Loading...
Plans (68) CONSULT/NC LLC DrJ Consulting, LLC 6300 Enterprise Lane Madison, Wisconsin, 53719 Re: B1308108 Belfor-L.Williams MiTek 20/20 7.3 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: I7184615 thru17184620 My license renewal date for the state of Washington is May 18,2014. Important Notice:The accuracy of the Truss Design Drawings relies upon: 1.Accurate metal plate connector design values as published by the 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. EPR 1a AVIA, b V 1 pr �.,ji August 28,2013 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 Belfor-L.Williams 61308108 A01 Common Truss 1 1 17184615 Pro-Build Clackamas Truss, Clackamas OR 97015-1129 Prob,tild - Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc.Wed Aug 28 15:32:28 2013 Page 1 ID:oqsb?KfX64xJ1exRcwUBs?yjHdt-cJQYDBgvHS6mdFkVjPFrnW4zYdwIR7JAUAeIKnyjH2X 13-3-0 26-6-0 p 13-3-0 I 13-3-0 1-0-- 1- 0 5x6= Scale=1:54.2 7 Pil 6 8 7.00f 5 9 4 10 17 — .. 3 7-20 -1. 11 —. 6-22 8-11 — 2 523 913 — 12 4 21 10-17 — 325 11-16 1 22i 12-15 - 13 �i E`10 -, 0 �q2� El PJ p 14112 X X X X X X X X X X X X X X X XXX XX X X-SC X X X X X XX X k X X X X X X X X X X X X VY XXX '-' 1,9 26 25 24 23 22 21 20 19 18 17 16 15 3x6 = 1 26-6-0 26-6-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defi L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.05 Vert(LL) 0.00 13 n/r 180 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.04 Vert(TL) 0.00 14 n/r 180 BCLL 0.0 ' Rep Stress Incr YES VVB 0.16 Horz(TL) 0.01 13 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wnd(LL) -0.00 13 n/r 90 Weight:171 lb FT=10% LUMBER BRACING TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Std G REACTIONS All bearings 26-6-0. (Ib)- Max Horz 1=-283(LC 3) Max Uplift All uplift 100 lb or less at joint(s)1,22,23,24,25,19,18,17,16,13 except 26=-143(LC 5),15=-121(LC 6) Max Gray All reactions 250 lb or less at joint(s)1,20,22,23,24,25,19,18,17,16,13 except 26=274(LC 9),15=256(LC 10) r, FORCES (Ib)-Max.Comp./Max.Ten. All forces 250(Ib)or less except when shown. %QSFPR o NOTES �S ss riwoy.�� 1)Unbalanced roof live loads have been considered for this design. 4"Y Jis tUt�'`. `wy ..ii y- 2)W nd:ASCE 7-05;110mph(3-second gust);TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MVVFRS(low-rise)gable end zone;cantilever left f r!. C+ and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 1 fx 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as CO applicable,or consult qualified building designer as per ANSI/TPI 1. r 4)All plates are 3x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. .f 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. . x , Qy 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 f ,, chord and any other members. 9)A plate rating reduction of 20%has been applied for the green lumber members. 10)One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s)1,22,23,24,25,26,19,18,17,16,15, and 13.This connection is for uplift only and does not consider lateral forces. 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)'Semi-rigid pitchbreaks with fixed heels'Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard f' Y D PROF ,1 5lLO NEE. /rya a525PE ii tic .� v OREGON ti I+ 12 �0� 4 `/OSEPH RENEWAL DATE: 12/31/2013 August 28,2013 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 , laffir 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, 7l 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 Belfor-L.VMlliams 17184616 61308108 A02 Common Truss 5 1 Pro-Build Clackamas Truss Clackamas OR 97015-1129,Prob.rild Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc.Wed Aug 28 15:32:30 2013 Page 1 I D:ogsb?KfX64xJ 1 exRcwUBs?yj Hdt-YiXlets9p3MUtZttggHJtx9GGRUBv?NTyU70PgyjH2V 6-7-8 13-3-0 19-10-8 6-7-87-6-01 6-7-8 6-7-8 6-7-8 0 �1-0.0 5x6 = Scale=1:49.5 3 n 7.00 12 3x4 \\ 3x4 // 2 4 00 AilLe 1 5 II 6 przo 9 10 8 11 7 0 3x8= 3x4 = 4x6= 3x4 = 308 = I 8-10-0 I 17-8-0 I 26-6-0 8-10-0 8-10-0 8-10-0 Plate Offsets(XV): 11:0-8-0,0-0-71,[5:0-8-0.0-0-61 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/def Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.23 Vert(LL) -0.25 7-9 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.55 Vert(TL) -0.42 7-9 >737 180 BCLL 0.0 * Rep Stress Incr YES Vv5 0.31 Horz(TL) 0.06 5 n/a Na BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight 141 lb FT=10% LUMBER BRACING TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-9 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G REACTIONS (lb/size) 1=1179/0-5-8(min.0-1-8),5=1261/05-8(min.0-1-8) Max Horz 1=-283(LC 3) Max Uplift 1=-272(LC 5),5=-343(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. - S0sSPfl TOP CHORD 1-2=-1875/434,2-3=-1687/465,3-4=-1681/457,4-5=-1869/426 ss BOT CHORD 1-9=-374/1536,9-10=-108/1021,8-10=-108/1021,8-11=-108/1021,7-11=-108/1021,5-7=-243/1528 i :�:P 1 4 WEBS 3-7=-195/694,4-7=-369/319,3-9=-205/704,2-9=-377/326 '4 "TV NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;110mph(3-second gust);TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left / and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. '/ 4)"This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ft between the bottom 44' chord and any other members,with BCDL=10.0psf. '+;' , 5)A plate rating reduction of 20%has been applied for the green lumber members. h { 4... Vie,. 6)One H2.5A Simpson Strong Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)1 and 5.This connection is for uplift only V . I- and does not consider lateral forces •�f1�+ 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. lt 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ❑p O it- 855. -PE r ez 9� OREGON,� �Q 9�+ 4/4Y124,c1'` '' JtSEPN Q RENEWAL DATE: 12/31/2013 August 28,2013 ® 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 , Mklif of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSUTPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING uc SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Belfor-L.Vvflliams 81308108 A03 COMMON TRUSS 5 1 17184617 Pro-Build Clackamas Truss, Clackamas OR 97015-1129.ProbJild Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc.Wed Aug 28 15:32:32 2013 Page 1 ID:ogsb?KfX64xJ 1 exRcwUBs?yj Hdt-U4f33YuPLhcC6t1 GyEJnyMFVVVE9PNvsmPocVTYyjH2T 6-7-8 13-3-0 19-10-8 I 26-6-0 30-100 6-7-8 6-7-8 6-7-8 i 4-4-0 5x6= Scale=1:56.4 3 7.00 12 3x4 \\ 8x8 2 4 V 4(141111"„' ' 5 1 o OA LI 9 10 8 11 7 IC EI = o 3x4 = 41(6= 3x4= 4x8 = 6 8-10-0 ( 17-8-0 26-6-0 8-10-0 8-10-0 Plate Offsets(X,Y): 11:0-8-0,0-0-81,14:0-4-0,0-4-81,15:0-8-00-0-81 8-10-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.63 Vert(LL) -0.26 7-9 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.57 Vert(TL) -0.44 7-9 >706 180 BCLL 0.0 * Rep Stress Incr YES VVB 0.31 Horz(TL) 0.06 5 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) VMnd(LL) 0.52 6 >106 90 Weight:149 lb FT=10% LUMBER BRACING TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-11 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G REACTIONS (lb/size) 1=1155/0-5-8(min.0-1-8),5=1498/0-5-8(min.0-1-10) Max Horz 1=-328(LC 3) Max Uplift 1=-263(LC 5),5=-558(LC 6) _ FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ,0seP1l b TOP CHORD 1-2=-1832/417,2-3=-1643/449,3-4=-1557/367,4-5=-1770/339 i BOT CHORD 1-9=-310/1498,9-10=-44/983,8-10=-44/983,8-11=-44/983,7-11=-44/983,5-7=-138/1382 A�`t W WEBS 3-7=-52/570,4-7=-272/207,3-9=-206/705,2-9=-376/325 �^4 (�� Ji`. Aa NOTES 1)Unbalanced roof live loads have been considered for this design. 02 2)Wind:ASCE 7-05;110mph(3-second gust);TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;M WFRS(low-rise)gable end zone;cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ^ 4)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ft between the bottom ' 1�! chord and any other members,with BCDL= fof. 1 48396 ,`, 5)A plate rating reduction of 20%has been applied for the green lumber members. y. 8' .` 6)One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)1.This connection is for uplift only and • ' does not cSimpson n forces. 7)TwooeH2.5AotcSimer la alStrong-Tieforces.connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)5.This connection is for uplift only and does not consider lateral forces. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. P1_t] LOAD CASE(S) Standard Ln t� RO , �,co GIN /1 /0 . v 8 525PE c 1,� OREGON " asEPt V RENEWAL DATE: 12/31/2013 August 28,2013 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-113 before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability rt of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from SBCA at www.sbcindustry.com. CONSULTING UC Job Truss Truss Type Qty Ply Belfor-L.Williams B1308108 A04 COMMON TRUSS 1 17184618 Pro-Build Clackamas Truss, Clackamas.OR 97015-1129,Prob,,ild Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc.Wed Aug 28 15:32:33 2013 Page 1 ID:ogsb?KfX64xJ 1 exRcwUBs?yjHdt-zHDRGuu26_k3k0cSVyrOUZnhFeVd6M6veSM30?yjH2S 6-7-8I 13-3-0 I 19-10-8 26-6-0 I 30-10-0 6-7-8 6-7-8 6-7-8 6-7-8 4-4-0 5x6= Scale=1:56.4 3 7.00 r \IhIIIIIIIIIIII 3x4 \\ 8x8 • 2 4 1 444111111 2 ' y Io �— 9 10 8 11 7 ii 4x8 = _ 3x4 = 4x6= 3x4= 4x8— 6 8-10-0 ) 17-8-0 I 26-6-0 8-10-0 8-10-0 Plate Offsets(X,Y): 11:0-8-0,0-0-81.14:0-4-0,0-4-81.15:0-8-0,0-0-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.63 Vert(LL) -026 7-9 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.57 Vert(TL) -0.44 7-9 >706 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.31 Horz(TL) 0.06 5 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) VMnd(LL) 0.52 6 >106 90 Weight:149 lb FT=10% LUMBER BRACING TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-11 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G REACTIONS (lb/size) 1=1155/0-5-8(min.0-1-8),5=1498/0-5-8(min.0-1-10) Max Horz 1=-328(LC 3) Max Uplift 1=-263(LC 5),5=-558(LC 6) fl�yh1' FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. t0SDPR Ott. TOP CHORD 1-2=-1832/417,2-3=-1643/449,3-4=-1557/367,4-5=-1770/339 tt y� WEBS CHORDBOT 1-9=-310/1498, / 4-7=-272/207,/ 3-9=-206 03, /582-9=-373, 6/583,7-11=-44/983,5-7=-138/1382 •4, 4V WA.i"lJ'n !,-[� NOTES 9 itP‘ �` 0x%` - 1)Unbalanced roof live loads have been considered for this design. of 2)Wind:ASCE 7-05;110mph(3-second gust);TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left / and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 \ 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ft between the bottom ak chord and any other members,with BCDL=10.0psf. a39 * p, 5)A plate rating reduction of 20%has been applied for the green lumber members. 0 -.--' . •". • 6)One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s)1.This connection is for uplift only and does not consider lateral forces. 7)Two H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)5.This connection is for uplift only and ititialw- does not consider lateral forces. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard t'_ PROFt. v 855 PE r'' 41) it `IQSIEPH V RENEWAL DATE: 12/31/2013 August 28,2013 1 ® WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability 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/7P11,DSB-59 and SCSI(Building Component Safety Information)available from CpNgULT/NGuc SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Belfor-L.Williams 81308108 A05 COMMON TRUSS 6 1 17184619 Pro-Build Clackamas Truss Clackamas,OR 97015-1129.Probaild Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc.Wed Aug 28 15:32:34 2013 Page 1 I D:ogsb?KfX64xJ 1 exRcwUBs?yjHdt-RTnpUEvgtIsvMABe3fN1F1 nKs_2gfrpp2t65cYRyj H2R -3-0-0 ( 6-7-8 13-3-0 19-10-8 3-0-0 6-7-8 26-6-0 30-10-0 6-7-8 6-7-8 6-7-8 I 4-4-0 506= Scale=1:57.2 4 7.00 12 3x4 \\ 8x8 3 6 IA \ - 0 4-, JP. irillIllirf 8 2 6 6 Mr9 o " A+ L Q 1 3x8, 10 11 9 12 8 = Io 3x4 = 4x6 = 304 = 3x8 = 7 8-10-0 1 17-8-0 26-6-0 I Plate Offsets(X,Y): 12:0-8-0,0-0-71,[5:0-4-0,0-4-881,116":00-8-0 ,0-0-71 08-10-0 8-10-0 LOADING(put) SPACING 2-0-0 CSI DEFL in (loc) /deFl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.63 Vert(LL) -027 8-10 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.58 Vert(TL) -0.45 8-10 >691 180 BCLL 0.0 * Rep Stress InaYES VVB 0.28 Horz(TL) 0.06 6 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.52 7 >106 90 Weight:157 lb FT=10% LUMBER BRACING TOP CHORD 206 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-1 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G REACTIONS (lb/size) 2=1374/0-5-8(min.0-1-8),6=1485/0-5-8(min.0-1-9) Max Horz 2=-299(LC 3) Max Uplift 2=-459(LC 5),6=-554(LC 6) a na't FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. y(1�'{yr[7 .1 TOP CHORD 2-3=-1787/343,3-4=-1576/374,4-5=-1533/341,5-6=-1747/313 fY4. C WEBS HORD 42--81=0-=5-232517/11451-98,=-02-7121/2=-0260,/49-0=--132/639,3621, 10=-1324 2992,8-12=-20/962,6-8=-116/1362 ` +' 4is'F Iyt NOTES ., gt 4"A 4 1 °wl wl. 1)Unbalanced roof live loads have been considered for this design. to 2)Wnd:ASCE 7-05;110mph(3-second gust);TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MVVFRS(low-rise)gable end zone;cantilever left / and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom I chord and any other members,with BCDL=10.Opsf. Ino 41( 5)A plate rating reduction of 20%has been applied for the green lumber members. 0 • 7Rf 6)One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)2.This connection is for uplift only and { P 'r does not consider lateral forces. 7)Two H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)6.This connection is for uplift only and .> 'I, does not consider lateral forces. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. ION 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ntto PAIR pipe 0. � CCX61 UU�1 rie 4,+// 85 5PE zc' re ;L OREGO ,� " '9,y 'Cy72 ?-v 4 VOS t4'04 EP RENEWAL BAT; 12/31/2013 August 28,2013 ® WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint , designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ Nii diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/I-PI 1,DSB-89 and BCSI(Building Component Safety Information)available from SBCA at wwwsbcindustry.com. CONSULTINGLLC lllIlll: Job Truss Truss Type qty Ply Belfor-L.Williams 61308108 A06 COMMON TRUSS 3 1 Pro-Build Clackamas Truss Clackamas.OR 97015-1129.Prob ild Job Reference(optional) 17184620 7.350 s Sep 27 2012 MiTek Industries,Inc.Wed Aug 28 15:32:36 2013 Page 1 -3-0-0 ID:ogsb?KfX64xJ 1 exRcwUBs?yjHdt-NrvZvwxwPv7dbUL1 B40j6CPCUrVV7Jj ILKQajcJyjH2P 6-7-8 3-0-0 1 6-7-8 I 6-80 I 16-7 88 1 26-6-0 1 30-10-0 6-7-8 4-4-0-0 5x6= Scale=1:57.2 4 n 7.00 12 4- 3x4 \\ ifilliiiiiii:::/ 8x8 3 5 .:' . 0 .4. 1t/1 N i-, 3- r 8 0 2 6 0 I^ 1 3x8 = 10 11 9 12 8 0 3x4 = 4x6 = 3x4 = 3x8 = 7 8-10-0 8-10-0 I 8 10-0 8-10-00 I Plate Offsets(X,Y): 12:0-8-0,0-0-71,15:0-4-0,0-4-81,16:0-8-0,0.0.71 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/def L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.63 Vert(LL) -0.27 8-10 >999 240 TCDL 7.0 Lumber Increase 1.15 BC 0.58 Vert(TL) -0.45 8-10 >691 180 MT20 220/195 BCLL 0.0 ' Rep Stress Incr YES WB 0.28 Horz(TL) 0.06 6 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Vntnd(LL) 0.52 7 >106 90 Weight:157 lb FT=10% LUMBER BRACING TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-1 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G T REACTIONS (lb/size) 2=1374/0-5-8(min.0-1-8),6=1485/0-5-8(min.0-1-9) Max Horz 2=-299(LC 3) Max Uplift 2=-459(LC 5),6=-554(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. �y•',6 787/343, 76/374, 33/341, 747/313 — BOT CHORD 2-10=TOP CHORD -221/1419,10-11=-20/962,9-111520/962,9-112=-20/962,8-12=-20/962,6-8=-116/1362 �� u T/� WEBS 4-8=-53/571,5-8=-272/206,4-10=-132/639,3-10=-324/266 Q� "[a" NOTES Ak.4 at4tr _ 0�* "r .e. . 1)Unbalanced roof live loads have been considered for this design. , 2)Wind:ASCE 7-05;110mph(3-second gust);TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MVAFRS(low-rise)gable end zone;cantilever left ` and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 / 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,i 4)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom -' chord and any other members,with BCDL=10.0psf. Atr 1. 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)2.This connection is for uplift only and s, , SI Nor y �1� 'r. IF does not consider lateral forces. A 7)Two H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)6.This connection is for uplift only and does not consider lateral forces. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard �(p'�U PRO,f. 44, ir cc 855 � : OREGON , 92 '< Y12 2 -�' `/OSEPN Cy� RENEWAL DATE: 12/31/2013 August 28,2013 • ® 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 Eirewl 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 CO SBCA at www.sbcindustry.com. NS(ILTINGLLC Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4" Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. I 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) II Tlik Apply plates to both sides of truss 1. Additional stabilitybracingfor truss system,e.g.diagonal or X-bracing,is always required. and fully embed teeth. y 9 g, y q See BCSI. 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral 0-1/16" 1 restraints themselves may require bracing,alternative T-or I-Reinforcement,or Eliminator 2 3 bracing should be 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 —A* 4 U owner and all other interested parties. 5. Cut members to bear tightly against each other. p 6. Place plates on each face of truss at each joint and embed fully.Knots and wane at joint 6 locations are regulated by ANSI/TPI 1. For 4 x 2 orientation,locate O �� O 7. Design assumes trusses will be suitably protected from the environment in accord with plates 0-146"from outside ANSI/TPI 1. edge of truss. O 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. ~ 9I— . Unless expressly noted,this design is not applicable for use with fire retardant,preservative C7-8 C6-7 C5-6 6- BOTTOM CHORDS treated,or green lumber. 10.Camber is a non-structural consideration and is the responsibility of truss fabricator.General This symbol indicates the practice is to camber for dead load deflection. required direction of slots in 8 7 6 5 11.Plate type,size,orientation and location dimensions indicated are minimum plating connector plates. requirements. 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that *Plate location details available in MiTek 20/20 13.specified. Top chords must be sheathed or continuous lateral restraints(i.e.,puffins)provided at spacing software or upon request. indicated on design. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 14.Bottom chords require continuous lateral restraint at 10 ft.spacing,or less,if no ceiling is AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO installed,unless otherwise noted. PLATE SIZE THE LEFT. 15.Connections not shown are the responsibility of others. 16.Do not cut or alter truss member or plate without prior approval of an engineer. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 17.Install and load vertically unless indicated otherwise. 4 x 4 NUMBERS/LETTERS. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance width measured perpendicular risks.Consult with project engineer before use. to slots.Second dimension is 19.Review all portions of this design(front,back,text and pictures)before use.Reviewing the length parallel to slots. pictures alone is not sufficient. 20.Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. PRODUCT CODE APPROVALS 21.Unless information is otherwise provided to DrJ in writing,the use of these designs presumes LATERAL RESTRAINT LOCATION approval,through the building designer or owner of the trusses,of the loads and related ICC-ES Reports: design assumptions(e.g.spans,profiles,deflection,etc.)found on each of the individual Indicated by symbol shown and/or design drawings. /,A by text in the bracing section of the 22.These trusses are designed using MiTek Sapphire standard analysis methods in accordance output. Use T-or I-Reinforcement ESR 131 1,ESR 1352,ER-5243,9604B, with ANSI/TPI 1 and related proprietary information. 9730,95-43,96-31,9667A 23.Itis extremelyimportant to properly install temporary lateral restraint and diagonal bracing,in or proprietay bracing (e.g.eliminator) NER-487,NER-561 B p p y p ry . g' if indicated. accordance with BCSI-B2 or using proprietary methods(e.g.Stabilizer,etc.). 951 10,84-32,96 67,ER-3907,9432A 24.Sheathing applied in the plane of the truss is not considered in the design of the individual NOTE-LATERAL RESTRAINTS truss components unless specifically noted. BEARING MUST BE BRACED. REFER TO BCSI 25.Graphical representation of lateral restraints(i.e,purlins),if shown,does not depict the size or OR AS SPECIFIED BY THE BUILDING orientation of the restraint along the top and/or bottom chord.Restraints must be designed by ...---' DESIGNER others for size,and positioned in such a way as to support the imposed load along the clearspan of the restraint. 26.Due to the lateralaeul thrust devialoped scissor type trusses,if scissorctype trussess.Bearing are part of thiIndicates location where bearingssupportingp ,careful considerationtseshouldshould be given td n bearingsuch ma nerthatth wlwala g ©2012 DrJ Consulting, LLC All Rights Reserved scssortype trusses be designed in a mannerthatthewalis will safely )supports( occur. Icons vary but withstand the lateral forces of the trusses.Consideration of these items is not a part of this reaction section Indicates joint truss design and is not the responsibility of the truss plate supplier,the truss designer,nor the ® number where bearings occur. I r truss 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 design values as published by MiTek and accurate design values for solid sawn lumber.Design Industry Standards: values(E,Emin,Fb,Fc,Fcp,Ft,and Fv)for solid sawn lumber and approved,grade ANSI/TPI1: National Design stamped,finger jointed lumber shall beasdefinedbythe grade stamp prior tocross cutting Plate Connected Wood Specification for MetalUCtion. and in accordance with the published values of lumber rules writing agencies approved by DSB-89: Design Standard for Bracing. the Board of Review of the American Lumber Standards Committee in accordance with the DrJ Consulting, LLC latest edition ofANSI/TPI 1 Section 6.3. BCSI: Building Component Safety Information, 6300 Enterprise Lane28.Trusses used as Puffin Gables(a.k.a.Hip Frames,Lay-In Gables)-Attachment of the Purlin Guide to Good Practice for Handling, CONSULTING LLC Madison,WI 53719 Gable to the supportinghipsigndssatisforeachindivnualtrngrequirementsforthegable Installing,Restraining&Bracing of Metal studs. Refer tothetrussdesigndrawingforeachindividualtruss. Plate Connected Wood Trusses. • / 43-02-00• u N 9-08-00 1_� o I, 31-02-00 a-- / wr 5i T _ AO AO o AO AO t ;410 AO ;a AO- o 0 o AO' AO I10 t AO e AO ' AO al A05 _, 0 rn tol ,i...., A05 0 A06 0 rn O' A06 m A06 0 — ® o O 0 a A05 A05 A05 itef , o eF. ,, O W 0 \ 11101.0 '�F 12-00-00_ 26-06-00 4-08-00 43-02-00 . - 15877 SE 98th Ave p R Q u I i d THIS e tr TRUSS PLACEMENT DIAGRAM ONLY. Clackamas, 5 97015 These trusses are designed as htdi GRA building components to be incorporated into the building design at the specification of the building designer. See the Phone: 503-557-8404 individual design sheets for each truss design identified BUILDER: DATE: - -- - re the placement drawing. The buildingdesigner is SCALE: g 08/28/2013 responsible for temporary p g of Belfor NTS roof and floor system and forthe overall structure. The design of e truss suprt I, PROJECT: DRAWN BY: JOB#: headers, eams,walls,and co um s is the structure • L.Williams Dennis B of the building designer. 1 _ 61308108 g finer. For general guidance ADDRESS: - - regarding bracing,consult"Bracing of wood trusses" 11925 SW Morning Hill Dr Tigard Or from the Truss Plate Institute,583 D'Onifrio Drive;Madison, Maddison,WI 53179