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Plans (66) r r A45r 3 1r- RECEIVED ilaft l / 5 2-5- sl,Lr07u<Kyfh FEB 19 2014 CITY OF TIGARD CONSULTING Lce BUILDING DIVISION DrJ Consulting, LLC 6300 Enterprise Lane Madison, Wisconsin, 53719 Re: J 1307156 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: I7574432 thruI7574439 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. REVISION 6", R Opt. AGN E ss% 85525PE City of Tigard cc` Appr -• Plans 14 �,OREGON, 44" 4� �, 3yt_ ._.__ Date 5 i x-122 -}- J®s -Np*. MSiZo17-- ©cz)Zrg FEN ,, "4":"", 2013 December 3,2013 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. r ' r Job Truss Truss Type (GABLE rty Ply Belfor-L.Williams J1307156 A01 17574432 1 Pro-Build Clackamas Truss, Clackamas,OR 97015 1129 Job Reference 2 MiiTeka) 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Dec 03 14:31:42 2013 Page 1 13-3-2 ID:wdw91jucUhb3?d64m1 y4gUyH?e0-VUdUrh413HDn639891Zgxg8PW1 CCUZs2UCOARSpyCenF 26-6-0 13-3-2 I 13-2-14 2---0 31-2-0 ?2-2-(1, 0.-0 4-6-0 1-0.01 Scale=1:56.0 4x4 7 L 6 8 4.76 112 5.96 r • - 9 5 • 10 4 11 3 723 taiii 63) 827 12 5-3 9 23 - 43? 1L.5 13 8x8 ` 3 33 11-24 14 1 2 30. 1223 �6 15 1322 2 69 g +.oa g g g Lad g W- g g ,f 2q >� g @ o ���� 16 17 -- ---- 6 ►t� I`° o -o 3x4= 34 33 32 31 30 29 28 27 26 25 24 23 22 0- 0 1918 20 3x4= 3x4= j 26-6-0 26-6-0 0-2-0 4-6-31-2 0 Plate Offsets(XV): 17:0-2-0,0.0.41,(14:0.34,0-38) 0-Q-O 4-6-0 LOADING(psf) SPACING 2-0-0 CSI TCLL 25.0 Plates Increase 1.15DEFL in (loc) I/deft 1800 PLATES GRIP TCDL 7.0 TC 0.07 Vert(LL)T0.001 17 Nr MT20 Lumber Increase 1.15 BC 0.06 Vert(TL) 0.01 17 n/r 180 220/195 BCLL 0.0 * Rep Stress Inc- YES WB 0.19 BCDL 10.0 Code IRC2009TrP12007 (Matrix) Horz(TL) 0.00 16 Na Na VNnd(LL) -0.00 16 Nr 90 Weight:1651b F7=10% LUMBER TOP CHORD 2x4 DF No.1&Btr G*Except* BRACING 14-17:2x6 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. WEBS 2x4 DF Std G OTHERS 2x4 DF Std G REACTIONS All bearings 31-2-0. (Ib)- Max Horz 1=-138(LC 6) Max Uplift All uplift 100 lb or less at joint(s)1,16,21,30,31,32,33,27,26,25,24,23,22,18 except 34=-131(LC 5), 19=-185(LC 2) Max Gray All reactions 250 lb or less at joint(s)1,20,16,21,28,30,31,32,33,27,26,25,24,23,22 except 34=279(LC 9),18=395(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;110mph(3-second gust);TCDL=4.2psf;BCDL=6.0psf;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)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 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. 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)Bearing at joint(s)21 considers parallel to grain value using ANSI/TP1 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)21. a fin 12)One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)1,16,19,30,31,32,33,34,27,26,25, V-"- p'•_ 6: 24,23,22,and 18.This connection is for uplift only and does not consider lateral forces. 13)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)1,28,30,31,32,33,34,27,26,25,24,23,22. C\6 (G��� �� �(+? 14)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. 15)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 441 9 LOAD CASE(S) Standard , 8 5PE r- .;[` ,,,,OREGON,� X55 $'l, v'Y i 2.2p1 --4° `o�EPH O� RENEWAL DATE: 12/31/2013 December 3,2013 ® 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/ 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.obcindustry.cow CONSULT/NGuc Job Truss Truss Type Qty Ply Belfor-L.Whams J1307156 AOITAIL RAFTER 1 1 17574433 Pro-Build Clackamas Truss, Clackamas,OR 97015-1129 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Dec 03 14:31:43 2013 Page 1 ID:wdw91jucUhb3?d64m1 y4gUyH?eQ=g2DuQ 1 h2XvygJiLSHBADLxiVCZJILCdR2w??FyCenE I 2-0-0 I 2-0-0 2 Scale=1:10.6 5.96 12 0 2-0-0 I 2-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ltd PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.02 Vert(LL) -0.00 1 >999 240 TCDL 7.0 Lumber Increase 1.15 BC 0.00 Vert(TL) -0.00 1 >999 180 BCLL 0.0 * Rep Stress!nu YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight 5 lb FT=10% LUMBER BRACING TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. REACTIONSBOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. (lb/size) 1=61/0-5-8(min.0-1-8),2=61/0-5-8(min.0.1-8) Max Horz 1=44(LC 5) Max Uplift 1=-25(LC 5),2=-47(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)VhInd: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 2)*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. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,2. 4)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)1,2. 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)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1 cj PROpps 525PE 9' " �,OREGON HiQ 4 �'�yi2 ZO'� 1R+ `/OSEPii RENEWAL DATE: 12/31/2013 December 3,2013 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 rt 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 �ry SBCA at www.sbcindustry.com. CONSULTING[.[C Job Truss Truss Type Qty Ply Belfor-L.Williams J1307156 A02 SPECIAL TRUSS 4 1 17574434 Pro-Build Clackamas Truss, Clackamas,OR 97015-1129 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Dec 03 14:31:44 2013 Page 1 6-11-0 ID:wdw91jucUhb3?d64m 1 y4gUyH?eQ-SOcc6m2Jpg1 pITHXP_iPIZUmLOD41 fGmgifYXiyCenD 6-11-0 I 6-4-2-2 ( 19-0-8 5-9-6 I 26-6-0 260 31-2-0 2-2-p, 7-5-8 0-Y-0 4-6-0 �1-0.01 4x4 Scale=1:55.8 3 I: 4.76 112 596 12 4x8 3x4 % 4 2 thy' . �� 5x8 2-14 2-1 2 4'11 5 1 �. 1.13 a LR1 n IIIIIIIIIIIINIIIIIIIIIIIII 10-136 3x6= 14 13 12 11 =' -L•'. 7 ' 3x4 = • 10 2x4 II 3x8 = 2x4 II 8 o Otto 3x4 = 4x8 114 2x4 II 6-11-0 I 13-3-2 I 19-0-8 26-6-0 6-11-0 6-4-2 5-9-6 I26 0 31-2-06- I Plate Offsets(X,Y): 11:0.0.0,0-0-61,12:0-1-12,0-1-81,(3:0-1-13,0-2-01,14:0-2-5,0-2-01,15:0-2-8,0-3-01 7 5-8 0.-0 4-60 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.47 Vert(LL) -0.11 10-11 >999 240 TCDL 7.0 Lumber Increase 1.15 BC 0.44 Vert(TL) -0.35 10-11 >900 180 MT20 220/195 BCLL 0.0 * Rep Stress Incr YES WB 0.59 Horz(TL) 0.08 6 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:149 lb FT=10% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G`Except' TOP CHORD Structural wood sheathing directly applied or 4-3-13 oc purlins. 5-7:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr G WEBS 1 Row at midpt 4-10 WEBS 2x4 DF Std G REACTIONS (lb/size) 1=1111/0-5-8(min.0-1-8),6=229/0-5-8(min.0-1-8),10=1324/0-5-8(min.0-1-8) Max How 1=-138(LC 6) Max Uplift 1=-277(LC 5),6=-93(LC 6),10=-370(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1958/467,2-3=-1341/372,3-4=-1271/372 BOT CHORD 1-14=-393/1647,13-14=-393/1647,12-13=-393/1647,11-12=-187/1435,10-11=-187/1435 WEBS 2-14=0/291,2-12=-642/304,3-12=-138/660,4-12=-478/207,4-11=0/320,4-10=-1497/268,5-10=-476/305 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.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)1 and 6.This connection is for uplift only and does not consider lateral forces. 7)H1 Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)10.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 PR op �( 43 04,GINL /Q 855 .PE r L v OREGO 1 s 4/Q 92 vAY12,' t1 `L `OSEPE-i'° RENEWAL DATE: 12/31/2013 December 3,2013 ` 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 , ikil 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 M SBCA at www.sbcindustry.com. CONSULTING LLC Job Truss Truss Type I RAFTER Qty Ply Belfor-L.Williams 7. J1307156 A02TAIL 17574435 4 1 Pro-Build Clackamas Trans, Clackamas,OR 97015-1129 Job Reference(ootiona0 Tek ndustries, ID:wdw91jucUhb3?d64m1y4gUyH?eQ w7.350 s Sep 27 2012 �CAIJ63xa89Inc. wd jziDelm11?QfBmFiwvMP638yCenC � 2-0.0 2-0-0 2 Scale=1:10.6 5.96 12 v t 0 O o 2-0 0 2-0-0 LOADING(psf) SPACING 2-0-0 CSI TCLL 25.0 Plates Increase 1.15DEFL in (loc1 >999 2400 PLATES GRIP TCDL 7.0 TC 0.02 Vert(LL)T -0.00 1 >999 Lumber Increase 1.15 BC 0.00 Vert(TL) -0.00 1 >ggg 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 BCDL 10.0 Code IRC2009/TPI2007 Horz(TL) -0.00 2 Na Na (Matrix) Weight 5 lb FT=10% LUMBER TOP CHORD 2x6 DF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. REACTIONS (Ib/size) 1=61/0-5-8(min.0-1-8),2=61/0.5-8(min.0-1-8) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. Max Horz 1=44(LC 5) Max Uplift 1=-25(LC 5),2=-47(LC 5) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Wind:ASCE 7-05;110mph(3-second gust);TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Sap B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed fora 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. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,2. 4)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)1,2. 5)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. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard �•ckED PROPt ��`Co �tkGtN,E'e '/0 '4 ' 855 .PE p' `,OREGON,� � 9ti ' '12,`�) 1-' EP RENEWAL DATE: 12/31/2013 December 3,2013 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 wwwsbcindustry.com. CONSULTINGuC Job Truss Truss Type Qty Ply Belfor-L.Williams J1307156 A03 Special Truss 7 1 17574436 Pro-Build Clackamas Truss, Clackamas,OR 97015-1129 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Dec 03 14:31:46 2013 Page 1 ID:wdw9ljucUhb3?d64m1y4gUyH?eQ-OOkMXS4ZLSHXXnRwXPltq_Z48gvuVZ93708fbayCenB 1 6-11-0 1 13-3-219-0-8 27-3-2 6-11-0 6-4-2 I5-9-6 I 7-5-8 0-0-0 I 312 0-'2-0 3-10-14 tiollhpiiii..... 4x4-1.-- 3 o-7S Scale=1:49.0 3 4.76�12 5.96 12 3x4 3x4 ---;-- 2 2 3x6 5 1 V 5-7 o rw_ � m HT 3x6 = 10 9 8T. _ 7 2x4 II 3x8 = 4x4= 3x4 - 2x4 II 1 6-11-0 13-3-2 27-3-2 6-11-0 I 6-4-2 I 1599-6 I 26-6-0 26160 31-2-0 7-5-8 0--0 I 3-10-14 Plate Offsets(KY): 11:0.0.0,0.0.61,12:0.1-12,0.1-81.13:0.1-13,0.2-01,17:0.2-0,0.1-81 0-7-2 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ltd PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.57 Vert(LL) -0.09 6-7 >999 240 TCDL 7.0 Lumber Increase 1.15 BC 0.42 Vert(TL) -028 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(TL) 0.05 6 n/a n/a MT20 220/195 BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight 127 lb FT=10% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-1-9 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 9-6-11 oc bracing. WEBS 2x4 DF Std G'Except' 5-6:2x4 BF No.1&Btr G REACTIONS (lb/size) 1=1097/0-5-8(min.0-1-8),6=1097/0-5-8(min.0-1-8) Max Horz 1=145(LC 5) Max Uplift 1=-276(LC 5),6=-280(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1929/466,2-3=-1310/371,3-4=-1245/371,4-5=-1544/394 BOT CHORD 1-10=-467/1621,9-10=-467/1621,8-9=-467/1621,7-8=-300/1386 WEBS 2-10=0/290,2-8=-643/305,3-8=-144/649,4-8=-460/219,5-6=-1036/315,5-7=-307/1418 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Vdnd: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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)1 and 6.This connection is for uplift only and does not consider lateral forces. 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)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard AQOPROpS w0,'s- i4 6)si,-..-.7. 4 85 P •{ • L `,OREGON N !4Q' 94. 4/4Y12.2S/N4-1-A."' %SEPti I) RENEWAL DATE: 12/31/2013 December 3,2013 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 it,/ /� SBCA at www.sbcindustry.com. CONSULTING LLC Job Truss Truss Type Qty Ply Belfor-L.Williams J1307156 AO3TAIL RAFTER 7 1 17574437 Pro-Build Clackamas Truss, Clackamas,OR 97015-1129 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Dec 03 143147 2013 Page 1 ID:wdw91jucUhb3?d64m1y4gUyH?eQ-sblkko4B61P09x0657G6NB6GnDKfE9BDMguC81yCenA I 8-0-0 I 8-0-0 2 Scale=1:25.2 1.1 .96 ,2 Itiall►� a N O O O ,/ ,/ ) 8-0-0 8-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.45 Vert(LL) 0.14 1-2 >645 240 TCDL 7.0 Lumber Increase 1.15 BC 0.00 Vert(TL) -0.17 1-2 >522 180 BCLL 0.0 * Rep Stress Incr YES VVB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight 19 lb FT=10% LUMBER BRACING TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 8-0-0 oc purlins. REACTIONS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. (lb/size) 1=241/0-5-8(min.0-1-8),2=241/0-5-8(min.0-1-8) Max Horz 1=173(LC 5) Max Uplift 1=-99(LC 5),2=-185(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)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 2) 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 chord and any other members. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except(jt=lb)2=185. 4)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)1,2. 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)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard GH �`5 1,1,61,1,1,61,,[4:1 /Q . of, 5PE ;L �,O=_GO it 14, 4/0 i2 2Pu 1/0SEPN RENEWAL DATE: 12/31/2013 December 3,2013 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 Ilkij of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint j 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 ��f SBCA at www.sbcindustry.com. CONSULT/NG LLC Job Truss Truss Type Qty Ply I Belfor-L.Williams J1307156 A04 SPECIAL TRUSS 17574438 1 1 Pro-Build Clackamas Truss, Clackamas,OR 97015-1129 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Dec 03 14:31:47 2013 Page 1 ID:wdw9ljucUhb3?d64m1y4gUyH?eQ-sblkko4B61P09x0657G6NB6GYDEnEO?DMguC8lyCenA s-11-0 I I 13-3-2 190-8 27-3-2 6-11-0 6-0-2 1 6 9-6 I 26-6-0261-0 I 31-2-02-2-0 75-a-5-80--0 3-10-14 11-0-01 4X4 0-7-2 Scale=1:63.3 3 *' 4.76 1L2_ 5.96171T400 4x8 3x4 i 2 .1• O l ' 5x8 2x4 14.iillililliiirilliiiiiilliiiiiiiillillil 111111116 a p..'' 11 41 '' o '15 °'' = 1215 r 7 3x6 = 16 15 _.� "' - 8 1°? o 14 13 • „12 2x4 11 3x4=3x8= 2x4 11 0-k0 910 3x4,= c 4x8 'Il 2x4 11 2x4 II I s-11-0 I 13-3-2 I 19-0-0 27-3-2 6-11-0 6-4-2 5-9E I 26-6-0 26 410 7-5-8 0-3=00 1 3-10- 1-1 4 I Plate Offsets(X,Y): f1:0-0-0,0-0-61.12:0-1-12,0-1-81,f3:0-1-130-2-01.14:0-2-5,0-2-01,15:0-2-8,0-3-01 0-7-2 LOADING(psf) SPACING 2-0-0 CSI TCLL 25.0 Plates Increase 1.15DEFL in 12-13 992400 PLATES GRIP TCDL 7.0 Lumber Increase 1.15 TC 0.47 Vert(LL)Vert(T -0.11 >999 MT20 220/195 BCLL 0.0 * BC 0.44 Horz(TL)) -0.35 12-13 >900/a 180 n/a Rep Stress Incr YES WB 0.59 0.08 7 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:151 lb FT=10% LUMBER TOP CHORD 2x4 DF No.18,Btr G*Except* BRACING 5-8:2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-14 oc purlins. BOT CHORD 2x4 OF N0.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G WEBS 1 Row at midpt 4-12 REACTIONS (lb/size) 1=1111/0-5-8(min.0-1-8),7=228/0-5-8(min.0-1-8),12=1325/0-5-8(min.0-1-8) Max Horz 1=-138(LC 6) Max Uplift 1=-277(LC 5),7=-94(LC 6),12=-369(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1958/468,2-3=-1340/373,3-4=-1270/372 BOT CHORD 1-16=-393/1646,15-16=-393/1646,14-15=-393/1646,13-14=-187/1434,12-13=-187/1434 WEBS 2-16=0/291,2-14=-642/304,3-14=-138/660,4-14=-477/208,4-13=0/320,4-12=1498/265,5-12=-581/307 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wnd:ASCE 7-05;110mph(3-second gust);TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Sop 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 3-6-01811 by 2-0-0 wide will fit between the bottom chord and any other members. 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)1 and 7.This connection is for uplift only and does not consider lateral forces. 7)H1 Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)12.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 no) PROpe: �ttGIN ��% <cr '`t' 8 •25PE 9' `,OREGON ,Cc -1;j, zt2r p'' � "OSEPK v,,,,:(.,40 RENEWAL DATE: 12/31/2013 December 3,2013 4 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design f valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is 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 ariki 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/1-PI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING sbcindustry.com CONSULTING LLC SBCA at www Job Truss Truss Type Qty Ply Belfor-L.VMlliams J1307156 A04TAIL RAFTER 11 1 I 17574439 Pro-Build Clackamas Truss, Clackamas,OR 97015-1129 Job Reference(optional) 7.350 s Sep 27 2012 MiTek Industries,Inc.Tue Dec 03 14:31:48 2013 Page 1 ID:wdw91jucUhb3?d64m1y4gUyH?eQ-Lns6y85gt3XFn4blegnLwPeRXdguzcRMbKdmgTyCen9 I 8-0-0 8-0-0 I 2 Scale=1:25.2 I. >96oI N 6 ..V4711Illtak'...11111 I 8-0-0 8-0-0 I LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud TCLL 25.0 Plates Increase 1.15 TC 0.45 Vert(LL) 0.14 1-2 >645 240 PLATES GRIP TCDL 7.0 Lumber Increase 1.15 BC 0.00 Vert(TL) -0.17 1-2 >522 180 BCLL 0.0 * Rep Stress Ina YES WB 0.00 BCDL 10.0 Code IRC2009/TPI2007 Horz(TL) -0.00 2 n/a n/a (Matrix) Weight 19 lb FT=10% LUMBER BRACING TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 8-0-0 oc purlins. REACTIONS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. (lb/size) 1=241/0-5-8(min.0-1-8),2=241/0-5-8(min.0-1-8) Max Horz 1=173(LC 5) Max Uplift 1=-99(LC 5),2=-185(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wnd: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 2) 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. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except(jt=lb)2=185. 4)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)1,2. 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)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard cAD PROPS 5 4. I M ,�'7� siQ 855 'Stiff 4, *REG* , ft 94, (10'122 1-44. `/DSEPN CI RENEWAL DATE: 12/31/2013 December 3,2013 1 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 inEit 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.sbcintlustry.com. CONSULTINGuc Symbols Numbering System A General SafetyNotes 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 I dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) •‘bh,s anAppd fullly pylatesembed to both sidesteeth. of truss 1. Additional stability bracing for truss system,e.g,diagonal or X-bracing,is always required. See BCSI. " 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral a'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 Cl-2 C2-a trusses. MI 4. Provide copies of this truss design to the building designer,erection supervisor,property illi. 4 owner and all other interested parties. 5. Cut members to bear tightly against each other. p 6. Place plates on each face of truss at each joint and embed fully.Knots and wane at joint O locations are regulated byANSIITPI 1. For 4 x 2 orientation,locate = rffi 7. Design assumes trusses will be suitably protected from the environment in accord with ill plates 0-' 6'from outside U ANSI/TPI 1. edge of truss. O1116\1110 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. C7-8 C6-7 C5-6 O 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative 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 8 7 practice is to camber for dead load deflection. required direction of slots in 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 specified. 13.Top chords must be sheathed or continuous lateral restraints(i.e.,purlins)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 width measured perpendicular NUMBERS/LETTERS. 18.Use of green ortreatedlumber ctengima pose beforeunacceptable environmental,health orperformance 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. LATERAL RESTRAINT LOCATION PRODUCT CODE APPROVALS 21.Unless information is otherwise provided to DrJ in writing,the one of these designs presumes 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. �/� by text in the bracing section of the ESR-1311,ESR-1352,ER-5243,9604B, 22.These trusses are designed using MiTek Sapphire standard analysis methods in accordance output. Use T-or I-Reinforcement 9730,95 43,96-31,9667A with AremelyI 1 and related propdetary information. or proprietay bracing (e.g.eliminator) 23.It is extremely important to properly install temporary lateral restraint and diagonal bracing,in if indicated. NER-487,NER-561 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,perlins),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 clethis of the restraint. Indicates location where bearings ©2012 DrJ Consulting, LLC All Rights Reserved this design,careful consideration should be given to bearing wall conditions.Bearing walls (supports) occur. Icons vary but supporting scissor type trusses should be designed in such a manner that the walls will safely 26.Due to the lateral thrust developed by scissor type trusses,if scissor type trusses are part of 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. 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 Industry Standards: values as published by MiTek and accurate design values for solid sawn lumber.Design values(E,Ernie,Fb,Fc,Fcp,Ft,and Fv)for solid sawn lumber and approved,grade ANSI/TPI1: National Design Specification for Metal9 stamped,finger jointed lumber shall be as defined by the grade stamp prior tocross cutting Plate Connected Truss Construction. and in accordance with the published values of lumber rules writing agencies approved by DSB-89: Plate Connected Standard forWoodTr 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 Lane 28.Trusses used as Pudin Gables(a.k.a.Hip Frames,Lay-In Gables)-Attachment of the Purlin Guide to Good Practice for Handling, CONSULTING LLC Gable to the supporting hip tmssessatisfiesthe restraint/bracing requirements for the gable Installing,Restraining &Bracing of Metal i/ Madison, WI 53719 studs.Refer to the truss design drawing for each individual truss. - Plate Connected Wood Trusses. 43-02-00 1 N � 9-08-00 , a / 31-02-00 0 0 \ \ \ A01 A A02(4) P 26-06-00 A N A O O O O 00o A03(7)1 0 0 V cn b A04 cn rn 0 0 o 0 0 0 cm 0 rn 0 O N 0 O O O O N O O 0 O O tT O 12-00-00 , 26-06-00 , 4-08-00 / 43-02-00 - 15877 SE 98th Ave P1102 u'' THIS The e tr TRUSS PLACEMENT DIAGRAM ONLY. Clackamas, Or 97015 hese trusses are designed as the building building components to be incorporated into the building design Phone: 503-557-8404 at the specification of the building designer. See he individual design sheets for each truss design identified BUILDER: DATE: on the placement drawing. The building designer is SCALE: responsibletemporary and permanent bracing of the Belfor 11-21-2013 roof andflooris stem and for the overall structure. PROJECT: DRAWN BY: The design of the truss support structure including Belfor L.Williams JOB#: headers,beams,walls,and columns is the responsibility Octavio Cuesta J1307156 of the building designer. For general guidance ADDRESS: regarding bracing,consult'Bracing of wood trusses" !xk, � 11925 SW Morning Hill Dr,Tigard,OR available from the Truss Plate Institute,583 D'Oni£rioo Drive;Madison,WI 53179