-8 6-3-8 I 0-9-0 2-9-4 2-9-4 0-9-0 Scale=1:17.5 4x4= 3 15 8.00 12 14 i-r 2x411 162x4 13 hi4 II II AilIllitib... g� r r 1111 . .- 5 Io 0 1 11 6 12 ,/ OIN 2x4 II 2x4 II 2x4 I I Mil / 3x10 = 3x10 = 8-1-2 8-1-2 2-9-4 I 5-6-8 I 2-9-4 2-9-4 Plate Offsets(X,Y): [2:0-10-3,0-1-21,14:0-10-3,0-1-21 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.20 Vert(LL) -0.01 4-6 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.15 Vert(TL) -0.02 4-6 >999 180 TCDL 10.0 Rep Stress Incr Yes WB 0.14 Horz(TL) 0.00 4 n/a n/a BCLL 0.0 * Code IRC2009/TP12007 (Matrix) Weight:24 lb FT=10% BCDL 15.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-5-7 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 5-8-1 oc bracing. WEBS 2 x 4 DF Std G OTHERS 2 x 4 DF Std G REACTIONS (lb/size) 2=323/0-5-8 (min.0-1-10),4=323/0-5-8 (min.0-1-10) Max Horz2=56(LC 6) Max Uplift2=-1281(LC 22),4=-1281(LC 25) Max Grav2=1508(LC 13),4=1508(LC 12) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-13=-2245/2008,13-14=-1046/996,3-14=-705/555,3-15=-705/555,15-16=-1046/995, 4-16=-2245/2007 BOT CHORD 2-11=-1429/1592,6-11=-793/956,6-12=-794/957,4-12=-1429/1592 WEBS 3-6=0/337 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Gable studs spaced at 1-4-0 oc. � 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. t 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 `C3� �,{'j{ [ E / . fit between the bottom chord and any other members. �C? " 9)A plate rating reduction of 20%has been applied for the green lumber members. C . $�J�J2rJPE 7 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b) 2=1281,4=1281. 11)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. /12)This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the �� f'=t*! ,` jt tr Top Chord and Bottom Chord,nonconcurrent with any other live loads. 4,i 64'12 `Ldp 4C',' Continued on page 2JOSEPH Q RENEWAL DATE: 12/31/2013 July 20,2012 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.ApplicabilityEt of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, /� delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte-Summercreek Bld 5 Roof 15731876 81206906-B L01 GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Jul 20 10:17:16 2012 Page 2 I D:gZMkPn6Qi Wgj9Dm5MvmU4czHujl-3FJ DrM 1 Hd 118TbRbZLSEegAKxrcOMDDrMcGQf4ywCK1 NOTES 13)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. 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 rk of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, T� /� delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULT/NG LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte-Summercreek Bld 5 Roof 15731877 81206906-B L02 GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7250 s Aug 25 2011 MiTek Industries,Inc. Fri Jul 20 10:17:17 2012 Page 1 ID:gZMkPn6Qi Wgj9Dm5MvmU4czHujl-XRtb2i2vOKR?41?n72cTA2iVPFvn5ib?aGOzB WywCK0 _0_9-0 8-11 2 4-9-4 4-11-8 0-9-0 2-9-4 2-2-4 3x6= Scale=1:18.5 3 A` .' 9 8.00 12 4x6 �, 4 8 '` 5 2 \I lrp,,.r.,,ia.,_zilimmmm.Z11.r . 1 7 ,/ 3x10 = 6 5x8 I I 8-1-2 8-1-2 I 2-9-4 4-11-8 I 2-9-4 2-2-4 Plate Offsets(X,Y): [2:0-10-3.0-1-2j,[3:0-3-0,Edge],[5:0-5-14,Edgel LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.25 Vert(LL) -0.09 2-5 >607 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.37 Vert(TL) -0.15 2-5 >359 180 TCDL 10.0 Rep Stress Incr Yes WB 0.00 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 BCDL 15.0 * Code IRC2009/TPI2007 (Matrix) Weight:19 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-4-13 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 5-5-2 oc bracing. SLIDER Right 2 X 6 DF No.2 1-3-0 REACTIONS (lb/size) 2=306/0-5-8 (min.0-1-11),5=228/Mechanical Max Horz2=167(LC 20) Max Uplift2=-1364(LC 22),5=-1309(LC 25) Max Grav2=1575(LC 13),5=1497(LC 12) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-8=-2295/2164,3-8=-1112/1153,3-9=-559/505,4-9=-976/899,4-5=-1693/1572 BOT CHORD 2-7=-1538/1607,5-7=-803/873 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.0psf;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)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=1364, . to ru „ 5=1309. 10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced cROpt j ,�,G11VEE '>, standard ANSI/TPI 1. -C?,. '" '4 _ 11)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the k oc r'st nc P Top Chord and Bottom Chord,nonconcurrent with any other live loads. 12)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. 13)"Fix heels only Member end fixity model was used in the analysis and design of this truss. 4.1 LOAD CASE(S) Standard 1jt• �L 1'12,"P 4,..4'4' RENEWAL DATE: iz/31/2013 July 20,2012 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 Et of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, � delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and SCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte-Summercreek Bld 5 Roof i 15731878 81206906-B M01 MONO TRUSS 2 1 Job Referenpe0(pptional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 011 iTek Industries,Inc. Fri Jul 20 10:17:18 2012 Page 1 8-1-2 ID:gZMkPn6QiWgj9Dm5MvmU48c2fFlujl-?eRzG23X9eZsiva_h17ijFFhifF2g9r8pwlXjzywCK? -1-0-02-0-0 1-0-0 2-0-0 Scale=1:10.5 3 6 6.00 12 :Aglglggllgi v2 1 M., 7 3x4= 4 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.12 VertLL -0.01 2-4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.37 Vert(TL) -0.01 2-4 >999 180 TCDL 10.0 Rep Stress Incr Yes WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 Code IRC2009/TPI2007 BCDL 15.0 (Matrix) Weight:7 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=190/0-5-8 (min.0-1-8),4=29/Mechanical,3=48/0-1-8 (min.0-1-8) Max Horz2=64(LC 7) Max Uplift2=-75(LC 7),3=-24(LC 7) Max Grav2=325(LC 13),4=279(LC 16),3=264(LC 14) 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=3.0psf;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)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,3. 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. 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 moving concentrated load of 250.01b live located at all mid panels and at all panel points along the , QRQp Top Chord and Bottom Chord,nonconcurrent with any other live loads. s.,1,GINE 6:/0 14)"Fix heels only'Member end fixity model was used in the analysis and design of this truss. 9' Nu i/ LOAD CASE(S) Standard CC. 85525PE R4, 641"12.24. .�„ 44. ' OSEPN '0 '..,, RENEWAL DATE: 12/31/2013 July 20,2012 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 rkj of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint ii designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, uc delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte-Summercreek BId 5 Roof 15731879 81206906-B M02 MONO TRUSS 12 1 Job Referencg,(pptional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7250 s Aug 25 20.11.MiTek Industries,Inc. Fri Jul 20 10:17:19 2012 Page 1 I D:gZMkPn6Qi Wgj9Dm5MvmU4czHujl-UcpOLT039wyhjK29AET6rGTosR3aHZc512aV4GPywCK_ 1-0-0 8-1-2 2 0-0 8-1-2 1-0-0 2-0-0 Scale=1:10.5 3 6 6.00 12 :41411111 1 V '/ 2 1 0001 Alole4111111... 1.111r1111111111 7 M 3x4= 4 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.12 Vert(LL) -0.01 2-4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.37 Vert(TL) -0.01 2-4 >999 180 TCDL 10.0 Rep Stress Incr Yes WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 * Code IRC2009/TPI2007 (Matrix) Weight:7 lb FT=10% BCDL 15.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=190/0-5-8 (min.0-1-8),4=29/Mechanical,3=48/0-1-8 (min.0-1-8) Max Horz2=64(LC 7) Max Uplift2=-75(LC 7),3=-24(LC 7) Max Grav2=325(LC 13),4=279(LC 16),3=264(LC 14) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.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)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,3. 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. 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. � Q 13)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the ,i t. Top Chord and Bottom Chord,nonconcurrent with any other live loads. `c" C}G) fi � 14)"Fix heels only"Member end fixity •model was used in the analysis and design of this truss. •? ' - 44r -57 LOAD CASE(S) Standard 85525PE t ielZ Y 12, 6.4 2P 4QSEPN d RENEWAL DATE: 12/31/2013 July 20,2012 AWARNING-Veriy 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 , lj& designations shown on individual web and chord members am for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CO(W�c ULT/NG LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte-Summercreek Bld 5 Roof 15731880 B1206906-B P1 KINGPOST 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Jul 20 10:17:21 2012 Page 1 ID:9lw6c772TgyanNLHvcHjcpzHujk-QD66u45Q�71x}22ZMJZMuhPLtt9vsHQ1 U5bVu_BJIywCJy 1 0-9-08112 4-3-12 8-5-0 0-9-0 4-3-12 4-1-4 4x4= Scale=1:25.0 3 9i 10 8.00 12 m 11 rV M 4 2 n 0 1 r IMMmil e IIIIIIllr5 _ �/ 6 7 , o 2x4 H 3x4 = 3x4= 8-1 2 3x6 1 8-1-2 1 4-3-12 8-5-0 4-3-12 4-1-4 i Plate Offsets(X.Y): [4:0-0-0,0-0-111,[4:0-0-11,0-4-6] LTCLL OADING(psf) 25 0 SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.31 Vert(LL) -0.05 2-5 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.27 Vert(TL) -0.07 2-5 >999 180 BCLL 0.0 * Rep Stress Incr Yes WB 0.16 Horz(TL) 0.00 4 n/a n/a BCDL 15.0 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 6-0-0 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x4 DF Std G WEDGE Right 2 x 4 DF Std REACTIONS (lb/size) 2=471/0-5-8 (min.0-1-8),4=394/0-5-8 (min.0-1-8) Max Horz2=92(LC 6) Max Uplift2=-125(LC 7),4=-75(LC 8) Max Grav2=471(LC 1),4=448(LC 16) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-8=-436/64,8-9=-395/64,3-9=-383/72,3-10=-396/68,10-11=-403/61,4-11=-421/61 BOT CHORD 2-6=-12/321,5-6=-12/321,5-7=-12/321,4-7=-12/321 WEBS 3-5=0/395 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.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)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. PRO14- 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4 except(jt=lb) `� ��] ( clip. 2=125. r5s 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced 44r O�JC tZDE 1 standard ANSI/TPI 1. 10)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 11)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. '*S> OREGON LOAD CASES) Standard h, zte 9,kGj�,12 �0 fit. (lQSEPN S.) RENEWAL DATE: 12/31/2013 July 20,2012 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 E of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint mik designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, � delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING(LC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte-Summercreek Bid 5 Roof 15731881 B1206906-B P2 KINGPOST 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Jul 20 10:17:22 2012 Page 1 ID:91w6c772TgyanNLHvcHjcpzHujk-uPgU5P662Dt31 BWulwbCet5QKbGdfmxNkkYjkskywCJx 8-1-2 4-3-12 7-11-8 4-3-12 3-7-12 4x4= Scale=1:23.4 2 8.00 12 10 r, 11 12 4x4 Q 3 I 9 r%rl > , 4 ' 111 ill f o �/ 7 B I=, 6 2x4 I I 5 3x4= 8-1-2 4x6 1g 11 2 4-3-12 7-11-8 I I 4-3-12 3-7-12 Plate Offsets(X,Y): 11:0-0-7,0-0-21,f4:0-4-9,0-0-101 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.32 Vert(LL) -0.05 1-6 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.27 Vert(TL) -0.07 1-6 >999 180 TCDL 10.0 Rep Stress Incr Yes WB 0.16 Horz(TL) 0.00 4 n/a n/a BCLL 0.0 * Code IRC2009/TPI2007 (Matrix) Weight:32 lb FT=10% BCDL 15.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 DF Std G SLIDER Right 2 X 6 DF No.2 1-11-4 REACTIONS (lb/size) 1=380/0-5-8 (min.0-1-8),4=385/Mechanical Max Horz1=-84(LC 5) Max Upliftl=-74(LC 7),4=-70(LC 8) Max Grav1=440(LC 13),4=445(LC 15) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-9=-390/61,9-10=-369/61,2-10=-353/69,2-11=-379/77,11-12=-388/71,3-12=-392/71, 3-4=-412/69 BOT CHORD 1-7=-15/300,6-7=-15/300,6-8=-15/300,4-8=-15/300 WEBS 2-6=0/387 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.0psf;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)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. � {� 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,4. ,�F4E Ft 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced �`c ' ��yy(y1N �rgJp9 standard ANSI/TPI 1. • 10)This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the @, $�CJ2ZDt f'" •,, Top Chord and Bottom Chord,nonconcurrent with any other live loads. , 11)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard •-/� /if 9 '''ty,12 2S) -- '10SEPN b, RENEWAL DATE 12/31/2013 July 20,2012 A WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability l of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint mit designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and SCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte-Summercreek Bld 5 Roof 15731882 81206906-B P KINGPOST 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Jul 20 10:17:20 2012 Page 1 o-s-0 8-1-2 4.3 12 I D:91w6c772Tgyan NLHvcHjcpzHujk-y0Zjhk4nhFpaXCkMoAAAogK_9TxAl1 pRGEEdnrywCJz 8-7-8 8-1-2 Z 9- I 4-8 0-9-0 I 4-3-12 i 1 4-3-12 0-9-0 4x4= Scale=1:23.4 3 r1 8.00 12 11 10 12 9 N [711166 2 4 1 ' . r __ 5 4 ii— ►/ 7 8 = -0 OM 3x8= 2x4 3x8 = 8-1-2 8-1-2 4-3-12 I 8-7-8 4-3-12 4-3-12 Plate Offsets(X,Y): [2:0-8-3.0-0-14],[4:0-8-3,0-0-14] TOCLL ADING(psf) 25 0 SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.31 Vert(LL) -0.05 2-6 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.27 Vert(TL) -0.07 2-6 >999 180 BCLL 0.0 Rep Stress Incr Yes WB 0.16 Horz(TL) 0.01 4 n/a n/a BCDL 15.0 Code IRC2009/TP12007 (Matrix) Weight:32 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 x 4 DF Std G REACTIONS (lb/size) 2=477/0-5-8 (min.0-1-8),4=477/0-5-8 (min.0-1-8) Max Horz2=86(LC 20) Max Uplift2=-1003(LC 22),4=-1003(LC 25) Max Grav2=1354(LC 13),4=1354(LC 12) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-9=-1955/1540,9-10=-1070/792,3-10=-848/576,3-11=-848/575,11-12=-1070/792, 4-12=-1955/1540 BOT CHORD 2-7=-1106/1395,6-7=-567/905,6-8=-567/905,4-8=-1106/1395 WEBS 3-6=0/399 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=1003, �q) PROF 4his truss ,`Cad 14.0i1VE'4C '5°>Q 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced NJ '� standard ANSI/TPI 1. btr 10)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 85525PE fir"" Top Chord and Bottom Chord,nonconcurrent with any other live loads. 11)This truss has been designed for a total drag load of 300 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 8-7-8 for 300.0 plf. 12)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. �� LOAD CASES) Standard 94., 't)'12,2 4 RENEWAL DATE: 12/31/2 013 July 20,2012 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 rt of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DS&89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte-Summercreek Bld 5 Roof 15731883 81206906-B PGE GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Jul 20 10:17:23 2012 Page 1 I D:91w6c772Tgyan N LHvcHj cpz H ujk-M b EsJ l6azAA8ogTxTJjtQ I yVPgztV O YtzCTH OAywCJw _09-08-i12 4-3-12 8-7-8 8-1I 9-4-8 0-9-0 4-3-12 4-3-12 0-9-0 Scale:1/2"=1 4x4= 3 2x4 141 r1 2x4 II 8.00 12 15 16 13 iiiii 1116N 141 M 4 i 2 r r r 1 5 Io 1 = 11 2x4 II 6 2x4 II 12 4 2x4 II 3x4 = 3x4 = 8-1-2 8-1-2 I 4-3-12 1 8-7-8 I 4-3-12 4-3-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.31 Vert(LL) -0.05 2-6 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.27 Vert(TL) -0.07 2-6 >999 180 TCDL 10.0 Rep Stress Incr Yes WB 0.16 Horz(TL) 0.01 4 n/a n/a BCLL 0.0 * Code IRC2009/TPI2007 (Matrix) Weight:37 lb FT=10% BCDL 15.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4DFStdG OTHERS 2 x 4 DF Std G REACTIONS (lb/size) 2=477/0-5-8 (min.0-1-8),4=477/0-5-8 (min.0-1-8) Max Horz2=86(LC 6) Max Uplift2=-125(LC 7),4=-125(LC 8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-13=-448/62,13-14=-409/62,3-14=-403/70,3-15=-403/70,15-16=-409/62, 4-16=-448/62 BOT CHORD 2-11=-4/332,6-11=-4/332,6-12=-4/332,4-12=-4/332 WEBS 3-6=0/399 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSUTPI 1. 3)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �[� rsrs, fit between the bottom chord and any other members. 9, �' 9)A plate rating reduction of 20%has been applied for the green lumber members. \ca Y. �.GINE F c;0' 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Ot=lb)2=125, {u 9' 4=125. i44,i" 85525PE • r' 11)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standardPI L �� has b 12)This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 13)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 1) C Q` '' 1(f lip qt}"12,20 44 LOAD CASE(S) Standard 'JOSE12 �4 RENEWAL DATE: 12/31/2013 July 20,2012 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 Z it' of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULflNG LLC SBCA at www.sbcindustry.com. Job Truss Truss Type 'Qty Ply Pulte-Summercreek Bld 5 Roof 15731884 B1206906-B X KINGPOST 6 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Jul 20 10:17:25 2012 Page 1 812 ID:91w6c772TgyanNLHvcHjcpzHu1k-1 MckRBwVoRs2zdKbkILVj2t_UbJzKaAQWy0S3ywCJu 2-10-12 I 5-9-8 5-112 6-6-8 2-10-12 2-10-12 0-9-0 3x6= Scale=1:18.0 2 All 8.0012 .. 7 8 6 1 3 KI 4 v M/ 5 M 3x4 = 3x4= 8-1-2 8-1-2 I 2-10-12 I 5-9-8 I 2-10-12 2-10-12 Plate Offsets(X,Y): [2:0-3-0,Edge] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.18 Vert(LL) -0.14 1-3 >452 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.46 Vert(TL) -0.25 1-3 >251 180 TCDL 10.0 Rep Stress Incr Yes WB 0.00 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 * Code IRC2009/TPI2007 (Matrix) Weight:19 lb FT=10% BCDL 15.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-9-8 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=260/0-5-8 (min.0-1-8),3=342/0-5-8 (min.0-1-8) Max Horz1=-65(LC 5) Max Upliftl=-50(LC 7),3=-100(LC 8) Max Grav1=382(LC 14),3=405(LC 16) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-6=-264/52,6-7=-251/52,2-8=-251/65,3-8=-269/60 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.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)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except(jt=lb) 3=100. 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 moving concentrated load of 250.O1b live located at all mid panels and at all panel points along the �0:1 PROpt.' Top Chord and Bottom Chord,nonconcurrent with any other live loads. *:g. t �31N r3'lb,,,,_ � 11)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. t- 'Q Nil a LOAD CASE(S) Standard tt 85525PE t' • 'Pa REGO a ft si- iv%SEPkI SD EHENEWAL DATE: 12/31/2013 July 20,2012 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 E of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint iff ,jilki designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte-Summercreek Bld 5 Roof 15731885 151206906-B XGE-1 GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Jul 20 10:17:28 2012 Page 1 ID:91w6c772TgyanNLHvcHjcpzHu�'k-Z1IMTApojpRvRLvGsJ27MgOChihAf9d6TA230ywCJr 8-1-2 $-'I-� 2-10-12 5-9-8 6-6-8 2-10-12 2-10-12 0-9-0 Scale=1:18.0 4x4= 2 8.0012 _ 2x4 II ' 2x4 II 14 Alli 12 1 3 l 111111 1161116. ►, 10 11 ►'. W2x4 II 52x4 II 2x4 II 3x4 = 3x4= 8-1-2 8-1-2 I 2-10-12 1 5-9-8 I 2-10-12 2-10-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.18 Vert(LL) -0.01 3-5 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.16 Vert(TL) -0.02 3-5 >999 180 TCDL 10.0 Rep Stress Incr Yes WB 0.14 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2009/TP12007 (Matrix) Weight:24 lb FT=10% BCDL 15.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-9-8 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 DF Std G OTHERS 2 x 4 DF Std G REACTIONS (lb/size) 1=260/0-5-8 (min.0-1-8),3=342/0-5-8 (min.0-1-8) Max Horz1=-65(LC 5) Max Upliftl=-50(LC 7),3=-100(LC 8) Max Grav1=382(LC 14),3=405(LC 16) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-12=-342/35,12-13=-330/35,2-13=-322/41,2-14=-330/48,3-14=-348/43 BOT CHORD 1-10=-1/265,5-10=-1/265,5-11=-1/265,3-11=-1/265 WEBS 2-5=0/342 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.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)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. Qi : 9)A plate rating reduction of 20%has been applied for the green lumber members. c 1y,(a1P1 'E r�/©, 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except(jt=lb) �C t- . 3=100. kr 8�JJ2JP 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. 12)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 13)"Fix heels only Member end fixity model was used in the analysis and design of this truss. 1)1- II . 4 0 ►ti 14 1 LOAD CASE(S) Standard 1fQS 12, '0 IENEWAL DATE 12/31/2013 July 20,2012 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-111 before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.ApplicabilityZit of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbdndustry.com. Job Truss Truss Type Qty Ply Pulte-Summercreek Bld 5 Roof 15731886 B1206906-B XGE GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7250 s Aug 25 2011 MiTek Industries,Inc. Fri Jul 20 10:17:26 2012 Page 1 ID:dxUUgT7gE74ROXwTTKoy91zHujj-mAW? n9YG5Zjf7CW9RHa2xa2nt0DilgKfAhy?VywCJt 8-1-2 8-1- 2-10-12 5-9-8 6-6-8 0-9-0 2-10-12 2-10-12 0-9-0 Scale=1:18.0 4x4= 3 PA15 8.00 12 2x4 11 14 2x4 II 16 13 APP 4 2 1 5 Io 11 irA 12 `'/ 2x4 II 6 2x4 II 2x4 II \ 3x4= 3x4= 8-1-2 8-1-2 2-10-12 5-9-8 I 2-10-12 2-10-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.17 Vert(LL) -0.01 4-6 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.16 Vert(TL) -0.02 4-6 >999 180 TCDL 10.0 Rep Stress Incr Yes WB 0.14 Horz(TL) 0.00 4 n/a n/a BCLL 0.0 Code IRC2009/TPI2007 (Matrix) Weight:25 lb FT=10% BCDL 15.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-9-8 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x4 DF Std G OTHERS 2 x 4 DF Std G REACTIONS (lb/size) 2=335/0-5-8 (min.0-1-8),4=335/0-5-8 (min.0-1-8) Max Horz2=-59(LC 5) Max Uplift2=-99(LC 7),4=-99(LC 8) Max Grav2=403(LC 14),4=403(LC 16) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-13=-345/35,13-14=-327/35,3-14=-322/40,3-15=-322/40,15-16=-327/35, 4-16=-345/34 BOT CHORD 2-11=0/262,6-11=0/262,6-12=0/262,4-12=0/262 WEBS 3-6=0/342 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ase PROF 6. fit between the bottom chord and any other members. q' GIN ' $0/ 9)A plate rating reduction of 20%has been applied for the green lumber members. C?~ � 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,4. Q H�J ZJDE 9t, 11)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. / 12)This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the , Top Chord and Bottom Chord,nonconcurrent with any other live loads. 13)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 14v OREGON it h. 44e LOAD CASE(S) Standard 14/ r✓�)"12,20 6 `"E0t4 RENEWAL DATE: 12/31/2013 July 20,2012 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte-Summercreek Bld 5 Roof 15731887 B1206906-B Z MONO TRUSS 5 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug5 201] TF Industries,Inc. Fri Jul 20 10:17:28 2012 Page 1 I D:dxUUgT9g4ROXwTTKoy91 zHujl- f(TApojpRvRLvGsJ27MgNjhaiAhTd6TA30ywCJr -1-0-0 8-1-2 4-0-0 6-0-0 1 1-0-0 4-0-0 2-0-0 Scale=1:22.8 4 2x4 I I 9 6.00 12 3 8 P, 2 1 / 10 „ 11 3x4- 6 5 2x4 11 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TOLL 25.0 Plates Increase 1.15 TC 0.21 Vert(LL) -0.04 2-6 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.67 Vert(TL) -0.07 2-6 >691 180 TCDL 10.0 Rep Stress lncr Yes WB 0.05 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 BCDL 15.0 * Code IRC2009/TP12007 (Matrix) Weight:21 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied. WEBS 2 x 4 DF Std G REACTIONS All bearings 0-5-8 except(jt=length)4=0-1-8,5=Mechanical. (Ib)- Max Horz2=139(LC 7) Max Uplift All uplift 100 lb or less at joint(s)4,2,5 except 6=-118(LC 7) Max Gray All reactions 250 lb or less at joint(s)except 4=255(LC 16),2=359(LC 14), 5=253(LC 20),6=443(LC 19) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 3-6=-321/142 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=3.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)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,2,5 except(jt=lb) P Qp� 6=118. 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)4. `Gyp rGjlNEE " 'o 12)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced (f ��' 9 w " standard ANSI/TPI 1. $rJ�J2P '9t" 13)This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 14)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 417 LOAD CASE(S) Standard 1)"... 6f4 ,� �1(y le 12, - `'OSEP ra RENEWAL DATE: 12/31/2013 July 20,2012 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 rt of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, � delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbandustry.com. Job Truss Truss Type Qty Ply Pulte-Summercreek Bld 5 Roof 15731888 B1206906-B ZGE GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Dennis Barber 7.250 s Aug 25 20111 -ql0 Industries,Inc. Fri Jul 20 10:17:29 2012 Page 1 ID:dxUUgT7gE74ROXwTTKoy91 zHujj-BIblppRZ0xI Wbw5gZq HgZCXe5tvv7Zm L7wcbgywCJq -1-0-0 8-1-2 4-0-0 1-0-0 t 4-0-0 Scale:3/4"=1 3 2x4 I I 6.00 I12 11 s . 7 . 2 1 9 4 2x4 I 3x4= LOADING(psf) 25 0 SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL(Roof Snow=25.0) Plates Increase 1.15 TC 0.26 Vert(LL) -0.06 2-4 >727 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.87 Vert(TL) -0.10 2-4 >467 180 BCLL 0.0 Rep Stress Incr Yes WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 15.0 Code IRC2009/TPI2007 (Matrix) Weight:15 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied. OTHERS 2 x 4 DF Std G REACTIONS (lb/size) 3=116/0-1-8 (min.0-1-8),2=286/0-5-8 (min.0-1-8),4=56/Mechanical Max Horz2=101(LC 7) Max Uplift3=-65(LC 7),2=-89(LC 7) Max Grav3=283(LC 14),2=371(LC 13),4=306(LC 16) 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=3.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)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 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)Refer to girder(s)for truss to truss connections. 11)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. . t0 PROrto 13)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. '`,(C GINE 6>d 14)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced fi� t- 'Q '✓ standard ANSI/TPI 1. �Vr { 15)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 Top Chord and Bottom Chord,nonconcurrent with any other live loads. 16)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard i-..'i;. 12, RENEWAL DATE: 12/31/2013 July 20,2012 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members am for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Symbols Numbering System 0 General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1 3/4' Center plate on joint unless x,y Damage or Personal Injury offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths g1 ry r�� Dimensions are in ft-in-sixteenths. (Drawings not to scale) �� Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g.diagonal orX-bracing,is always required. See �� and fully embed teeth. Trusli. 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves may require bracing,or alternative T,I,or Eliminator bracing should be 0_1/16' 1 2 3 considered. TOP CHORDS 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer,erection supervisor,property WM owner and all other interested parties. 4 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully.Knots and wane at joint IL locations are regulated by ANSI/TPI 1. For 4 x 2 orientation,locate �� 7. Design assumes trusses will be suitably protected from the environment in accord with ANSIITPI1. III plates 0 'iib'from OUfside8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. edge of truss. C7-8 C6-7 C5-6 0 designapplicable 9. Unless expresslynoted,this is not for use with fire retardant,preservative treated,or green lumber. BOTTOM CHORDS 10.Camber is a non-structural consideration and is the responsibility of truss fabricator.General practice is to camber for dead load deflection. This symbol indicates the 8 7 6 5 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. required direction of slots in 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that connector plates. specified. 13.Top chords must be sheathed or purlins provided at spacing indicated on design. *Plate location details available in MiTek 20/20 14.Bottom chords require lateral bracing at 10 ft.spacing,or less,if no ceiling is installed,unless otherwise noted. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 15.Connections not shown are the responsibility of others. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 16.Do not cut or alter truss member or plate without prior approval of an engineer. THE LEFT. 17.Install and load vertically unless indicated otherwise. PLATE SIZE 18.Use of green or treated lumber may pose unacceptable environmental,health or performance CHORDS AND WEBS ARE IDENTIFIED BY END JOINT risks.Consult with project engineer before use. The first dimension is the plate 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing 4 x 4 width measured perpendicular NUMBERS/LETTERS. pictures alone is not sufficient. to slots.Second dimension is 20.Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. the lengthparallel to slots. 21.Unless information is otherwise provided to DrJ in writing,the use of these designs presumes g approval,through the building designer or owner of the trusses,of the loads and related design assumptions(e.g.spans,profiles,deflection,etc.)found on each of the individual LATERAL BRACING LOCATION PRODUCT CODE APPROVALS 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 bysymbol shown and/or ESR 23.Itis extremely important to properly install temporary lateral restraint and diagonal bracing,in �/ Y ESR-1311,ESR-1352,ER-5243,96048, accordance with BCSI-B2 or using proprietary methods(e.g.Stabilizer,etc.). by text in the bracing section of the 9730,95-43,96-31,9667A 24.Sheathing applied in the plane of the truss is not considered in the design of the individual truss output. Use T, I or proprietay bracing NER-487, NER-561 components unless specifically noted. (e.g.eliminator) if indicated. 95110,84-32,96-67,ER-3907,9432A 25.Graphical purlin representation,if shown,does not depict the size or orientation of the purlin along the top and/or bottom chord.Purlins must be designed by others for size,and positioned in such a way as to support the imposed load along the clearspan of the purlin. BEARING 26.Due to the lateral thrust developed by scissor type trusses,if scissor type trusses are part of this design,careful consideration should be given to bearing wall conditions.Bearing walls of scissor type trusses should be designed in such a manner that the walls will safely withstand Indicates location where bearings (supports) occur. Icons vary but the lateral forces of the trusses.Consideration of these items is not a part of this truss design and is not the responsibility of the truss plate supplier,the truss designer,nor the truss 41=0 reaction section indicates joint ©2011 DrJ Consulting,LLC All Rights Reserved fabricator. Competent professional advice should be secured relative to these items. 27.The accuracy of the truss design drawing relies upon accurate metal plate connector number where bearings occur. design values as published by MiTek and accurate design values for solid sawn lumber. Design values(E,Emin,Fb,Fc,Fop,Ft,and Fv)for solid sawn lumber and approved, ►--� grade stamped,finger jointed lumber shall be as defined by the grade stamp prior to cross cutting and in accordance with the published values of lumber rules writing Industry Standards: 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 LLc Madison,WI 53719 Installing&Braracing of Metal Plate t✓ Connected Wood Trusses.