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Plans (53) MN= 4S4t1 mit MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL1 5-264_UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45124648 thru R45124656 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. QED PROpe � � GINE— 6> �, 89782PE____ -7 VA OREGON �� 9�. OREGON 1� PAR\� UL : August 7,2015 Reivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. a I` Job miss Truss Type Qty Ply POLYGON R45124648 PL15-264_UPPER F01 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries.Inc.Fri Aug 07 13:53:53 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-3PgAmvXGRtLNnC7tbEC3UCrS8yFT1 vAVLj56CBygBiS 1 1-0-0 I p5611 1-2-0 110-7-6 1 Scale=1:25.0 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.553 II 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 e V o o > e o e _ aN. 40, No. /#0, Nsio. / N / N / N c,..?, .frre o e- o a e 2.a 23 22 21 20 19 18 17 3x5= 3x5= 1.5x3 II 3x5= 3x5=- 355 355= I 7-0-14 17-7-14 I8-2-14 I 14-4-4 I 7-0-14 0-7-0 0-7-0 6.1.6 Plate Offsets(X.Y1— f8:0-1-8.Fdael.119.0-1-8 Fdael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lld PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.30 Vert(LL) -0.11 20 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.17 20 >985 360 BCLL 0.0 Rep Stress lncr NO WB 0.39 Horz(TL) 0.04 16 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 24=1249/0.2-8,16=676/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1671/0,3-4=-1671/0,4-5=-2270/0,5-6=-2270/0,6.7=-2493/0,7-8=-2493/0,8-9=-2423/0,9-10=-2423/0, 10-11=-1991/0,11-12=-1991/0,12-13=-1193/0,13-14=-1193/0 BOT CHORD 23-24=0/1222,22-23=0/2014,21-22=0/2425,20-21=0/2423,19-20=0/2423,18-19=0/2254,17-18=0/1635,16-17=0/646 WEBS 9-19=-273/0,2-24=-1712/0,2-23=0/628,4-23=-481/0,4-22=0/358,8-21=-226/359,14-16=-904/0,14-17=0/766, 12-17=-620/0,12-18=0/498,10-18=-384/0,10-19=-1/464 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)24. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)674 lb down at 1-1-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ,k1,Ep PROF- LOAD CASE(S) Standard S 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 �5�.�NG(NEFR cS/0 -, Uniform Loads(pIf) C? 1- Vert:16-24=-8,1-15=-80 c 897$2PE r' Concentrated Loads(Ib) Vert:2=-674(F) ' ..._.....„e!'.7 `-illafi- ' MIN -V OREGON o'h Q' iiQ _4RY1$ J4 PAUL '' EXPIRES: 12/31/2016 August 7,2015 e t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII.7473 rev.02/16/2015 BEFORE USE Design valid for use only with MTek connectors.This design'a based only upon parameters shown,and is for an individual budding component. �, Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the r ekx erector.Additional permanent bracing of the overall structure is the responsibility of the budding designer.For general guidance regarding P.r l fabrication.qualify controL storage.delivery.erection and bracing.consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. Suite 109 Citrec Hnghls,CA QSAla Job Truss Truss Type City Ply POLYGON R45124649 PL15-264_UPPER F02 Floor 13 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries.Inc.Fri Aug 07 13:53:54 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-XbOZzFYuCATEPMi39xj11 QOZ6MZomLdfLNgtkdygBiR 1 0-10-12 1 1 1-2-0 1 1 0-10-6 1 1 2-6-0 I Scale:1/2"=1' 1.5x3 II 3x4= 1.5x3 11 3x4= 1.5x3 II 3x4= 1.5x3 11 1 2 34x4= 4 5 6 7 8 0 , .wppppp.-- _ . • aG ,.., \ \4,, —41111441111111111.1811.11111811111110111 a 4 O 9 e 4010 1: 13 12 11 10 9 3x4= 1.5x3 II 1.5x3 II 4x6= 3x6= 304= 1 1-1-12 11-8-12 12-312 1 1-1-12 0-7-0 0-7-0 11 I Plate Offsets(X.Y1- 12:0-1-8.Edgej.13:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.11 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.19 10-11 >847 360 BCLL 0.0 Rep Stress Incl YES WB 0.50 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:62 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 14=596/0-4-4,9=596/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-819/0,3-4=-1502/0,4-5=1502/0,5-6=-1871/0,6-7=-1871/0 BOT CHORD 13-14=0/819,12-13=0/819,11-12=0/819,10-11=0/1932,9-10=0/1219 WEBS 2-13=0/369,3-12=382/0,2-14=-1170/0,7-9=-1316/0,7-10=0/704,5-11=-471/0,4-11=-345/0,3-11=0/993 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)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. <<-" PROFFss 8.782PE r' 9,t,OREGON ooh 99kpAUL �\ e- EXPIRES:12/31/2016 August 7,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED WEB REFERANCE PAGE 5111-7473 rev.02/16/2015 BEFORE USE. �� Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. �, Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the iTe k' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality controL storage,delivery.erection and bracing,consult ANSI/7PII Quality Cr Leda,DSB-B9 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312 Alexandria,VA 22314. Suite 109 canmsuerom�cA e5610 A Job Truss Truss Type Qty Ply POLYGON R45124650 PL15-264 UPPER F03 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co.. Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries.Inc.Fri Aug 07 13:53:55 2015 Page 1 ID:DFI Z9p3tCrPAGZnVberKOtyJvg6-?nyxADZWyUc51 WHG'rfeadwpLm?ZVgaoolaDG3yg8iQ I 2-6-0 I 11-5-101 1 1-2-0 1 1 0-8-14 I Scale=1:22.8 1.5x3 II 1.5x3 II 3x4= 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 53x4= 6 7 8 • e • a \ o /_ _ e le a o- e 14 13 12 11 10 3x4= 3x6=1.5x3 II 1.5x3 Il 3x6 = 3x4= 5-10-2 1 6-5-2 1 7-0-2 1 13-1-8 I -10-2 0-7-0 0.7-0 6-1-6 Plate Offsets(X.V)- 14:0-1-8-Edae1.15:0-1-8.Edoel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.08 11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.31 Vert(TL) -0.13 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:60 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=572/Mechanical,9=572/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1740/0,3-4=-1740/0,4-5=-1761/0,5-6=-1739/0,6-7=-1739/0 BOT CHORD 13-14=0/1163,12-13=0/1761,11-12=0/1761,10-11=0/1761,9-10=0/1163 WEBS 2-14=-1256/0,2-13=0/622,4-13=-268/180,7-9=-1256/0,7-10=0/622 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. • 3)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 t CGi E€der`./p tip'. R ?-� 89782PE f y OREGON o<" S"/I j9q RY 16 Q` 7'79� L .R%J PAU EXPIRES: 12/31/2016 August 7,2015 e ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 6111-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with/seek connectors.This design is based only upon parameters shown,and k for on individual building component. 111"1• • Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown • is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quardy Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria.VA 22314. Suite 109 Cnme Ha'rghle CA gcntn Job Truss Truss Type tity Ply POLYGON R45124651 PL15-264_UPPER F04 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton.Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:56 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-U_WJOxZ8jokyffsSGMIm6rT v9fTEGtylhJmpVygBiP I 2-6-0 I I 1-8-6 1 1 1-2.0 1 1 0-8-14 1 Scale=1:25.0 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 53x4= 6 7 8 o e h � ' _\ N v v v e q�xJ' 1 13 12 11 10 3x4= 3x6= 1.5x3 II 1.5x3 II 3x6= 3x4= 1 7-0-14 17-7-14 18-2-14 1 14-4-4 I 7-0-14 0-7-0 0-7-0 6-1.6 Plate Offsets(X.Yli— [4:0-1-8.Edaej.(5:0-1-8.Edael • LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) -0.11 12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.39 Vert(TL) -0.17 12 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:65 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=626/0-2-8,9=626/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-201010,34=-2010/0,4-5=-2110/0,5-6=-1999/0,6-7=-1999/0 BOT CHORD 13-14=0/1294,12-13=0/2110,11-12=0/2110,10-11=0/2110,9-10=0/1295 WEBS 2-14=-1397/0,2-13=0(773,4-13=-317/104,7-9=-1398/0,7-10=0/760,5-10=-371/105 NOTES- 1)Unbalanced floor live loads have been considered for this design. -- 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)14. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��� ED PR pFFss 5 �NGINE F9 /Q.& cc 9782PE r -7 OREGON o'�Q 9,9 �qRY 15,2!GQ' EXPIRES: 12/31/2016 August 7,2015 4 ®WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.0211612015 BEFORE USE. Design valid for use only with Wel(connectors.This design is based only upon parameters shown,and&for an individual balding component. �- Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction o the responsibility of the MiTek- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCS1 Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312.Alexandria,VA 22314. Suite 109 ren=1-e40M,r4 65ai0 Job Truss Truss Type Qty Ply POLYGON R45124652 PLI5-264_UPPER F05 - Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co.. Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries.Inc.Fd Aug 07 13:53:58 2015 Page 1 ID:DFkzgp3tCrPAGZnVberKOtyJvgB-U_WJOxZ8jokyffsSGMIm6rT 19JyEJXylhJmpVygBiP 7-0-10 I I 1-2-0 1 1 0-814 11 2-6-0 I Scale=1:18.0 1.5x3 II 354= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 3x4= 4 5 6 ti e i N .....„ . N v 3 ." 1 10 9 a 1.5x3 II 1.5x3 II 3x6= 3x4= 3x4= I 2-3.10 1 2-10-10 5 1310 1 9-7-0 I 2-3.10 07-0 0-7-0 6-1-6 Plate Offsets(X.Y1— [2:0-1-8.Edge].[3:0-1-8 Fdgf J LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.05 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012ITP12007 (Matrix) Weight:44 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.18Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=416/0-2-12,7=416/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=767/0,3-4=-989/0,4-5=-989/0 BOT CHORD 10-11=0/767,9-10=0/767,8-9=0/767,7-8=0/782 WEBS 2-11=-851/0,5-7=-844/0,3-8=0/406 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 3)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. -\cEp PROFFos GINE . .�N Fq 029 $9782PE r . ce MI -9 •REGON o'- 9,1'RY 1 \l: AUL EXPIRES: 12/31/2016 August 7,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE MIF7473 rev.02/16/2015 BEFORE USE Design valid for use only with Mirek connectors.This design Is based only upon parameters shown,and B for an individual building component PAII Applicability of design parameters and proper incorporation of component is responsiblity of building designer-not truss designer.Bracing shown is for lateral support of individual web members onty.Additional temporary bracing to insure stability during construction is the responsibility of the iVliTek' erector.Additional permanent bracing of the overall structure is the responsiblity of the bidding designer.For general guidance regarding fabrication,quality control storage.delivery,erection and bracing.consult ANSI/TPI1 Quality Cdleda,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.781 N.Lee Sheet.Suite 312,Alexandria.VA 22314. Suite 109 Cnnrc Heights CA scum Job Truss Truss Type Qty Ply POLYGON R45124653 PL15-264_UPPER F06 Floor 11 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 0.10111 2014 Mrrek Industries,Inc.Fri Aug 07 13:53:57 2015 Page 1 10:DFkz9p3tCrPAGZnVberKOtyJvgB-yA4hbHamU5spGpReg3G?e203vNzhM5FL3JLyyq Bio I 2-6-0 I 2-1-12 11 1-2-0 11 0-9-8 1 2-3-0 I I 1-2-0 I I 1-4-a 1 1-6-0 1 Scale=1:27.8 • 1.5x3 II 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x6= 1.5x3 11 1 2 3 4 5 6 7 8 9 10 • N a Abel - /�- _ /01111.1111111111.11111r -11411.14111114141111111140. . o a / N e e e e > e 1 16 15 14 13 12 11 3x4= 304= 3x4= 3x6= 1.5x3 II 3x5= 3x4 = 12-10-12 1 4-10-12 15-5-12 I6-0.12 I 11-8-12 12-3-121 1 15-11-12 1 4-10-17 0.7-0 0.7-0 51-0 ,0.7-0 0-7-0 3-1-0 Plate Offsets(X.Y)— p:0-1-8.Ectge].[12:0-1-8.EdgQ].[15:0.1-8.Edge].[16:0-1-8.Et[ge] LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (lac) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.64 Vert(LL) -0.23 13-14 >812 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.78 Vert(TL) -0.36 14-15 >522 360 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/FP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 OF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 OF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=697/0-4-4,11=697/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2351/0,3-4=-2351/0,45=-2351/0,5-6=-2679/0,6-7=-2679/0,7-8=-1863/0,8-9=-1863/0 BOT CHORD 16-17=0/1468,15-16=0/2351,14-15=0/2590,13-14=0/1863,12-13=0/1863,11-12=0/965 WEBS 3-16=-304/0,415=0/264,8.12=-448/0,2-17=-1585/0,2-16=0/983,7-14=0/950,6-14=-281/0,5-15=-490/0, 9-11=1159/0,9-12=0/1121 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)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. <0clr,�p PRQ1c 06, 0 ,.tJGINE /0 • 2 .89782PE r t 9,L�OREGON2o',�Q 99k PAUL Q EXPIRES: 12/31/2016 August 7,2015 e / ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual budding component. [• Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of theR AITek• erector.Additional permanent bracing of the overall structure is the responsbrsify of the budding designer.For general guidance regarding i V i fabrication,quality control storage.delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,OSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.781 N.Lee Street.Suite 312,Alexandria,VA 22314. Suite 109 rims Wrinhts A Scein Job Truss Truss Type Qty Ply POLYGON R45124654 PL15-264_UPPER F07 Floor 11 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton.Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Fri Aug 0713:53:58 2015 Page 1 ID:DFkz9p3tCrPAGZnVberKOtyJvgB-QMe3pdbPFP_guz0g0nnEBGYKrz?RiD8EU?ottOyciBiN I 1-9-14 1 1 1-7-0 1 1 0-8-14 1 1 716.0 I Scale=1:17.6 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 1 2 3 3x4= 4 5 6 • IIIIIIIIIIIIIIIIIIIIkkiiiiiitiiiii 0 N 11 10 9 B 1.5x3 II 1.5x3 II 3x6= 3x4= 354_ I 2-0-14 1 2-7-14 1 3-2-14 I 9'4-4 I 2-0-14 0.7-0 0-7-0 6-1-6 Plate Offsets(X.Y)— 72:0-1-8.Edael.13:0-1-8.Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Vd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.04 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.36 Vert(TL) -0.08 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:43 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=406/Mechanical,7=406/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-702/0,3-4=-940/0,4-5=-940/0 BOT CHORD 10.11=0/702,9-10=0/702,8-9=0/702,7-8=0/757 WEBS 2-11=796/0,5-7=-817/0,3-8=0/420 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��ED PROF-es `co NGINE6- sirs 44- .89782PE f ,.... ' -y S REGON O .15 Y 1 \J ,�� AUL EXPIRES: 12/31/2016 August 7,2015 d 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED WEB REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown.and B for an individual buldmg component. �, Applicability of design parameters and proper incorporation of component is responsibWily of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additionol temporary bracing to insure stability during construction is the responsibility of the M iTek� erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delvers',erection and bracing,consult ANSI/TPII Quality Criteria.DSB-89 and BCSI BYBding Component 7777 Greenback Lane Safely Inlormatlon available from Truss Plate Institute.781 N.Lee Street Suite 312.Alexandria.VA 22314. Suite 109 Cans 14.43111s,CA osain " Job Truss Truss Type Qty Ply POLYGON 1245124655 PL15-264_UPPER F00 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Fri Aug 07 13:53:59 2015 Page 1 I D:DFkz9p3tCrPAGZnVberKOtyJvgB-uZB SOzc10j6X W7b1 xUJTkTSMGNFRRbbOjfYQPgygB iM 1 2-6-0 I 7-1-17 1 1 1-2-0 11 0-9-8 1 2-3-0 I I 7-3-0 1 1 1-2-0 1 1 0-8-8 1 Scale=1:28.5 1.5x3 II 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 304= 1.5x3 II 4x4= 1.5x3 II 1 2 3 26: :7 8 9 10 e 1‘3 e 0 e e e 1 16 15 14 13 12 3x4 = 3x4= 3x4 = 3x6= 1.5x3 II 4x4= 3x4 = 12-10-12 I 4-10.12 15-5.12 150-12 1 11-8-12 12-3-121 1 16-4-4 1 4-10-12 0-7-0 0-7-0 550 0-7-0 0-7-0 3-4-8 Plate Offsets(X.Y)— U:0-1-8 Edae).[12:0-1-8.Edge).(15:0-1-8.Ed[ge].[16.0-1-8.EQge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.71 Vert(LL) -0.25 14-15 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.39 1415 >501 360 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code IBC2012)TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=714/0-4-4,11=714/0-4-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2435/0,3-4=-2435/0,45=-2435/0,5-6=-2821/0,6-7=2821/0,7-8=2063/0,8-9=2063/0 BOT CHORD 16-17=0/1509,15.16=0/2435,14-15=0/2698,13.14=0/2063,12-13=0/2063,11-12=0/1552 WEBS 3-16=-319/0,4-15=0/287,8-12=-559/0,2-17=1629/0,2-16=0/1028,7-14=0/894,6-14=276/0,5-15=526/0, 9-11=-1675/0,9-12=0/946 NOTES- • 1)Unbalanced floor live loads have been considered for this design. 2)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. 5���cDGIPNREOF�FssiQ 2r� 89782PE MI r 4-9y.OREGON Q 9RY 15' ,, Q,Rkr, „v UL EXPIRES: 12/31/2016 August 7,2015 _ a ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.02/16/2015 BEFORE USE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. 1, Applicability of design parameters and proper incorporation of component is responsibliy of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stabifiy during construction is the responsibility of the ., erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek. fabrication.quality control,storage.delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,051.85 and SCSI Building Component 7777 Greenback Lane Soley Information available from Truss Plate Institute.781 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 rib,.Hninhtc CA 5101n Job Truss Truss Type Qty Ply POLYGON R45124656 PL15-264 UPPER F09 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries.Inc.Fri Aug 07 13:54:00 2015 Page 1 ID:DFk29p3tCrPAGZnVberKOtyJvgB-MIIgEJccfnn0E07HADVCgIGheXZnbxA2zXyJHyHygBiL I 7-6-0 I 7-1-12 1 1 1-7-0 1 1 0.9.8 1 2-3-0 I I 7-3-0 1 1 1-1-0 I --191 Scale=1:28.2 4x4= 1.5x3 II 3x5= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 10 Oe \ e / N 9 N e e ee i 16 15 14 13 12 3x4 = 3x4= 3x4= 3x6= 1.5x3 II 4x4 = 3x4 = 12-10-12 I 4-10-12 15-5-12 fr-0-12 1 114-12 124-121 1 16-24 I 4-10-12 0-7-0 0-7-0 5-8-0 0-7-0 0-7-0 3-3-12 Plate Offsets(X.Y)— [7:0-1-8 EdgeL412:0-1-8 Edge].115:0-1-8 Edge].[16:0-1-8 Edae] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.24 14-15 >797 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.74 Vert(TL) -0.38 14-15 >510 360 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 OF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=707/0-4-4,11=707/0-2-12 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2402/0,3-4=-2402/0,4-5=-2402/0,5-6=-2764/0,6.7=-2764/0,7-8=-1993/0,8-9=-1993/0 BOT CHORD 16-17=0/1493,15-16=0/2402,14-15=0/2656,13-14=0/1993,12-13=0/1993,11-12=0/1545 WEBS 3-16=-314/0,4-15=0/278,8-12=-636/0,2-17=1612/0,2-16=0/1011,7-14=0/903,6-14=-276/0,5-15=-512/0, 9-11=-1668/0,9-12=0/975 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 3)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. 4,ED PROpen �. v4•f;.INEFR `�i02 .144 8°782PE 9 I- t 7 OREGON o'h •1 &'9RY152FQT EXPIRES: 12/31/2016 August 7,2015 s I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MIiEK REFERANCE PAGE MII.7473 rev.02/16/2015 BEFORE USE Design valid for use only with MTek connectors.This design c based only upon parameters shown,and Is for an individual building component. l• Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction B the responsibillity of the pVliTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/TP11 Quality Criteria,D58.89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Inns Plate Institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. Suite 109 Panty Hnighis,(A 45810 Symbols Numbering System General SafetyNotes PLATE LOCATION AND ORIENTATION 1 3j4 Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury MIN Dimensions are in ft-in-sixteenths. 64k Apply plates to both sides of truss and fully embed teeth. 1 2 3 i. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 1 „ cr•z 0'/16 C2-3likt% 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I p bracing should be considered. 11.11Air 2 � 0 3. Never exceed the design loading shown and never O rAtil U stack materials on Inadequately braced trusses. C6-7 C5-6 O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7.8 plates 0-'AP BOTTOM CHORDS designer,erection supervisor,property owner and from outside all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 6. Place plates on each face of truss at each wan required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locnations are t and bregula ed ed byy ANSKnots I/TPI I e at Joint connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from "Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expresslynoted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 10.Camber Is a non-structural consideration and is the to slots.Second dimension is responsibility of truss fabricator.General practice is to ER-3907,ESR 2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions LATERAL BRACING LOCATION 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 �i Indicated by symbol shown and/or specified. by text in the bracing section of the 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but 16.Do not cut or alter truss member or plate without prior ■� reaction section indicates joint ©2012 MiTek®All Rights Reserved approval of an engineer. - number where bearings occur. 17.Install and load verticaly unless Indicated otherwise. Min size shown is for crushing only. 11111111111.110 18.Use of green or treated lumber may pose unacceptable a.-=1!! environmental,health or performance risks.Consult with Industry Standards: engineer before use. ANSI/TPI1: National Design Specification for Metal MI 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing, isnot sufficient. BCSI: Building Component Safety Information, MiTek6 Guide to Good Practice for Handling, 20.Design assumes manufacture in accordance with Installing&Bracing of Metal Plate ANSI/TPI 1 Quality Criteria. Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.02/16/2015 Re: 7-A GE AT GARAGE NH-KD ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1345829 thru K1345848 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. PROFe NGI NEER 0 � 89782PE r . OREGON N. 64 16,?<Q' PAUL ` August 10,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 16.— 6.5" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KODF N1EBTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x4 KDDF 916BTR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. LOADING7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: (140 mph,Heights),hts ,1 En, osedCat.2, Enp. ASCE RS)D DL ON BOTTOM CHORD = 10.0 PSF load nEnclosed, Exp.B, MWFRS(Dir), load duration factor-1.6, TOTAL LOAD = 42.0 PSF Truss designed for wind loads LL 25 PSF Ground Snow (Pg) in the plane of the truss only. Gable end truss on continuous bearing wall 004. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 4-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for complete specifications. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 8-03-04 8-03-04 q 1 4 12 IIM-4x4 12 14.00 V 3 7\114.00 A1II1h , N O Oj O O M-3x4 M-3x4 .,q gip P R OFe' GINE LSA 1-00y 16-06-08 y1-00y ���� '�N �'9 01. 9782PE r` JOB NAME : POLYGON NW PLAN 7-A NH - Al y• Scale: 0.2641 WARNINGS: GENERAL NOTES, unless nthembe noted: C/ p �♦ 1.Bolder and ereclbncontractor shwMbe advised of el General Notes 1.Tie design Nbasedonly upon the parameters.00c and Is for anlndlMwl � 1+. ,REGON Truss: Al end Warnings beton mm construction ep011M. bolding component Applicability of design penmeten and proper tL ' �`. 2 gx4 compneebn web bracing must be msteMd where shorn+. Incprpontbn of component la Na responsibility of IM bedding destpner. .ff �A^y A G.. 3.Additional lemporery brains to blow stability during construction 2 Deign assumes the top ahs spasm chorda IoM Wanity bawd at 7 'l/`� 1;J �V- IS the nappnstbl Im.ehdM.Additional PermeneM bracing of 7o.A and at lC ossa respectNely unless breed throughout thee length by [� my a continuous sheaWng such as plywood sheethlrp(TC)and/or drywall/BO). .�� PA UL `\. DATE: 8/10/2015 IM morel structure le the respondbBty piths bolding designer. 3.2c Impact bridging or latent bracing required where shown•• S E K 13 4 5 8 2 9 4.No load should be Nieapplied to any component any Ha al bre ng end s.Installation naume.sswus.nio bo m.blItye m ens noetic'.centred= rot Q•' fedi:wa an complete at no one ORM any bade greater than deign bads be applied to any component. and are for'dry condition"of use. TRANS ID: LINK 5.Comp,Tnnhas nocontrol ewer and assumes rwneponsibilityfor the S.°.�.::•wme.Mlbea ng at elwppon.Nonn.Shhno,nmdg.R EXPIRES: 12/31/2016 7• fabrication,handling.shipment and Installation or components. 7.Design assumes adequate drainage Is podded. August 1Or2O I:J S.This design a furnished cabled to M s limitations set forth by B.Plate."hell be baWas, ted on both faces of and placed ace their center TP W,'TCA In SCSI,copies of which will be finished upon request. Enos wlndda with joint center Ones. B.Digits Indicate doe of pieta In Inchas. Y MITek USA,lnc./CompuTrus Software 7.6.6(1L)-E 10.For bade conedor plate design whoa we ESR-13II.050.1088(Welt) c. This design prepared from computer input by PACIFIC LUMBER-BC r LUMBER SPECIFICATIONS TRUSS SPAN 16'- 6.5" TC: 2x4 KDDF 814BTR IBC 2012 MAX MEMBER FORCES 4WR/DDF/ 0 BC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE 1.15 1- 2=( 0) 86 2- 8-(-84) 485 3- B=(-270)-270) 278 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2- 3-(-709) 207 8- 6=(-70) 383 8- 4=(-269) 530 LOADING 3- 4-(-546) 278 8- 5-(-270) 278 TC LATERAL SUPPORT <- 12"OC. UON. 4- 5-(-546) 278 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-704) 207 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 86 OVERHANGS: 12.0" 12.0" TOTAL LOAD= 42.0 PSF LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -149/ 809V -292/ 292H 5.50" 1.29 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 16'- 6.5" -149/ 809V 0/ OH 5.50" 1.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP IcalAND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. .....1-µ+l+(�4+-4,4-'}-._:) 1::.r..�asy„ Lam,.;I g, VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 8-03-04 8-03-04 fMAX LL DEFL - -0.002" 0 -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL - -0.003" 9 -1'- 0.0" Allowed - 0.133" 4-03 4-00-04 4-00-04 4-03 MAX LL DEFL - -0.002" 0 17'- 6.5" Allowed = 0.100" 1 f f f 1' MAX TL CREEP DEFL- -0.003" 0 17'- 6.5" Allowed - 0.133" MAX TC PANEL LL DEFL - -0.019" 0 10'- 0.2" Allowed - 0.387" 12 12 14.00 M-4x6 MAX BC PANEL TL DEFL = -0.047" 0 3'- 9.1" Allowed = 0.498" 4.0" 'Sc]14.00 4 MAX HORIZ. LL DEFL - 0,006" 9 16'- 1.0" MAX HORIZ. TL DEFL - 0.009" 0 16'- 1.0" # i Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-24.1ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 0 o o -1.:'-. ..!...4 _ B r ub 0 M-3x4 M-3x8 M-3x4 0 O Jo ). cEo Opp 8-03-04 8-03-04 y P R 1-00y i-0oy S�5 �NGINEF�s% 16-06-08 2 " 89782PE 9r-- JOB NAME : POLYGON NW PLAN 7-A NH - A2 Scale: 0.2614 "'•�/�j. NWA. WARNINGS: GENERAL NOTES, unless°Cann...noted: y Truss: A2 1.Balder and eredloncontractor should beadvlredofal0.0.01Notes 1.This design Ia based only upon meparameters shown and lefor anb,dMdual "74 OREGON '" and WamNps before conatruclkn nommen.., bolding component Applicability of design parameter.and proper :/� y)O rq}.. 0.2r4 compression web bracing must ba Ina41lodwaresawn 0. incorporation of.mpones I.to responelblity of the bolding design., +"q f V���\ 3.Additional temporary bracing to Insure stabmy dudng.ndr°dbn 2 Design end.115 lhs lap ao bosom MON°to at fa throughout timed a Ll v .J Is the resporNbMy of me med°r.Additional permanent bredrp of 7 ex. el 7e o.e.respectively plywood bre.,u)nc)hon malt length by )� oA a • DATE: ASEQ.: E: 8/10/2015 Ia°rami structure la the responelblhy of the building designer, continuo.Impact sheathing sues a pcng re saemahere shown ••ryweA(BCJ. IT /ti^�� 11 5,le Impact bridging or the responsibility required where Mown.e r-A `` Q.: K1345830 4.No load should be appaed to any component Wl after al bracing and 4.Installation*Muss is the responsibility oft a reapadbe.nlrador. fasteners are oemplale and at no time should any loads greater than 5.Design assumes trusse.are to be used in.non.eorroate environment, - TRANS I D: LINK design loads be applied to any component. end are for'dry condmon•of use. 5.Compurru.as no control over and assumes no responsibility forma 6.Design.wmes MI bearing al al supports shone.Shim or wedge If fabrication.handling.shipment and lndatalon ornomponeMs. D.el8e ry• EXPIRES: 12/31L2016. e.This design Is lamehed subject to the(Mations set forth by 7.Design sesames adequate bdoth Is premed, AU9 USt 1 0,2015 H.P..00ln lbe located on Doth lave°or Waa,and placed wlalr.M<r TPNMCA In 8151,copies of whkh will be furnished upon request. Inas colndde with joint canter linea MRek USA,Inc.ICompu7rus Software 7.6.6(1L}E N.Nits indicate size of plate in Inca.. to.For baste connector plate design values sea EBR•t3t t,ESR•1888(WO) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 16-06-08 GIRDER SUPPORTING 35-01-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF 6liBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2-(-6136) 1370 1- 6=(-964) 3722 2- 6-) -630) 2990 2- 3=(-4064) 1042 6- 7=(-868) 3740 2- 7=(-1886) 570 BC: 2x6 EDDY STAND3- 4=(-4064) 1042 7- 8-(-778) 3740 7- 3=(-1494) 5772 WEBS: 2x4 EDDY STAND; LOADING 2x4 DF STAND A; LL = 25 PSF Ground Snow (Pg) 4- 5=(-6136) 1370 8- 5=(-774) 3722 7- 4=(-1886) 570 2x6 KDDF 02 B TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 16'- 6.5" V 8- 4=( -630) 2990 BC UNIF LL( 414.1)+DL( 301.6)- 715.6 PLF 0'- 0.0" TO 16'- 6.5" V TC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1450/ 6448V -256/ 256H 5.50" 10.32 KDDF ( 625) 16'- 6.5" -1450/ 6448V 0/ OH 5.50" 10.32 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP -'r ( 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Join together 2 ply with 3"x.131 DIA GUN nails staggered at: ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. \/�� 9" oc in 2 row(s) throughout 236 top chords, /x\/x\ 7" oc in 2 row(s) throughout 2x6 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 9" cc in 1 row(s) throughout 2x4 webs, MAX LL DEFL = -0.039" 9 4'- 5.2" Allowed = 0.781^ 9" oc in 2 rows) throughout 2x6 webs. MAX TL CREEP DEFL = -0.079" 0 4'- 5.2" Allowed = 1.042" MAX HORIZ. LL DEFL = 0.014" O 16'- 1.0" 8-03-04 8-03-04 MAX HORIZ. TL DEFL = 0.024" 9 16'- 1.0" 4-06-15 3-08-05 3-08-05 4-06-15 Design conforms to main windforce-resisting 1 1' 1' ' f system and components and cladding criteria. 12 M-4x10 12 Wind: 140 mph, h=24.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 14.00 Va 14.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 34.0" load Trussddesigned uration ffor owind 6loads 77 in the plane of the truss only. r� M-3x6 M-3x6 o L pW y o !LAIL N ■�'��l��Lc®�lIl-II O o 1 6 a, 7 8 I M-5x10 M-3x8 M-7x10 M-3x8 M-5x10 of 0 y y y y y ‹cE° FR°FR9-05-03 3-10-01 3-10-01 4-05-03 0.61 s l `6NGINF ;, 16-06-08 4t' 8 782PE r LYGON NW PLAN 7-A NH - A3 ///6- �:,/�/\/ JOB NAME : POScale: 0.2332 /� WARNINGS: GENERAL NOTES, unless othenNae noted: .. Opc�O1l1 �4 I.Balder and aradbncontmdcrshould benceWdof all General Notes 1•building Component.IhddApnly upon ity of paramn eters ma n and proper wn and le for an lMMdual ,/J r / Flt-. �Vr� Truss: A3 and Warnings before constructioncommencee. ... � i, .4Z- 2. 2.244 compression web bracing mud be metalled where shovel.. incorporation of component le the responsibility 01 the building designer. �" V�h Ay,, 3.Addtloneltemporarybmehg to insure.1.8890 during construction 2.Design aswmsa the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bra f T0.e.ou dea10.hin nsch as ply odds brsrorgfT)niordyNnpmby /� bracing o 7 0.0.and sheathing wan thre u ties bralhhvRe throughout drywe length b ~A U L �\ DATE: 8/10/2015 the overall structure Is the responsibility Mine bui8ing designer. 3.2e lmped bridging or lateral bndng required efiere.harm.. SE K1345831 4.No lad should be applied to any component until alar ail bracing and 4.osteot�n**Num a�'po"a Nei the��o�oe000lasIve na,nem. Q• Wieners are complete end et no time should any loads greater than TRANS I D: LINK design toed*be sppiled to any component. and are for'dry condition'of use. 5.CompuTmshasnocontroloverendassumesnorespondblgryWrthe e.Dela Y�mesMbeaMgataAsuppoMNovm.Bhlmarvndpslf EXPIRES: 12/31/2016. fabrication,Wang,ehIpmeM end lnstell.tonofcomponents. T.Design assumes adequate 01011,geIsprovided. August 10,2015 8.TN,design is furnished aub)ed to the fmbe(ond s set forth by 8.Mates bw be looted on both faces Mims,and placed so their anter TPOWTCA h SCSI.copies of which MI ba NmIshed upon request. Ines cohdde with)obi center Ones. 9.Digits Indbala size of plate In Inches. MOek USA,Inc.yCompuTrus Software 7.6.6(1L)-E 10.Forbade connector plate design values see ESR•t3lt,909.1808(m/Tab) This design prepared from computer input by PACIFIC LUMBER-BC ,. LUMBER SPECIFICATIONS TRUSS SPAN 7'- 0.0" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. IC: 2x4 KDDF 41SBTR LOAD DURATION INCREASE w 1.15 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <- 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=21.3f t, osed, .2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD - 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factori1.6, Truss designed for wind loads LL - 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Sable end truss on continuous bearing wall U04. 4-1 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Ref Rx2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3-06 3-06 4 T T 12 12 14.00 IIM-4x9 2 14.00 A\ /111\ All NM WR oO M-3x4 M-3x4 l y 7-00 74GlN<0 4\ 89782PE �r JOB NAME : POLYGON NW PLAN 7-A NH - B1 • F/ Scale: 0.5570 -.....,,/ / _• WARNINGS: GENERAL NOTES, union otherwise noted: ` '^ Truss: B1 I.Builder end eredbnanlraclorenould be advised of al Genera:Notes I.This design le based only upon the parameters shown and Is for an lndNidual 7 OREGON �v, and WambpsbeforsanNluellonammenae. bukfingcompo m.Apl'paabnnyofdeegnparametersendproper Q.. 2.are compression web Mooing moa a Metalled wn.,..nown.. rpor. component Is me reeponw6ry or la balding designer. fR, 3.Addalpal temporary bracing to Inure stablly during anAWdbn 2 Design assumes the lap and bottom chords to be'Merely bead et �� ��R`� 1 �j` le ms responsibility of the rtader,Additional permanent bracing of 7 0.0.and et sheathing c.c.respectively"Ness bread throughput mea length by r v Vk DATE: 8/10/2015 the owendaauctureIsmeresponsbl a^waneridgngor anala..dng,dasdwheres deem' try ohne bulding ae.pner, drywagec). �j^IJL 3.In impact bath. la thlate bracing required where ehewm.. SEQ.. K1345832 4.Nofadsrowdwappeadmany ampodentvmeafter ,gersdngand 4. responsibility ansn.aeraeameba,s fasteners are compete and at no Iwo should any loads greater than 5.Design saunas trusses are la be used In•an<onoehe environment. TRANS ID: LINK design bads be applied to any component. .rade are for"dry condition'ol use. 5.Cempu7rus has no control over end wanes no responsibility br t• 5.Design"wines MI bearing at el supports shown.Shim of wedge It EXPIRES: 12/31/2016 tebrleaan,MMling,eldpmanl and eplallawn of components. heaaury, 7.Designsshagbeassumes ailed on bothdrainage Is provided. August 10,2015 9.Tma design lammig,'waled to the limitations set torahen S. MWbsbateq ateoth4ass pruided.andplead so their center 7PNMCA In Bent.apes of wnkh cli be Nmished upon request. Ines alnslde vdih)olnl anter NNW. Mtiek USA.Inc,/Com Trus Software 7.6.61L E 0.Digits Indicate eke of plate In aches. Iw ( I• 10.Fpr Nein ammeter plate design values we ESR•13t1,ESR.l9811IMlch) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 24'- 8.5" ICONS. 2: Design checked for net(-5 pef) uplift at 24 "oc spacing. I TC: 2x4 KDDF#16BTR LOAD DURATION INCREASE = 1.15 KD SPACED 24.0" O.C. Design conforms to main windforce-resisting BC: 2x4 #1TR; system and components and cladding criteria. 2x4 DF BISBTR B2 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h-22.Bft, TCDL.4.2,BCDL.6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD- 10.0 PSF (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD>: 42.0 PSF load duration factor-l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. N-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 12-04-04 12-04-04 1 T T 12 1 1M-4x412 p Q 7.00 7.00 1 WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SITS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS DUE TO THE LACK OF LATERAL BRACING PROVIDED BY A RIGID CEILING AT THE HINGE CONNECTION POINT.THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THIS HINGE CONNECTION SATUATION.COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE PROPER LATERAL BRACING TO THE HINGE CONNECTION SITUATION. R ,n1 Lu 52 1,1 I o M-3x5(S)5o M-3x4 M-3x4 y y 14-08-08 10-00 SD PROPe 1 61 1 '' GINE 6) 24-08-08 0,' . N F,4 0. 17,,,_414 � :9782PE r JOB NAME : POLYGON NW PLAN 7—A NH — Cl / 1 ,-r \‘"-------� _'" Scale: 0.3040 �'7 WARNINGS: GENERAL NOTES, Mess otherwise noted: p- 1.Bolder and eredlonoedndor,bedd be advised of al General Notes t.This design Is based ony upon the parameters shown and is for an mdgduel .�f 1+.OREGON ��,�. Truss: Cl end Wlmbgsbefuraconabnedencomrnences. buldingcomponent.App°uWlityofdesgnparameters end proper +^f' �Y°;.1 ,� 8) 2.244 compression web bracing must be Installed where shorn+. bcs,poratbn of component is As mependblly of the bolding designer. �. Vq fj Y.' �5 3.Additional temporary bracing to Imre stability during construction 2 Design assumes the tap and bosom dwdstobalatenh brood et rl t�j;; Is the responsibility alta e,eclor.Addel°nai pemm�ent bracing of 7o.e.uMa heetOntrY ,such es py Nessbracedi"reupnoNtheylangmby �l codlnuousrM.Wng sue"tbedng reseal ohe,e.metier drywal(ec). PAUL �` DATE: 8/10/2015 +Mover.lahnctmsl.Thar.spomlbllyorthe buldnpdesigner. a241mpadbddgmgorlatambradngrequk.awner..Mww.. SEQ.: K1345833 4.Nabed sh°"Mbespglad to any component untl eller al bracing and 4 Installation of We i Is therespansibillyoftherespectNecontractor. I feetenera are complete and at no time should any bads granter than 5.Design lissome trusses ere to be used lea noncorrosive environment, design bads be applied to any component and ars for'dry condition"of use. TRANS ID: LINK 5.CampgTme manecontroloverandassumesnoresponsibiliyterthe B.Design nee.fullM'ring""wpp°"`ahohr S m°'wedge'f EXPIRES: 12/31/2016 ry- fabrication.hendng,shipment and Inddlation of components. 7.Design assumes adequate drabage Is provided. August 1 O,2015 9.7111 design h furnished subject to the llmiltions set forth by B.Plates shall be baled on both faces of truss,and placed m tMlrmnter TPI/MCA In SCSI,copies of With nil be furnished upon request. Inas coincide vdth joint center Mei g.Digits Indlcete gra of plate In Inches. ` MR&USA.IneiCompuTrus Software 7.6.6(1L)-E to.For basic connector plata design values sae ESR-1311,ESR-1088(Mask) This design prepared from computer input by PACIFIC LUMBER-BC ' LUMBER SPECIFICATIONS TRUSS SPAN 24'- 8.5" IOC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 YC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2855) 608 1- 7=(-473) 2459 7- 2-( -195) 1460 0C: 2x4 KDDF NIS BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-1140) 335 7- 8-(-466) 2401 2- 8-(-1691) 453 3- 4-( -987) 311 8- 9=(-199) 1225 8- 3-( -172) 678 LOADING 4- 5-(-1544) 313 9- 5-)-198) 1227 8- 4-( -556) 202 TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6-( 0) 57 4- 9-) 0) 326 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD= 10.0 PSF OVERHANGS: 0.0" 12.0" TOTAL LOAD 42.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED BOG AREA •• For hanger specs. - See approved plans LL - 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -135/ 1037V -168/ 162H 5.50" 1.66 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 24'- 8.5" -179/ 1157V 0/ OH 5.50" 1.85 KDDF ( 625) REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL - -0.125" 0 5'- 9.0" Allowed - 1.190" MAX TL CREEP DEFL - -0.248" 9 5'- 9.0" Allowed - 1.586" MAX LL DEFL - -0.002" 0 25'- 8.5" Allowed - 0.100" MAX TL CREEP DEFL - -0.003" 0 25'- 8.5" Allowed = 0.133" MAX HORIZ. LI. DEFL - 0.077" 0 24'- 3.0" MAX HORIZ. TL DEFL - 0.128" 0 24'- 3.0" 12-04-04 12-04-04 5-10-12 6-05-08 f Design conforms to main windforce-resisting ,� 5-03-07 7-00-13 system and components and cladding criteria. Wind: 140 mph, h-22.8ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 12 12 7.00 HM-4x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Q 7 00 load duration factor-1.6, 4.0" Truss designed for wind loads 3 4-4' in the plane of the truss only. tN M-3x4 M-3x6 ...,441111A101111111110 .-! ee M-3x5 7 n • M-5x6 0 a F_.• 6 o 0 1•• 8 9 �_ a, 0 M-5x10 M-1.5x3 M-3x9 Sol .Q 3.50 3.50 Cm. o 12 12 y 1 1 . ,1 5-09 5-03-08 6-07-03 7-00-13 1 l l 1 1. Ep PROF 5-09 5-03-08 13-08 1-00 • �� `s y 24-08-08 y � � �NGINcR �%� 4 8 782PE 91- JOB NAME : POLYGON NW PLAN 7-A NH - C2 Scale: 0.2375 ---..-- WARNINGS: GENERAL NOTES, unessotherwlse noted: Truss: C2 40 1.Bulderanderedlonconractor•heddbeadvised01.IGeneralNotes 1.Thi•designlebasedonyupontheparameter•she.andIsforanindwy ldual ` OREGON '� ant Waminge before construction commences. binding component.Applicability of design parameters end proper O 2.244 compression web bracing mud Os installed where shown.. Incorporation of component 1e the re•poneibny of binding designer. (/'� ss 3.Addttbmltemporary bracing leo Inoue stability doing construction 2DWgnassumes the lop and bottom chord.to be Wary braced al -7,,, _4�" .15,2 <Q�. Nth•responsibility of the erector.Additional permanent bracing of Dcc.and el 10 co.nepdNey udeu braced throughout their length by 7/. A F `AVL DATE: 8/10/2015 the overel structure le the responsibility of the building deeIgneL 24coImpact bridging opatehe.pdng reMnmblers hown••ryvnF(BCj. '1 AUL 3.th Impala bddging m lateral bndng coq 1 where shown.. SEQ.: K1345834 4.No load should be*polled to any component unit after el bracing and 4.batalalbn of truss a the responsibility of the respedN•comrade,. fasteners aro complete and et no lime should any beds greater man 5.Design assumes trusses are to be used Ina naneonesle environment, TRANS ID: LINK design loads be applied to any component, end aro for'dry condition'of use. 5.CompuTnu has no control over and tisanes no responsibility for the 0.Design assumes full bearing at el wppons Mown.Shim or wedge If febrlcolbn,handle std nep'�y. EXPIRES: 12/31/20.16. handling, prmM and InstaMOon of components. 7.Design assumes adequate drainage Is prodded. 8.This design Is hmdshed•ub)ed to the limitations set forth by B.Pashall al be located on both faces of truss,and placed so their center August 10,2015 TPUWEOA In BCSt.copies of which vdl be furnished upon request. Ines colndde 010)061 center line. MRek USA,Inc.yCompuTrus Software 7.6.6(1L}E 9.Olglte Indicate ere of pate In Inches. 10.For basic canneclof pole design values see ESR-1311.009.1810(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 816BTR; LOAD DURATION INCREASE= 1.15 1- 2-(-2B90) 810 1- 7-)-543) 2485 7- 2-( -234) 1475 SPACED 24.0" O.C. 2- 3=(-1185) 519 7- 8-(-534) 2426 2- 8-(-1650) 445 2x6 KDDF 016BTR T2 3- 4-) 0) 0 8- 9=)-387) 1244 8- 3-) -217) 641 BC: 2x4 KDDF TANDR LOADING 3- 5=(-1025) 424 9-10-(-386) 1245 8- 5-) -547) 364 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 WEBS: 2x4 KDDF STAND POE 5- 6-)-1540) 527 10- 6-(-427) 1224 5- 9-) 0) 232 TC LATERAL SUPPORT 6= 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF BC LATERAL SUPPORT 6- 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ....------------------------ LL - 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x9 ORDCIRG AT OT" OC UON. FOR 0'- 0.0" -241/ 1057V -126/ 12BH 5.50" 1.69 KDDF ( 625) 24'- 2.5" -17/ 365V 0/ OH 131.00" 0.58 KDDF ( 625) ALL TOP CHORD AREAS NOT SHEATHED RIQIIRD STORAGE DOES NOT APPLY DUE TO THE BENIAL ___________________= REQUIREMENTS OF IBBC 2012 AND IRC 2012 NOT BEING MET. 35'- 1.5" -760/ 1084V 0/ OH 131.00" 1.74 KDDF ( 625)1 D. 2: D BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP ICON .a.:....a w+.t lei.._sti �e+ 1, l;_:.-. c. u •r.•.J g. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIHITS: LL=L/240, TL-L/180 vertica oz mbers atnon-structural vertical members (uon). MCX EP DEFL- -0.125" 8 5'- 9.0" Allowed- 1.187" MAX TL CREEP DEFL= -0.248" 8 5'- 9.0" Allowed- 1.583" Unbalanced live loads have been MAX HOAR. LL DEFL - 0.079" 8 24'- 8.4" considered for this design. MAX HORIZ. TL DEFL - 0.130" 9 24'- 8.4" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.3ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 17-06-12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 17-06-12 I. load duration factor-1.6, 17-05-13 Truss designed for wind loads 5-10-12 6-05-08 5-02-08 0-00,{-15 T in the plane of the truss only. 12 TIM-4x4+ 12 12 M-5x6 7. Gable end truss on continuous bearing wall. 7 00 4 Q 7.00 Q00 14-1x3 or equal typical at stud verticals. Refer to MiTek gable end detail for complete specifications. M-4x6 3 �� :M-4x9 SY M-5x6+(S) 1..4, 0 M-3x6 I 2 N , O t ::::::44:4111.1 :6114414044, M-3x5 0 M-5x6 • I\ a . 1" 13 9 o o M-5x10 M-3x5 10 M-3x6+(S) o ..3.50 3.50 M-3x4+ 12 12 Q:Ep PR OFF y l l l 1 1 5-09 5-03-08 6-07-03 6-06-13 10-11 y 1 y l 5-09 5-03-08 24-01 o �� • y 1 y ,9\CJ<<70NGINE ss/O 89782PE r 35-01-08 1-00 JOB NAME : POLYGON NW PLAN 7-A NH - D1 ' - / Scale: 0.1790 S.y4,OREGON^ 4`'.Q,,. WARNINGS: GENERAL NOTES, unless aotherwise noted: VO. �. 1.0.14.1 end endlonconndorshould beadvhedofelGeneral Notes I.This design Is bead only upon the penmeterssinwrnand hhrenidividul '94, : . Truss: D1 andWamhgs beton construction commences. balding component.Applicability of design parameters end propergRY �54%' 2.b4 compnainvnbbndng mast be installed Marra shown•. incorporation assnofcompop component sheds to lity Wanly the braced nacedet ere 3.Additional temporary bong to Imre stability daring combustion 2.Design and .l 11e.the top and bottom aorta to Mi Wanly Ixaead al n./i U t �\ bY Is W responeb0ly clam sodor.Additional permanent bnetng of 7 ntinso.erd al ee eine rsuch es ply ensu hoed l)T)and/rdb bd)Hlengt ). �1 I� contlnuou sheathing such a plywood sMemlop(TC)and/or drywal(BC). DATE: 8/10/2015 tit scold Wachs.Is the respondbby of the bolding designer. 3,b Impel bridging or Attend bong molted where*wan.. SE K1345835 4.No load should beappR.dtocmcomponent and eller elbredngand 4.Indaationofweel.teresponsibnyoftn.reap.d0eamnmr. Q• fasteners are compete and at no time should any loads greeter than S.Design memos trusses are tobe used Nancmcornsiveenvironment. EXPIRES: 12/31/2016 design loads be applied to am component. and are someor'thy full et e. TRANS ID: LINK S.CompuTra.has nocontrol over and assumes noroepea9>IlMfrthe 8.Delta, swmesNlbeaMpalelwppertsehowD.Bhhnorwadpall August 10,2015 August febnation,Minden,eNpmen and Installation of components. 7.Design assumes slope.dreams.Is provided. ` 6.This deerIs furnished subject to the WAWA set forth by d Plates shallbe located on both faces o1 buss and paced a theircenter TPNMCA in SCSI.copes of which nil be NMNed upon request Ines minds.with OM center Ines 9.Digits Indicate she of aide In Inches. MITek USA.IncjCompuTrus Software 7,6.6(1L).Z to.For bee connector pan design veluae..ESR-1311,ESR-1965(697.5) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x9 KDDF 814BTR LOAD DURATION INCREASE= 1.15 1- 3-(-1985) 838 1- 9=(-657) 3798 8- 9-( 2202) 2203 11- 6=(-251) 211 BC: 2x4 KDDF 815BTR SPACED 29.0" O.C. 2- 3=(-1985) 489 8- 9=(-657) 3711 2- 9=(-2202) 480 WEBS: 2x4 KDDF STAND 3- 4-(-1516) 448 9-10=(-234) 1697 9- 3-( -21) 320 LOADING 4- 5-(-1505) 452 10-11-(-216) 1597 3-10=( -671) 259 TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF 5- 6-(-2124) 509 11- 7-(-359) 1912 10- 4-( -275) 1096 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2348) 510 10- 5-( -657) 256 TOTAL LOAD = 42.0 NSF •• For hanger specs. - See approved plans 5-11-( -51) 494 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -215/ 1475V -232/ 232H 5.50" 2.36 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 35'- 1.5" -215/ 1475V 0/ OH 5.50" 2.36 ((DIP ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIF. LOND. 2: D,..., ".-...«I_.. _. oa ._ 4'0...1'.4-_011111e6.a&.e_.......1g. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - -0.206" 0 5'- 9.0" Allowed - 1.710" • MAX TL CREEP DEFL - -0.412" @ 5'- 9.0" Allowed - 2.281" MAX HORIZ. LL DEFL - 0.127" 0 34'- 8.0" MAX HORIZ. TL DEFL - 0.211" @ 34'- B.0" Design conforms to main windforce-resisting system and components and cladding criteria. 17-06-12 17-06-12 Wind: 140 mph, h-24.3ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-10-12 5-05-09 6-02-12 5-08-06 5-08-06 6-01-15 load duration factor-1.6, f f f f q 'f Truss designed for wind loads 12 12 in the plane of the truss only. 7.00 M-9x6 Q 7.00 4.0" 4 .fey 144144 M-Sx6(S) M-5X6(5) 0.25" 0.25" 3 Y M-3x8 M-1.5x3 2 �a o M-3x8-�e N e M-5x8 \ o o 1.. - AX ' -1v 9 10 11 ••7 0 o =M-6x6 0.25" M-3x9 M-3x5 1 d 3.50 3.50 p M-5x8(S) o 12 12 J' 5-09 y 5-03-08 y 6-06-09 y 8-07-07 y 8-11-05 yF` � P R OFFS l 5-09 5-03-08 24-01 ,I* .��,'� �NGIN�S9 s.4. 35-01-08 �� 8 782PE 9r JOB NAME : POLYGON NW PLAN 7-A NH - D2 /� er- .../K:2' . Scale: 0.1739 WARNINGS: GENERAL NOTES, urianotherMvnoted: .' OREGON Truss: D2 1.Bider and eredbn contnder should be advised of al General Notes I.TN.design le based only upon the parameters Norm and!,for an Individual O'. and Warnings before condruclbn commences. buldirg component.ApplWbgly of design parameters and proper - 1.7x4 compression web bndrg mustblmelbd vdwra.harm., Incorporallon of component la me reapondbloy of thebtldlno designer. G [J,� 3.Additionalleeporery bracing to Insure stability during construction 2 Design saints.the top end bottom drone todlelenly flair al 17.;9, . y 5 �J`� Is the responsibility of the erector.Addllerul permanent bracing of 7 cc and at ID ex.espec pM unless bread throughout their length by �v DATE: 8/10/2015 the ovenlawNurelathe resporwbiNeiRsbuldingdeelgner, 3 m.�m dienNa,alNng leteA"pgroeeuiredrg(.e)shown ••endlor l(ec). PAUL- 4.Nabed should be ed b. p fit.•.0.latreoponal ngty of the repechecoe. SEQ.: K1395836etc no Ae should WI load..gendnhand H.Design . innnlases ma to 5.neeoM henspad0ecoM won fasteners are complete and at no tMs any greater than H.Design n,.m.s trusses are It M and m•norl<onoeW.environment. TRANS ID: LINK deeign bads be applied to sny componentend an for"dry cond6on'ofue.. 5.CompuTrus ha no control over and assumes no respons8Aliy forth. 6.Design assumes Mt bearing d el supports shown.Shim or radpa If EXPIRES: 12/31/2016 fabrication.Mndllnp,ehtpment and Installation of components. 7.necossary. O.The design is furnished subject to the limestlons sat forth by 8.Maeolshag be locaten assumes d on both faces of buate drainage le ss Band placed,.their center d. August 10,2015 TPI W1 CA In SCSI.copies of which WI be Nmt.hed upon request. Ines coincide with Joint center linea MRek US0.1nelCom Trus Software 7.6.6 1L E o.Nigh Indicate die of plate b inches. W ( E 10.For basic connector plate design value.rte 519.1311.850.1808(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 1.5" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 KDDF #1613TR SPACED 24.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <w 12"OC. UON. LOADING Wind: 140 mph, h=24.3ft, TCDLQ4.2,BCDL"6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD - 10.0 PSF load duration factor=1.6, Unbalanced live loads have been TOTAL LOAD = 42.0 PSF Truss designed for wind loads considered for this design. in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) Gable end truss on continuous bearing wall 004. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL N-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for complete specifications. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17-06-12 17-06-12 T / T 11-08-09 5-10-03 5-10-03 11-08-09 T T T / 12 IIM-4x4 �12 7.00 p p� WHEN A FLAT BOTTEM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SITS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS DUE TO THE LACK OF LATERAL BRACING M-3x5(S) M-3x5(S) PROVIDED BY A RIGID CEILING AT THE HINGE CONNECTION POINT.THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY llIl11lI .. FOR THE DESIGN OF THE LATERAL BRACING TO THIS HINGE CONNECTION SATUATION.COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVER LATL =RACING TO THE HINGE CONTION.1111111111111 th 1 44 O Io M-3x5(S) O M M-3x4 -3x4 y ; DyPRQEF 17-06-12 17-06-12 .5'��<• . INE€./0 1-00 35-01-08 - L , .� 1-00 89782PE r JOB NAME: POLYGON NW PLAN 7-A NH - D3 Scale: 0.2314 • '...**--‘..2..--;" ;''' .-_.. ��,; '' 11111/ WARNINGS: GENERAL NOTES, anb.eslnerMse noted: V - �� 1.Bedderand eradbncontractor daddbeadvised ofal:ema'Notes 1.Ills Onion I.based sMp ponthe parametentherm and IaroranlndMWpal .. 9jL.OREGON ...Q,... Truss: D3 and Warnings before construction commences. bonding component.Applicability or design parameters end proper /' 2.2namprstebn web barn mud be Nstalled where Harm•. Incorporation of component la the responsibility of the Misting designer. 9 G'1 .\ /, 5.Additfonel temporary bracing le Insure stability during construction 2 Design sssumn the lop end bottom sone to W lalendy bead at y ��/, I.B..n ndbgy el ender.Additional f 7o.aendet,Cex.r.01,..plywood unless braced throughout length by •p• drag• continuous sheathing such es pywood dnaUing(TC)and/or dnpad(BC)• PA-.0 L, �` DATE: 8/10/2015 os oven[structure lame respondbly of budding dedgner. S.91 Impact bridging or lateral bradng rewired where chum•• 4.No load daub be applied to any component untl air ad bracing and 4.Installationgy tion of sa la I.R.the responof Mn e apecle contractor. SEQ. : K1345837 laden.,.arecomplot.and alnoteneshouldanyloadsgreaterthan 5.Dergnas.umesKneesenmbeusedInamn.cerneueenvwnment. and TRANS ID: LINK design loads be applied to any component. Desgnesre e•n full orate. 5.Camp:Tna has m control over and assumes no nspondbthy for me e.Design ama.nAbeadngd.l.appeidawn.SMmarw.dgen EXPIRES: 12/31/2016 febbaauon.handling.shipment end Installation of components. 7.Design ami mes adequate drainage 4 provided. August 10,2015 8.This design Is fumished misled to the oitl morts eel fart b by B.Plates shall be located an both faces of Mak and pleasod their anon TPIAVTCA In 5C51•coplaa of width MI be furnished upon request. Ines colndde with joint anter Ines. 5.Digits Indicate.in of plats In Inches. MITek USA Ine./CompuTnls Software 7.6.6(1L}E to.For basic connector plate deeynvslues see 0511-1311,ESR•1SS3(Mitek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 0.0" INC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE - 1.15 1- 2-(-2309) 503 1- Ba(-348) 1971 2- 8- - BC: 2x4 KDDF H168TR SPACED 24.0" O.C. ( 225) 205 WEBS: 2x4 KDDF STAND 2- 3-(-2088) 501 B- 9-(-216) 1658 B- 3-) -45) 460 3- 4-(-1496) 451 9-10-(-214) 1589 3- 9-(-640) 253 LOADING 4- 5-(-1495) 450 10- 7-(-359) 1902 9- 4-(-282) 1122 TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSF 5- 6-(-2109) 505 BC LATERAL SUPPORT <- 12"OC. CON. DL ON BOTTOM CHORD- 10.0 PSF 5- 0-(-650) 255 6- 7-(-2336) 509 5-10-( -50) 483 "" For hanger specs. - See approvedTOTAL LOAD- 42.0 PSF 10- 6-(-251) 211 9 P plans LL - 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -216/ 14700 -231/ 231H 5.50" 2.35 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 35'- 0.0" -215/ 14700 0/ OH 5.50" 2.35 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. [COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - -0.098" 9 17'- 5.2" Allowed - 1.704" MAX TL CREEP DEFL - -0.199" 0 17'- 5.2" Allowed - 2.272" MAX HORIZ. LL DEFL - 0.045" 9 34'- 6.5" MAX HORIZ. TL DEFL - 0.075" 8 34'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. 17-05-04 17-06-12 Wind: 140 mph, h-24.3ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 6-00-07 5-08-06 5-08-06 5-08-06 5-08-06 6-01-15 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Trus duration fforowin.6, 1' '1' f 1 f 12 fTtuss designed for wind loads 7.00 M-4X6 12 in the plane of the truss only. Q 7.00 4.0" 4 ¢,y M-5x6(S) M-5x6(S) 3.1 0„0 0.25" 0.25" ft . 111111111111111IIIPP +F M-1.5x3 M-1.5x3 \\.• rn 0 N 1 i 8 910 o o M-3x5 M-3x4 0.25" M-3x4 M-3x5 "7 M-5x8(S) y y y y y E0 PR0Fe 8-10-11 8-06-09 8-06-09 9-00-03 ,t• �‹< NEIN F °(.9 1 35-00 89782PE -7__...JOB NAME : POLYGON NW PLAN 7-A NH - D4 Scale: 0.1922 ' - L WARNINOS: GENERAL NOTES, urdew otherwise noted: Truss: D4 1.Balder and erec0onaomndorshould beadvised ofall General Notes 1.TM.dedgnls based only upon the parameters shown and isfor int Indlvdual 9 OREGON oN and Wamkps before oonaucilan common... building component.AppBcaNltly of design overeaters and proper 2.2i4 compn.eNe web aradng must be Installed where Moven., a.ryonlbn of component la me nspenalbally"rile bolding designer, 3.Additional temporary bracing to Insure aablllty during.nsmrdlon 2 G.stpn assumess1tO o.top and bottom drod.lo be ho bread.n '9/�. �"Ip? �f���. Isthe responsibility of me angor.Additional permanent bracing of 7o.e..M at 10 co respectively a.sly unts.sbn.dikoughod(Mr anplh(. 7 y `v DATE: 8/10/2015 heoven1anotuabmers.pao follyOflMboldingdedgnar. eonlnuou.Maamfopweneapywoodolod,, (TC)a e.dryvntl(BC). PgUL 4,No load should be applle0lo. 3.2a impact brleBkp or giant bndiq requited where shown.. SEQ.: K1345838nycomponentunt1.neralbradrgand 4.mooed"",0 Ins.Is Hr.o.spondbloly.0105 o..podto.onntr5000. fasteners are complete and et no lime should any loads greaterthan 5.Design assumes trusses are to be used Ina rnnconosIve environment, TRANS I D: LINK deeIgn pad.be append to soy component. end ore for dry condition'of use. S.Compares Msno.Mrolover and assumes no responsibility fortis B.neWgn ssary. Mutation, assume.full bearing at.I support..hno,,.Shim or wedge If EXPIRES: 12/3112016 brt.tion,hendlkp,shipment and lnstalaton of components. e.sary, ♦.l B.TN.design I.Mdshedsubject tom.Imitations set forth by 7.PlatesDesigeawmesededonaothtacerainage.elpulsed August 10,2015 8.PNIesaMl be baled on both face.olWss,and plead wtheir center IPIMlTCA in SCSI,copies of which VAI be furnished upon req.st. Ines.indite Mm)elnt center Iles. MRek USA,Inc.lCom)wTrus Software 7.6.6(4L}E B.Digits Inmate sloe of plate In Inches. 10.For baste connector pale design values we ESR•1311.ESR4B98(MBTeS) This design prepared from computer input by Pacific Lumber i Truss (DM) LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF p16BTR LOAD DURATION INCREASE= 1.15 1-2=(-196) 62 1-4=(-100) 137 2-4=(-208) 161 BC: 2x4 KDDF H16BTR SPACED 24.0" O.C. 2-3=) -26) 12 4-5-) 0) 0 WEBS: 2x4 DP STAND; LOADING 2x4 KDDF STUD A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 1'- 0.0" -42/ 353V -33/ 89H 5.50" 0.53 KDDF ( 625) 7'- 5.0" -40/ 270V 0/ ON 5.50" 0.43 KDDF ( 625) M-1.5x4 or equal at non-structural LL = 25 PSF Ground Snow (Pg) vertical members (von). !COND. 2: Desion checked for net(-5 osfl uplift at 74 "oc soardlg, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 Unbalanced live loads have been REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. considered for this design. MAX LL DEFL = -0.015" 9 O'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL= -0.009" 8 0'- 0.0" Allowed .. 0.133" JT 1: Heel to plate corner = 4.25" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.023" 9 6'- 2.6" Allowed = 0.275" MAX TL CREEP DEFL = -0.044" 0 6'- 2.6" Allowed = 0.367" 6-03-04 1-01-12 MAX HORIZ. LL DEFL - -0.001" 6 7'- 2.2" 1' 1 ' MAX HORIZ. TL DEFL - 0.001" 6 7'- 2.2" 12 Design conforms to main windforce-resisting 4.50 17 system and components and cladding criteria. Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 ..,i load duration factor=1.6, M-3X4 End vertical(s) axe exposed to wind, 2 Truss designed for wind loads in the plane of the truss only. 11 0 0 M 0i J'- �� ill 5 -s 0 6�� q M-3x8 M-3x8 M-3x5 J, i ) 6-03-04 1-01-12 1 l ; 1-00 6-05 y j 7-05 PEo PR()Fen tuSc� NGINE�6) .0. 17 8 782PE r JOB NAME : POLYGON NW PLAN 7-A NH - El __ ..-:.9• . . Scale: 0.5166 / /6 WARNINGS: GENERAL NOTES, vole..°tnemise noted: v OREGON �� 1.Solder and erection contractor.hodd be advised of el General Notes 1.This design Is based only upon the canneloni drown and Is for en individual .S -14,. �R EGl �1.VV.�O..��: Truss: El and Warnings before construction commences. building component.Applicability or design parameters and proper zanampressionwebbndn9nmdbe9,wlledwheredwwn.. marpomronoramponanl.meneponalbutyerm.wlmn9a°dgnec �jQ •JAY AS /� 3.Additional temporary bracing to Meuse'NNW during construction 2.Design assumes the tap ark bo0om chose to las lelanry bead at r .\1�(/ lathe rayrondbNy of the erector.Additional permanent inn ( 2'o.o.end al l0a.o.nspedNely unless braced thrnlghout mer length by /� Q bracing o continuous sheathing such as plywood sheet/616(TC)aMbr drywal(BC). PA `. ` DATE: 8/10/2015 the poral structure Is the responsibility of the balding designer. 3.2r Impact bddghg or neral bsedng required where shown.. SE K1345839 4.No load eb0uldbe'�edtDeny component unti.05,51bracing end 4.InstelaSonoftruss Isthe responsibilyofthe respeotNe=tractor. Q• fasteners are complete and at no thne should any loads greater then S Design mamma Inns..are to be used In a non-convolve environment, design bads be implied to any component. and are for'dry condition"of use, TRANS ID: LINK 5.ComWTnushes nocontrol over end mum.snoresponsibility for the eOed°sa,y. ng°°'d"°"'"'eppo"'d"wn.5"m°`w.d°°'f EXPIRES: 12/31/2016 . neaewry. tabrkallon,handling.shipment end Installation of componefds. 7.Design assumes adequate drainage is provided. August 10,2015 S.Thle design Is furnished.b)edto the IMttiions sat forth by 5.Plates chat be bated on both Gas of truss,and placed sol6e0 center TPINVTCA In SCSI,copies of Mich will be furnished upon request. Inas coincide with)oast center Ines 9.Digits Indicate sue of plate In Inches. MITek USA,InalCompuTrus Software 7.6.7(1L)-E 10.For basic connector pieta design values see ESR.1311.E511.1988(MITch) This design prepared from computer input by Pacific Lumber 6 Truss (DM) LUMBER SPECIFICATIONS TRUSS SPAN 7'- 5.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/cgs 1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE - 1.15 1-2=(-196) 62 1-4=(-100) 137 2-4=(-208) 161 BC: 2x4 KDDF RILBTR SPACED 24,0" O.C. 2-3=( -26) 12 4-5=( 0) 0 WEBS: 2x4 DF STAND; 2x4 KDDF STUD A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IH. (SPECIES) BC LATERAL SUPPORT <= 12"OC. SON. TOTAL LOAD = 42.0 PSF 1'- 0.0" -42/ 353V -33/ 69H 5.50" 0.53 KDDF ( 625) Unbalanced live loads have been 7'- 5.0" -40/ 270V 0/ OH 5.50" 0.43 KDDF ( 625) considered for this design. LL 25 PSF Ground Snow (Pg) JT 1: Heel to plate corner = 4,25" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL `` e ' ' - ' • •. 9. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - -0.015" 4 0'- 0.0" Allowed - 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.009" 0 0'- 0.0" Allowed - 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL - 0.023" a 6'- 2.6" Allowed - 0.275" MAX TL CREEP DEFL - -0.044" a 6'- 2.6" Allowed - 0.367" 6-03-04 1-01-12 '( MAX HORIZ, LL DEFL - -0.001" 0 7'- 2.2" MAX HORIZ. TL DEFL - 0.001" 0 7'- 2.2" 12 4.50 2 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-20,6ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, 3 (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 load duration factor-1.6, End vertical(s) are exposed to wind, 2 Truss designed for wind loads I in the plane of the truss only, M a 0 "4 0 m 6�� 4 11.=-.115 -," M-3x8 M-3x8 M-3x5 1 l 1 6-03-04 1-01-12 l l •1 1-00 6-05 1 l 7-05 � � 1) PR O/FS,S �NGINEFR >� 2 �' 89782PE 9c' JOB NAME : POLYGON NW PLAN 7-A NH - E2 �_h/ Scale: 0.5166 _ WARNINGS: GENERAL NOTES, uNees olhennse noted: _J Truss: E2 1.Balder and ereahncontraaorahoadbeadvised atolGeneral Nala 1.TMsdesign Isbased onyupon the perametRs shown end Isfor anIndividual 9 OREGON p, and Warnings before unehuakn commences. DU ono n mpo mt.Appllubney of design parameters and proper ,. 2 2t4 nmpreabn web bracing must be Installed when shown e. Incaryoralbn o1 component is the neponsipny of me building designer. J.Additional temporary beehq to bears debility during caneWclbn 2 DeYgn assumes me lop end bottom chords to be laterally bend et 9.Ok' 41:1y `5 _(<<„. Is the responsibility of the erector.Additional permanent bracing of ,snOn0 and et ea10'o.c.napectNey urdnebrenng(TC)end/or their length by II `tel DATE: 8/10/2015 the overall structure h the responsibility of the holding designer. Ta lieu us sheathing ng such a plywood gMambp(TC)end/or drywel(BC). Q 4.No baa Mould M applied to anyum 3.2s Impact bridging or 01.le bracing required when shown•• P-.1.‘14 U C SEQ,: K1345840 pw component until after brae and 4.Inatalletbn orales Is me responsibility of the respective contractor. fadenem are complete and al no dine should any loads greater than S.Design assumes trusses era to be need M e nnn•eonasive environment, TRANS ID: LINK design loads be applied to any component. and era for-dry condition'of use. S.CompuTrus has no control over assumes no responalbOly for me 6.Design assumes full bearing at sig supportsshown,Shim or wedge If EXPIRES: 12/31/2018 tabkalbn,handling,shipment end Installation of components. necessary, 4.This design is MMshed subject la me limitations set forth by 7.PPb:,.s assumeslocadated en drainage is prodded.s, August 1 0,2015 S.Ones 05 MO be bated oe both fans of Wsa,and placed so their center TPINVTGA In SCSI,oodles of wfikh wig be Nmlah•d upon request. Ones comade With joint cater tins MRek USA,Ins./COmpUTrus Software 7.6.7(11.)-E9.Digits Indicate size of piste In Inches. 10.For bade connector plats design values nee ESR•1011,ESR-lose(MMUTeh) This design prepared from computer input by Pacific Lumber 6 Truss (DM) LUMBER SPECIFICATIONS TRUSS SPAN 4'- 6.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KOOF #16BTR LOAD DURATION INCREASE= 1.15 1-2-(-79) 23 1-4=(-68) 60 2-4=(-142) 120 BC: 2x4 KDOF #1&BTR SPACED 24.0" O.C. 2-3=(-26) 12 4-5=( 0) 0 WEBS: 2x4 DF STAND; 2x4 ROOF STAND A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12^OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF 1'- 0.0" -28/ 233V -18/ 48H 5.50" 0.35 KDDF ( 625) 4'- 6.8" -24/ 150V 0/ OH 5.50" 0.24 KDDF ( 625) Unbalanced live loads have been LL= 25 PSF Ground Snow (Pg) considered for this design. .a . .-. , - g• JT 1: Heel to plate corner - 4.25" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL- -0.005" 8 0'- 0.0" Allowed - 0.100" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL - -0.003" 8 0'- 0.0" Allowed- 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL- 0.010" 8 3'- 4.4" Allowed - 0.132" MAX TL CREEP DEFL = -0.014" 8 3'- 4.4" Allowed - 0.176" 3-05 1-01-12 MAX HORIZ. LL DEFL = -0.000" 0 4'- 4.0" 1 1' I. MAX HORIZ. TL DEFL = -0.000" 0 4'- 4.0" 12 Design conforms to main windforce-resisting 4.50 system and components and cladding criteria. Wind: 140 mph, h-20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads 3 in the plane of the truss only. M-1.5x3 orill i 0 0 0 0 I �I N 0 I 141 ='S 6 11. 11 JIL• M-3x8 M-3x8 M-3x4 y y )• 3-05 1-01-12 l l Si, 1-00 3-06-12 4-06-12 PEp PR°F•e- ��� GIN -.6i�2. ,ct•� 89782PE r" JOB NAME : POLYGON NW PLAN 7-A NH - E3 �` scale: 0.5632 ''^^ WARNINGS: GENERAL NOTES, unless omenfae noted: vef O�40 1.Bulderend eredbnmdradmshouldbeed0wdofalGeneral Note. 1.T"bdedpnle based onyupon the parameters atom and isfor anIndiidual 7 OREGON Truss: E3 and wamkgebeforconstrudioncommences. buldingeompownLAppl«Nliyofdesignparametersendproper rL L 2s4 compression web bracing must be MN1Nd where arose 0. Incorporation of component is me respondblHy of the building designer. "T eyq h� �[� �. 3.Addglanei temporary biasing to insure stab8lly dung construction 2 Design mums me lop arts bottom dens to W lalanly bawd al �l N Na napnndbdlry eflM radar,Additional permanent bracing of 7o.c.and at0Go.e.reaped'*unless Meed lhnugheut M.Y length by • \V wdmuoua sheeming such as plywood shsamkg(TS)and,or drywsg(BC). PA.l 1 L. DATE: 8/10/2015 the overall structure lathe respCmtbliy of the budding dedgner. 3.24 impact bridging or lateral bndng required when shown•• V SE K1345841 4.No load should be applied to any component untl ear al bracing end 4.Instillationdm�.russes news trod oft n respective actor.environment, 4' fasteners an complete and at no time should any beds greater man 0 design loads be applied to any component and are for'dry condition'of we. TRANS ID: LINK 5.CompuTnxhas nocormolover and mumesnoreponsibiiyfor the °nePo;;;"�°'""°'"^g'"supports d°� 5""°'"°°°°" EXPIRES: 12/31/2016. ry• febdatkn,banding,shipment and Installation of component.. 7.Design assumes adequate drainage is provided. August 10,2015 S.This design N furnished subject to ma limitations set forth by &Plates shed be located on born laces of trues,and placed so their center 70WY1GA In BCSI,copies of vkkh will be furnished upon request. Ines coincide with(GIM centerlines. B.Digits Indicate site of plebe In Inches. MITek USA Inc./CompuTrus Software 7.6.7(1L)-E 10.For baste connector plate design Oslo..see ESR-1511,ESR-10e,0(MITek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 22'— 0.0" !COND. 2: Design checked for net(-5 pef) uplift at 24 "oc spacing. I TC: 2x4 KDDF 1116BTR LOAD DURATION INCREASE - 1.15 BC: 2x4 KDDF g1LBTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <- 12"OC. UON, LOADING BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, hm22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-1I, DL ON BOTTOM CHORD 10.0 PSF (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor-i.6, Truss designed for wind loads LL 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UO4. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Ref Rx2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 11-00 11-00 12 1' 7,00 2 IIM-4x4 - 12 7. 3 ' 7.00 Ip N 2 0 I t ' I u 0 1 Yw .,,,,,<,,,„,,.«.<,,,,<,,,,,,,,,,,,,,,,,, „i173,,,,,, ,,,,,,,,,,,,„,,,,,,,,,,<.,,,,,e,<,,,,,,,,, 441 ''�I CI, „u,..,,,,,,,,,,,, ,,,,,,,,„,,,,,,,,,,,,,<,,,,,u,,,,,,.., a 11 M-3x5(S) o M-3x4 M-3x4 )--,1, 10-00 12-00 1 Est PRQ,r R F 1-00 22-00 c.'..;•fzio. iNG11\i $•�'/2 2 89782PE 9<- JOB NAME : POLYGON NW PLAN 7-A NH - F1 - ,e....;; Scale: 0.3307 ,, � �WARNINGS: GENERAL NOTES, uNeatothemiee noted: j,,, Truss: Fl I.Buiderand eredbnco00adcn.heddbeadvised ofalGenesi Notes 1.TN*dedpnis band only upon the panunet•rsaMenand IsforanIndMdual -q OREGON '- end Waminga chloro conaeucibn commences, building component.Applicability of design parameters and proper ,,,'.- Truss: 2r4 compression web bradng must be Installed where shots 4. IR- incorporation of component b the re pondbllly of the buldlnp designer. 9/� ,Q 3.Addblanal temporary bracing to Insure'lability duMp construction 2.Design assumes the lop r..and e.IyM°N.toW Manly breed eat n •j7, �'RY �� �j��. Is the responsibility of the erector.Additional permanent bredng of 7 0.0.end at es o.o.nap.di ply vol...brand throughout mob length by \`, DATE: 8/10/2015 the overall axlee sine nspone bR ysloe baldingdesigner. continuous sheathing such as plywood Meethct,.,e)and/or drywsl(BC). PA UL Q 4.2i Impact bddsmg or the bracing rewired where Mown•• !” `` SEQ.: K1345842 4.NobadMouldbe applied b any component untlher albracingand 4.bntalationofWulatherespondNltyofthe respective contractor. fasteners are complete and al no Ilse should any bads greater then 5.Design assumes busses an to be used Ina nosconodve environment, TRANS ID: LINK design bads be applied to any component, and are for'dry condition of he. 5.CompuTrus has no controlover end assumes no responsibility for the B.Design assumes Ml beating at al support.shoran.INS or wedge II EXPIRES: 12/31/2016. febdutlon,handling,shipment and Installation of components. necessary. B.This dedgn Is furnished subject to the lbnnalbns set fo^h by T.Pad,.gn bat mended on faceH provided. an August 10,2015 B.In..c shat be bated both lacca of truss,and planed co their comer TPIMTCA In BCS!,copies of which will be furnished upon request. Inca colndde with)Dint center hoes MlTek USA.Inc/CompuTrus Software 7.6.6(1L)•E 0.Digits indicate sloe apish,in Inches. 10.For bade connector piste design values see ES12.1311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2X4 KDDF 818BTR LOAD DURATION INCREASE= 1.15 1- 2") 0) 57 2- 8-(-181) 1109 3- 8-(-299) 232 BC: 2x4 KDDF f16BTR SPACED 24.0" O.C. 2- 3"(-1360) 305 8- 9-) -88) 718 8- 4-(-126) 521 WEBS: 2x9 KDDF STAND 3- 4"(-1195) 337 9- 6-(-207) 1085 4- 9-(-126) 521 LOADING 4- 5=(-1195) 337 9- 5=(-299) 232 TC LATERAL SUPPORT <" 12"OC. UON. LI.) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6-(-1360) 305 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD- 10.0 PSF 6- 7-) 0) 57 TOTAL LOAD= 42.0 PSF OVERHANGS: 12.0" 12.0" LL= 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX MORO BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -159/ 1038V -153/ 1530 5.50" 1.66 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 22'- 0.0" -159/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. EOND. 2• D,,..0 �0.-.•e.a.._.•_• sem. __r I-:-.,_-.of l.. ....Mel i..... .. (J9. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL- -0.002" 0 -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" 8 -1'- 0.0" Allowed - 0.133" MAX LL DEFL- -0.035" 9 14'- 6.1" Allowed = 1.054" MAX TL CREEP DEFL- -0.071" 0 14'- 6.1" Allowed- 1.406" MAX LL DEFL- -0.002" 0 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" 9 23'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.016" 0 21'- 6.5" 11-00 11-00 MAX HORIZ. TL DEFL = 0.026" 0 21'- 6.5" T Design conforms to main windforce-resisting 5-08-13 5-03-03 5-03-03 5-08-13 f system and components and cladding criteria. 12 12 Wind: 140 mph, h-22.4ft, TC DL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 ' 7 OO (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 load duration factor=1.6, 4.0" Truss designed for wind loads 4 ¢•"( in the plane of the truss only. i% M-1.5x3irllIlliff M-1.5x3 3 In \ /u O i Ar 1CCI O B 9 O o M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 0 l ) l ) 7-05-14 7-00-05 7-05-14 l Y 0:1 P F10-00 12-00 <0<<5'‘, GES'S/0 y l 1-00 22-00 1-00 �u . 2. :9782PE c' JOB NAME: POLYGON NW PLAN 7-A NH - F2 Scale: 0.2557Iir WARNINGS: GENERAL NOTES, unless otherwise noted: C/ 1.Builder and erection contractor should be advised of al General Notes 1.This design is bawd only upon the parameters shown and h for an lydMdualte�jl_. ,)3EGON Off' �, Truss: E2 and Warnings before construction commence.. balding component.Applicability of design parameters and proper (/ 2 Z.2N compression web braving mudalnsldled where dawn•. incorporation of component Is Ihs respondbliy of the building designer. ..1GgRY: 15 S.Additional temporaryMackrg to Insure Nally during conduction 2.Design assumes the top ale bottom chords to be Merely braced at -1�;,' hmeroapondbl citric. dor.AddNbnal permanent los.and at o.o.o.crespectively unless braced throughout their length by t gy o permane continuous sheathing such w plywood sheathing(7C)enllor dryw+l(BC). .�� PA U 1-..'k DATE: 8/10/2015 the overall.buctore lathe raspondbliy of the bolding designer. 3.2t Impact bridging or lateral bndng required when shown•• 4.No bad should be tippled n WI component l after el bredrp and 4.Installation of truest.the nspondNly of the respectN•contradnr. SEQ.: K1345843fasteners are complete and at no timedwuldanyNed.greaterthen 5.DesignsswmesbumsanbbenedInenoncornt.environment, end Oh ror-dry condition'. TRANS ID: LINK design leads be spoiled lc any component. bearing use. d,dwn.Shimorw.dg.It 5.CompuTnnhes rocontrol over and assumes rwrasponsiliyfor the B.DesipneswnnaNlb.,5r5atalsupports EXPIRES: 12/31/2016 febriealbn,handling,dNpment end Installation of components. 7.Design assumes adequate drained.Is provided. August 10,2015 6.Ibis design is furnished subject to the li n8atbns set forth by B.Plates shall be bated on both faces of truss,and pleaw d their center TPiMTCA in BCSI,copies of whkll w9 be bobbed upon request. ln.s cdndde with joint anter linea 8.Digin indicate eke of plata In inches. MITek USA.InciCompuTrus Software 7.6.6(1L)•E 10.For basic connector plate design values we ESR•t31t.ESR-1880(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 22-00-00 GIRDER SUPPORTING 35-01-08 TC: 2x9 ROOF qlf BTR IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 BC: 2x6 KDDF SS LOAD DURATION INCREASE- 1.15 (Non-Rep) 1- 2-(-12708) 2820 1- es(-2334) 10626 8- 2-( -536) 2544 11- 6-(-1920) 470 WEBS: 2x4 KDDF STAND; 2- 3-(-10490) 2372 8- 9-(-2318) 10550 2- 9-(-1920) 470 6-12-( -536) 2544 2x4 DF STAND A; LOADING 3- 4-) -8090) 1872 9-10-(-1904) 8850 9- 3-) -776) 3504 2x6 KDDF B LL - 25 PSF Ground Snow (Pg) 4- 5.) -8090) 1872 10-11-(-1904) 8850 3-10-(-3170) 760 TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 22'- 0.0" V 5- 6-(-10490) 2372 11-12-(-2318) 10550 10- 4-(-1814) 7896 BC UNIF LL( 414.1)+DL( 301.6)- 715.6 PLF 0'- 0.0" TO 22'- 0.0" V 6- 7-(-12708) 2820 12- 7-(-2334) 10626 10- 5-(-3170) 760 TC LATERAL SUPPORT <- 12"OC, UON, BC LATERAL SUPPORT <- 12"OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5-11-( -776) 3504 ��• ( 2 1 complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT Join together 2 ply with 3"x,131 DIA GUN MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ,IN, (SPECIES) nails at: 0'- 0,0" -1908/ 8576V -139/ 139H 5.50" 13.72 KDDF ( 625) �/�/ 9" oc in 1 staggered row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 22'- 0.0" -1908/ 8576V 0/ OH 5.50" 13.72 KDDF ( 625) /j�`f�, 7" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs, kOND.�p..., ,�., -.lea, 9" oc in 2 row(s) throughout 2x6 webs. "•e -r-.._LSMIT1W•Mi 1,S: LL-L'240,.1 man(.8.,,.Li g. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - -0.144" 9 14'- 6.8" Allowed - 1.054" MAX TL CREEP DEFL - -0.291" 8 14'- 6.8" Allowed - 1.406^ MAX HORIZ. LL DEFL - 0.048" a 21'- 6.5" MAX HORIZ, TL DEFL - 0.081" 9 21'- 6.5" Design conforms to main windforce-resisting 11-00 11-00 system and components and cladding criteria. 4-03-12 3-05 3-03-04 3-03-04 3-05 4-03-12 Wind: 140 mph, h-22.4ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, 4 1 T 12 f f (All Height.), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor-1.6, 7.00 IIM-6x6 Q 7 00 Truss designed for wind loads in the plane of the truss only. 6.0" 4 f,( NO\ M-3x6 M-3x6 M-3x6 M-3x6 2 6 M-6x10 I ii\AA w ,;,..„ M-6x10 -4: y_ IPCTAIMIMIIPIIUIIUMIIMIIXMIIIIIMMIMIINPINIOIIMIIIIIIIMMIIMIEIIWVIIIMIMMM c:: o M-3x8 M-6x8 10 0.25" 11 12 =-7 M-6x8 M-3x8 I =M-8x8(5) 4-02 1 3-03-04 y 3-06-12 y 3-06-12 1 3-03-04 L 4-02 1 �Ep P R 0Fe_o 1 22-005 �NGINSF9.�/O li 89782PE 9r" JOB NAME : POLYGON NW PLAN 7-A NH - F3 Scald: 0.2911 --s---1-17, 7>e:1.________- WARNINGS: GENERAL NOTES, odea omarwisa sled: ,^ Truss: F3 1.Satter and eredlon anbador should be advised or al General Notes 1.This design Is basedonly upon the parameters shoes and Is for an Individual 4. " I and Warning.before conswctbn commences. bolding component.Applicability of design parameters asst proper "� OREGON '� (fir 2.B,4 amp,essien web bracing mud W 1058.6 elven encs•, nallonlbn of...Went is the rsapondbety of to building designer., ��^ t rLO R` 3.Addttbrul temporary bracing to inort stability dining esnetwwon 2.Design eswmes mslop and belyc droMstoWlelenly bated el 'l lI '`J ljr, I.me rospendbiNy of me evader.Additional permanent bracing of Dakin and at i0 o.e,respedNey uNess band throughout their length by s" DATE: 8/10/2015 Bw ovenl structure la me r, continuous dwdmng such as plywood eheemmg(TC)ander drywag(Be). '` PA �L `` apondbtty of the building designer. S.St Impact bridging or lateral bracing required where shown•• SEQ.: K1345844 4.No bad should be applied to any component untl eller al bracing and 4.Installation of Inn is the responsibiRy of the respect!.contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes Wase.are to be used Ina non.mrosle environment TRANS ID: LINK design loads be applied to eny compoanL and are revery conditionof sea. 5.CompuTws hes no control over and clams a nspondbgly brut. H.Design*Pones full incasing s1 all wpporia sheen.Slam or wedge 11 bbrlatlon.hen.eesary. EXPIRES: 12/31/201.6 aMp,shipment and Installation of component.. 7.Design assumes adequate drainage It provided, 8.lids design le hxrdsbd subject to Ow Ilmlatlons set forth by 8.Plates anal be baled on both taus of Inns,and placed so theircenter August 10,2015 TPIMTCA In SCSI.copies orehkh We be furnished upon request. inns nbdde with joint anter boas. MRek USA Inc/CompuTrus Software7.6.6(tL}E H.Oohs indicate alts of plate In Inches. 10.For basic connector plate design values sea ESR•131 t,ESR•1 e88 MEM This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 916BTR LOAD DURATION INCREASE = 1.15 1- 2-( 0) 50 2- 8=(-224) 1261 3- 8=(-311) 220 BC: 2x9 KDDF 916BTR SPACED 24.0" O.C. 2- 3-(-1504) 335 8- 9=(-103) 834 8- 4=(-111) 492 3- 4-(-1318) 338 9- 6=(-253) 1261 4- 9=(-111) 492 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-1318) 338 9- 5-(-311) 220 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DLI 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 335 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD- 42.0 PSF OVERHANGS: 12.0" 12.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LBEARINGS MAXCVIRTS REACTIONSHORZBRG SQ.IN. BRG(SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 1038V -109/ 109H 5.50" 1.66 KDDF ( 625) REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -119/ 1038V 0/ OH 5.50" 1.66 KDDF ( 625) g BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Own. 2: D.:.-.'a.an...-r a lam:.._..�_.aaw�n.• -,1...:=.1'--,.-�=&•+•..'eti 9• AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, IL=L/180 MAX LL DEFL- 0.002" 8 -1'- 0.0" Allowed - 0.100" MAX TL CREEP DEFL = -0.003" 9 -1'- 0.0" Allowed = 0.133" MAX LL DEFT,= -0.043" 9 14'- 5.8" Allowed= 1.054" MAX TL CREEP DEFL= -0.088" 9 14'- 5.8" Allowed = 1.406" MAX LL DEFL - 0.002" 9 23'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL - -0.003" 8 23'- 0.0" Allowed= 0.133" MAX HORIZ. LL DEFL - 0.018" 9 21'- 6.5" MAX HORIZ. TL DEFL= 0.030" 9 21'- 6.5" Design conforms to main windforce-resisting 11-00 11-00 system and components and cladding criteria. f f 5-09-04 5-02-12 5-02-12 5-09-04 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T ,r (All Height.), Enclosed, Cat.2, Exp.B, MWFRS(Oir), Ifload duration factor=1.6, 12 12 End vertical(s) are exposed to wind, 6.00 D M-4x6 Q 6.00 Truss designed for wind loads 4.0" in the plane of the truss only. iu M-1.5x3 M-1.5x3 3 5 ,wvAillilliiilliht- Pi rl tO v MM T A o 0 1 M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 o l l 1 l 7-06-03 6-11-11 7-06-03 l 10-00 1 12-00 y y `cj' NG N F S/O J. y 1-00 22-00 1-00 •c- 89782PE r" JOB JOB NAME : POLYGON NW PLAN 7-A NH - G1 , �`� Scale: 0.2557 i ;f_________ WARNINGS: GENERAL NOTES, unlessolhendee noted: Cf.', - �� - . I,Bolder and erection contractor should be advised of an General Notes I.Tile design Is based only upon me parameters storm end h for en Individual �f 7ii O R EGO NnO •��._ Truss: G1 end Wambge before aonetructlon common. building component.Applicability of design parameters end proper +�' �V V 2.2r4 compression swab btedng moot be Installed where shorn.. Incorporation of component I.me responsibl y Mine bolOeg designer. �' G,t�RY 15 3.Addition.'temporary brecb,g o theme stating during construction 2 D2 cc name me top and venom chords to d laterally bead at _lam(/ le the respomlbgay etthe erector.AddOonel permanent bndrq of c ntin entl et 17hea hoe respectively.e plywood ood shear(TD)an N r d y st(BIty /� NI 20.0.econtinud sheathing such tplyold..M.NdIb,00 hoot then length Pq UL, �` DATE: 8/10/2015 the neral tincture lathe responsibility of bolding designer, 3.2.Impact bddging or mere)bredng rewired mole shown.. SEQ.: K1345845 4.Nabed should wapplied to any component untlafter elbredngand 4.hrelalatbnofInns Isthe nsponsibBryofthe napeelNecontractor. fasteners are complete end al no the should any beds greater than 5.Design names trusses are to be used Ina noncorrosive environment. design bad.be ensiled to erg component. end are for"dry condition'of use. TRANS ID: LINKB.Design assume. beedngdaappon."awn.3mmarw.°°"' EXPIRES: 12/31/2016. S.CompuTns Ms no control over end assumes no responsibility for necoaoary. abdaalhn,handling..mpmed and mmlad0n of components. 7.Design assumes adequate drainage I.provided. August 10,2015 S.7Ne design h furnished abed to the limitations set forth by B.pates shall be located on both laces of buss,and placed so their center TPSWTCA In SCSI.copies of MINA Mott be furnished upon request. g,Ince coincidDithtIndkde she patestoh erllinnhes. MITek USA lnc./CompuTrus Software 7.6.7(1L)E 1O.For basis comndor plate dellen values see ESR•1311,ESR.t808(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC , LUMBER SPECIFICATIONS TRUSS SPAN 22'— 0.0" ICOND. 2: Design checked for net(-5(— psf) uplift at 24 "oc spaci�g. TC: 2x4 KDDF g16BT0. LOAD DURATION INCREASE 1.15 BC: 2x4 KDDF q16 BTR SPACED 24.0" O.C. Design conforms ntoe main and cladding triter req TC LATERAL SUPPORT <. 12.0C. QON. system and components cladding criteria. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD a 32.0 PSF Wind: 190 mph, h.15ft, TCos ed.2,BCDL=6.0, ASCE 7-30, DL ON BOTTOM CHORD .. 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.O, MWFRS(Dir), TOTAL LOAD 42.0 PSF load duration factor-l.6, End verticals) are exposed to wind, LL 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall 004. `4-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 11-00 'f 11-00 12 6.00 (IM-4x4 12 3 Q6.00 0 2 ' m •n 00 r 1 �� -i'o M-3x5(S) o M-3x4 M-3x4 l y 10-00 .1' 12-00 i FD P-OF 1-00 22-00 CGj���NGIN (3% "<' 89782PE �r- JOB NAME : POLYGON NW PLAN 7-A NH - GGE /� Scale: 0.3682 • 6 � � WARNINGS: GENERAL NOTES, unlessa9erwlss noted: / j„ Truss: GGE 1.Bulderand erection contractor should beedelsedofalGeneral Notes 1.Thlsdesign isbased only upon the parameters shown end Is for anHondaal 7 QREGOI'6 o'_ and Wambtgs before construction commences. bolding component.ApplbebOOy of design parameters and proper 2.rad compression wvb bracing must b.Installed vine's sham*, i rporation of component is the responsiblily or the building designer. [ilP 3.Additional lengwrery bhang to insure stability doing eansWclbn Design amimesnd et the top end bottom chords to be Merely bend el 9�. �4 R y 1 5 <,. 3. le the resume/1914y of me wede,,Additional pemtanent bracing of 2'cox.soda ea 5.5.sash Ce plyuaeee braced throughout their length by / DATE: 8/10/2015 the moral structure the meponetbary stint baking designer. continuous MeelNngsuch es plywoodgMathlrp(TC)and/or drywal(eC). -� /1 'Q\ 4.No bad Noun bea d 3.In Impactionto..or therelpreangry of the whereNovm.. A U `` SEQ.. KI345846 pont to wry after a.D.&Dalbnsones le the responsibilityloe of the reapnn..ensbna fesienem are complete and al no Ibne should any bads greater then 5,Design smarms trusses ere to be used In a normorroelve environment, TRANS ID: LINK design bads be applied le eny component. and are for'dry condition'of use. t� c 5.CompuTrus Me no control over end assumes neresponsibility for the S.Design atwmeaMlbeadnpalsigsuppodsNovm.Shimorwedge lr EXPIRES: 12/31/2016 fabrication,handling,.Npment and installation ofcomponents. necessary, 7.Design tesshamimes adeduate enbothfagele provided. Ome,an August 10,2015 6.Tide design is Banished aspics to the limitations set faith by 5.Ine.cs rd be looted center lelhhcoa Ohms,and placed cothakcomer TPVWTCA In BCSI,copies of which volt be furnished upon request Ines coMade with lob!center Ones. MRek USA.tree./CompuTrus Software 7.6.7(1L}E 9.Digits indicate she orates In Inches. ie.For beds connector plate design values see ESR•1311,ESR•taaa Wok) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 11.0" !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 RODE Hl&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x4 KDDF 1f15BTR SPACED 24.0" O.C. system and components and cladding criteria. WEBS: 2x4 KDDF STAND LOADING Wind: 110 mph, h=15ft, TCDL-4.2,BCDL=6.0, ASCE 7-05, TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF Enclosed, Cat.2, Exp.B, MWFRS, BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD- 10.0 PSF interior zone, load duration factor-1.6 TOTAL LOAD- 42.0 PSF ........iiiiiiiiiii Note:Truss design requires continuous LL = 25 PSF Ground Snow (Pg) bearing wall for entire span UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 2-09-04 0-01-12 l 44 12 4.00 M-1.5x3 3,ea -'f W O rvf 11.111111111111111111111211114M-2 O 1 1 W O 1 -� "" M-2.5x9 M-195x3 ) l l 1-00 2-11 1 q D PR OFFSL(1 GINE / p5 N F4 p2 414 89782PE r" JOB NAME : POLYGON NW PLAN 7-A NH - H1G% f • Scale: 0.7180 WARNINGS: GENERAL NOTES, ones,othervdee noted: Go rs I. 1.Bolder and wanton contactor should be addaed of al General Notes 1.ibis deslpn Is beeed only upon me parameters nom and Is for an Indvidusl .A ^ •-OREGON �}. • Truss: H1 and W.mgs before bts must be bulling componerd.Applicability of design perimeter.and proper 'L 4z, fit �` 2 b1 compression vnb nosing mud ba trnulbd when eMwn•. Inarponlbn of component b Use responsibility of IM bolding designer. "9,9- A�j V. .1 5 3.Additional temporary Leming to insure aublglp during anetructbn 2 Melon assumes the top and bottom chords to be Merely bated sl `l I { 1�, lame responsibility of the erecter.Additional permanent Marin t continuous eheaningsuch mei/hood ei/hoodeh.aadl)TC)eeNma length by 9a 7oc.ed MnWt 10 e.such Lively oadahaacedt throughout drywel(BC). � �A'U lam. �` DATE: 8/10/2015 the overs)structure le me responeropb/ntlw bolding designer. 7.2i Impact bridging or Mersl netting recurred Mere News•• SEQ.: K13 4 5 8 4 7 4.No bad should be applied le any amponeM ural after al biasing and 4.Insulation of buss Is the reapomibilly of the respective contactor. fasteners en complete and ata lime should any beds greater than 5.Design names Mines an to be used In•nen-conceive environment. design lone be applied to my component. 11. are for-dry condition dun. TRANS ID: LINK 5.Compu7meMsnocontroloverandmumesnoraapombilMbrMe 8.Dem;��ameaMbaahpalelappodsaMwn.Shim arwedge ll EXPIRES: 12/31/2016 rebdatbn.heeding.anipmenl and Installeeen of components. 7.Design esames elevate drainage Is provided. August 10,2015 8.TMs design isfumined subject to the Imitations set forth by 8.Plates atul be bated on both faces Diens,and placed so their center TPWyrCAIn SCSI.copies of Mich wt/be furnished upon request. Ines coIndde enjoin anter nes. , 9.Digits indicate she of puce In Inches. MITek USA,Inc./CompuTNB Software 7.6.4(1L)-E 10.Por basic ammeter plate design values see ESR-1711,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE - 1.15 1-2-(-29) 14 1-3-(0) 0 BC: 2x4 KDDF 81613TR SPACED 24.0" O.C. WEBS: 2x4 DF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <- 12"OC. UON. DL ON BOTTOM CHORD - 10.0 PSF 1'- 0.0" -27/ 215V 0/ 27H 5.50" 0.32 KDDF ( 625) JT 1: Heel to plate corner - 5.25" TOTAL LOAD 42.0 PSF 3'- 9.2" 0/ 30V 0/ OH 5.50" 0.06 KDDF ( 625) 12 4'- 0.0" -36/ 84V 0/ OH 1.50" 0.13 KDDF ( 625) 4.00 LL - 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICONS. 2: lesion checked for net(-5 osfl uolift at 24 "oc auaci�lg. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L/180 MAX LL DEFL - -0.004" 9 0'- 0.0" Allowed - 0.100" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL - -0.003" 0 0'- 0.0" Allowed - 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL - 0.008" 9 2'- 5.6" Allowed - 0.183" MAX TC PANEL TL DEFL - -0.010" 9 2'- 7.0" Allowed - 0.274" MAX HORIZ. LL DEFL - -0.003" 0 3'- 11.2" MAX HORIZ. TL DEFL - 0.003" 0 3'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. 2 ,I Wind: 140 mph, h-19.8ft, TCDL-4.2,BCDL-6.0, ASCE 7-10, (ALL Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, ir Truss designed for wind loads in the plane of the truss only. A a1 .I 1 r 0 t .-fN I � a t Ato10:°11 0 4 3 ><- M-3x8 M-3x6 y y 3-00 l J. QED PROFer, 4-00 �. �NGINS'FR_ /� (PROVIDE FULL BEARING;Jta:4,3,2 t, i1. :9782PE rr JOB NAME : POLYGON NW PLAN 7-A NH - H2 /� �� Scale: 0.9459 ��'" f WARNINGS: OENERALNOTES, unlesealhorMeenoled: 40 Truss: H2 1.Bader and erection conbador should be advised of al General Notes I.TNedesign is based only upon the parameters,horn and 1s for an individual 9 OREGON Qn.. and Warnings before conIrvcaon commences, bolding component.Appilcsdl%el design parameters and proper /� 2.2aa eempr•ubn woo bracing must be balsiled When Moxa.. mcorponibn of component Is me responsibility el IM building designer. V�y R . G 2 ` 3.Addrbn•I temporary bracing to Insure slaMply donna construction 2 G.sipn assumes Us lop end bottom sherds to be le ughaul cstl el ^l 'J j� 70.0,and•110'o.o.respective N bracedllvou and/rdly length by JV' IS me responsibility of the ander.Addy of HIpermanent bracing of continuous M.alnml such o M unless l(Bt)y Pq U L .�\ DATE: 8/10/2015 IM overall sbudure Is the responsibility of IM bolding designer. 3.2t Impact bridling or Island bndrprequtr.mwherree shovm•or•e SEQ.: K 13 4 5 8 4 8 4.No load should be applied to any component until eller al bracing and 4.Installation of truss Is the responsibility of the respective comradar. fasteners are complete and at no the should any loads greater then 5.Design"wines Incases are to be used In a non-corrosive environment, TRANS ID: LINK design bads be applied to any component, and are for"dry condition"of use. 5.CompuTruaNsnocontrol over and assumes noresponsbiliyfor me °°°signaswme.0dlbaarbpalalwppodsstwvm.SMmorwetlpal1 EXPIRES: 12/31/201.6. fabrication,handling,shipment and Madlletlon of components. necessary.ss 7.Depltign es.awme.aded on drainage ispnn.an August 10,2015 S.This design le SgNMad subject to thelimitationsnu de eel ronhM 8.Plates Mal be bated center both taus of buss,and placed so their center TPWWCA b SCSI,copies of which all be NMMed upon request. Ines coincide wd01)olnt ceder lines. Welt USA,InayCompuTrus Software 7.6.6)ILEE 9.Digits Indle.la age o1 plats m 4xMs. 10.For Mac connector plate design values see ESR•1311,ESR•1118s(MITek) __. . . . . .. . .. . . ... . .. . . =..'•.:. -..:.•-i.f1_4:72".........f. '-.-:---::=.a:..2.L..:•..-''.....2.7 .VH.7'... ..71....:.'•:• . , • 2V-0' El CONFORMS TO DESIGN CONCEPT . : . . .. • 4'410 CONFORMS TO DESIGN CONCEPT WAN " . 22'-0* _ ....... . 1 . I REVISIONS AS SHOWN 0 NON-CONFORMING-REVISE AND RESUBMIT • TMS DROP DRUM DAS DEM REVIErantll MAL CCIDORINSt ' MTN 116 DBIEN mar OM AID DOM 1ST RELIEVE BE FASSICCORSIESOCIP.OF RUPOISMILERY FOR CORFORIAME TM DO - . . .. . • C3mica W1616$RESPECIFICATENS All OF 001030016 FARM • - - - • ••- , , r WES TRIS DEP NOBEL ,, • lo ' r Arnold R.Soloom Dec Jratoro 00, IF V- I T ENGINEERING INC .- 6:12 6:12 ...-• — _ co C4 (4) -' co —• .___ !t II _________- ",z 2g • 2.1 — — LI el ..., S880 z- z ... I - — o o >--• Q,„.2*- cr L./ w w,ILsi ...tc T:o z z - . W t.9 6:12 vi W W al Z 6 CCR,I g-,4 cz, g ol-- -- — _ VI VI g Elt,01-7i -.t C2(10; [ 2 n 2 'A tgg§g_r2 Tr ae w, cc 0 0 g .0 gm I - 2 2i : z z5,- 'mg`4.6 — _ oil - • o o us o 25 w:-"A,_ 1 .—• i-v , w wcc Z = gE . — . i El ID EP4iaE2 N ,..4 134 J ,-- -- — -- 12- . I '• co e ;73 133 (7) - . 16.-0- I ' • F.;. ./... / h \ \ \ cv AM. k • • • (•\.. '" ,..7. __. co 4 12 .111 ieM zo .M 'Co i 1 264 0 Copyright CompuThis Inc.2006 BUILDER: ISSUE DATE ABOVERAN PRCARDEDFOR MSS POLYGON MN 09/12/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND PROJECT TraE• REVISION-I: ENGINEERED STRUCTURAL DRAWINGS FORALLFURTHER • 1 . •- 7-B NH KD DEFORMATION.BUILDING DESIGNEWENGINEER OF RECORD ••-• '• P"acifi• -,:cc umber PLAN: DRAWN BY: REVISION-2 RESPONSIBLE FOR AU.NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 7-B NH / B-NH CHECKED BY: OESIGOEPJEFIGIMEER OF REC.ORD TO REVIEWANDAPPROVE OF AU_ 47 Tilt I I, • e, .,• Ix 4 ik co- -.4a -i C14114 014r • .• DELIVERY LOCATICW: SCALE: REVISION4: DESIGNS PRIOR TO CONSTRUCTION. 0.1 1"-1' _ All designs are property of-Pacific Lumber and Truss. All designs are null and void If not fabricated by-Pacific Lumber and Truss. • . ..._ _ —.. . . :• . I • - 26.13" I I 27-0'' I 4.-0'1 0 CONFORMS TO DESIGN CONCEPT o CONFORMS TO DESIGN CONCEPT WITH I • I REVISIONS AS SHOWN I ID NON-CONFORMING-REVISE AND RESUBMIT I C3 caztat. TALS SOP OROISS WS EEO/Ramo ma elm 004f0SONSE < .• ISM Tii CMGS cOMPT OLT AM 00E9 ROT!UWE OR FitrantSIVE1000 Cl REMISSIBILITY FM Coll.MSKE EU RI rir < N, LW OMISZ MO SPEOIFIOTIONS AL OF WM WE Montt Of R TrUS SOP CRASING. ••- z, 0:12 8;12 — iota:Jiavir 25.MI t By WALL,O2h—saa -. co C4 (4) ..• ... co CT ENGINEERING INC 1 • el"..4- _. — I , -N , r D I I g r 5 141 ion I sr l'— i-Z "j x , 2 s ..-1 1..0 gM ....2R< il .-.... 6:12 -a •c•-• z z .1 A, ne o ,,. . w ,, Z Z rc y R ••• ',,-; T,-U' Lk; Z C2(10) o o b-• -P4 - = . -- . _ I; .— A , ce ce 0 ct * W Ica; co 9 •s•-• ; 2 R.Eel Y g F,4 —A s't. ....1 z .1-••• .1 Z Z'2 Z ,..m • .— . B4 oil o o o Qat_lie •— ' V LI eC Z f, I 0 ElI PLE & . .• .____ _ - - 76 • . . • B3 (1) .• 1F-0' • F-, \ \s/ B . •viiv\I\ \ — tv . ..... 1 4:: 2 kiii4.. ..-..e. . A . .., L m UJ / M 11 ; 2? CO • . I I • . . I . ED Copyright CompUTrus Inc.2006 EU? er ISSUE DATE ABOVE PLAN PROVIDED FOR TRUSS P9/12/14 III.ACEMETRuSSestNT ONLY.REFER TO OULATioNsAND .... .- POLYGON MN 0 PROJECT TME: REVISION-I: 7-B NH KD INFORMATION.BUILDING DESIONEIDENDINEER OF RECORD ...a. • PLAN: DRAWN SY: REVISION-2: RESPONSIBLE FOR ALL NoN-TRUSS TO TRUSS CONNECTIONS.BUILDING • 7-B NH / B-NH CHECKED SY: DESIGNEWENGINEF-R OF RECORD TO REVIEWANDAPPROVE0FALL it— TR us s . ., ...... .. comPOIY' tzuvERnocAnom SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. • 0.11"-1' .• All designs are property of-Pacific Lumber and Truss.All designs are null and void If not fabricated by-Pacific Lumber and Truss. • 111111 111 , I LUMBER SPECIFICATIONS TRUSS SPAN 18'. 8.5' Icons• Design checked far nett-6 os[) uplift at 2M1 'oc sgecine.l TC: 2x4 KDDF 1168TH LOAD DURATION INCREASE=1.16 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF if188TR SPACED 24.0' O.C. ROT EXCEED 19h AT TIME OF MANUFACTURE. TC LATERAL SUPPORT 4=12'0C, UON. LOADING Design conforms to main windforce•resisting BC LATERAL SUPPORT 4= 12'0C. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. OL ON BOTTOM CHORD= 10.0 PSF Connector plate prefix designators: TOTAL LOAD= 42.0 PSF Wind: 140 mphh=21.2ft, TCOL=4,2 BOOL=8.0 ASCE 7-10 C,CN C18,CN18 or no prefix) =CompuTrus, Inc (All Heights), Enclosed, C0L.2, Exp.B, MWFRS(Dir), N,M2IHS,M18HS,M16 =MiTek LIT series LL=25 PSF Ground Snow (Pg) load duration factor=l. LIMITED STORAGE DOES HOT APPLY DUE TO THE SPATIAL Truss designed for wind scone in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND TRC 2012 HOT BEING MET. i Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP u-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOAOS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 1) 8-03-04 8-03-04 T 12 i IM-4X4 12 6.00 a 6.00 3 WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A 011 BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS. THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION POINT. THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE M DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION SITUATION. COMPETENT PROFESSIONAL ADVICE MUST BE OBTAI t Ill RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL 111111 , G. BRACING TO THE HINGE TYPE CONNECTION. Tr 0 4 0 t-c i r 4 c M-3x4 M-3x4 y ,1 y 1-00 y 16-06-08 1-00 IN,k • .• JOB NAME: POLYGON NW PLAN 7-B NH - Al • �`� ``!t'�y )jTQ(,Y, "� Scale: 0.4872 '. 1Ay� /2 f' WARNINos: GENERAL NOTES,unless othemise noted: =.7.Z��'P E � '.. 1.guilder and erection contractor should be advised of an General Notes 1.This design Is based only Won the perametere shown andis for anlndtidual ' • and Warnings before combustion commences. building component.ApptaNefy of design parameters and proper Truss: Al InoorooreSon of components the responsibility of the building designer. �• '® ';:" 2.Dt4 compression web bracing must be Installed Chown+. 2.Design assumes the top end bottom chords to be laterally braced at :�'• 3.Addllonai temporary bracing to Insure stability dudng construction Toaand at 10'on.respectively unless broiled throughout their la thW - ' 's DES. BY: BS tsthe reependMiryofmeerector.Adallonarpammnentbmcineof connetoussheathing such aspywoodsheathing-CC)androrarywnflRC). t OSEGOT1: DATE: 9/12/2014 the overall structure Is the responsibility of the Wiring designer. 3. x Impact b ridging or lateral bredng requiredwhers shown 4* ' ''t!' h' 4.No bad should be tippled to any component until aver an bracing end 4.Installation of boss Is the responsibility dew respective contractor. '� '3?'.'•' ` O. .i-:: SEQ. : 6059056 fasteners are complete end at no time should arty loads greater then 5.Design eseumes assess ore to be seed lee non•eonosNe amtnnmont. O'er: .1' P design bads be append to any component. end are for-dry condition"aring ata. 1.110111111 .. [iJc�b ��', TRANS ID: 408071 5.Compdrrus has no cooaol over end assumes no tesponslbtgty for the 8'Design o a ss memos fug bearing at alluse.supports shown.Shim or wedge If �•..l�L�.,%' fabrication,handing.shipment and Inst W Whalen of componontc. 7.Design sures adequate drainage is provided. 'I 8.This design Is famished subject to the imitations set forth by U.Plates MP be looted on both tam of truss,and placed so their center Illll�lllllllllllillllllllllllllllIIIII�I � �Ingesl,eodeso(whichwelbofumtshaduponraquest lines 0iphicldalesohjoipletsInrMnes. EXPIRES:12/31/2015 MITek USA.Inc/CompuTrus Software 7.B.8(1L)-E ,O.Poe basic coons plate ter nveiuessee E5R-1311•Esft-1988(MITep This design prepared from computer input by 1111111This LUMBER-BC TRUSS SPAN 16'. 6.5' IBC 2012 MAX MEMBER FORCES 4WR/00F/Cq=1,00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE=1.15 1. 2=( O) 50 2• S=(•378) 1540 3- 8=(-328 309 BC: 2x4 KOOF S16BTR SPACED 24.0' O.C. 2- 3= .1751 477 8. 6=(-431) 1540 8- 4=(.121 934 9- 4=•1361 288 8- 5=(•326 306 BC: 2x4 KODF STAND 4. 5=(((-1351 258 WEBS: 2x4 KDDF STAND LOADING 5- 6=(•1751) 256 TO LATERAL SUPPORT c= 12'OC. DON. LL(25.0)1•DL 7.0) ON TOP CHORD a 32.0 PSF 5- 7a 0) 50 502 �L OH BOTTOM CHORD= 10.0 PSF BC LATERAL SUPPORT<= 12'OC. CON. TOTAL LOAD= 42.0 PSF OVERHANGS: 12.0' 12.0' LL=25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BR0 AREA LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES Connector plate prefix efil n'tars: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -125/ 809V -82/ 820 5.50' 1.29 KDOF ( 525 M,R26HS, 18HS ((16 no prefix 9) FiOt rum, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 18'- 6.5' -126/ 809V 0/ OH 5.50' 1,29 KOOF ( 825 N,M20HS,�118HS,N16 =MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP I Desicn checked for nett•6 osfl Hglitt at 24 'oc sgecinc,l AND BOTTOM CHORD LIVE LOADS ACT NON•C011CURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL= 0.002' 3 •1'- 0.0' Allowed= 0.100' MAX TL CREEP DEFL= •0.003' 0 •1'• 0.0' Allowed= 0.133' MAX LL DEFL= -0.075' 9 8'. 3.2' Allowed= 0,781' MAX TI42' MAXELL DEFL= 0.002' 3 17'- 6,5' Allowed= 0.100' MAX TL CREEP DEFL= .0.003' 3 17'• 6.6' Allowed= 0,133' MAX HORIZ. LL DEFL= 0.059' 3 18'• 1.0' 8-03-04 8-03-04 f MAX HORIZ. TL DEFL= 0.091' 9 18'• 1.0' T 4-04-11 3-10-09 3-10-09 DESIGN ASSUMES MOISTURE CONTENT DOES T 4-04-it I NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 Design conforms to wain windforce-resisting 12 M-4X6 Q 6.00 system and components and cladding criteria. 6.0017" 4.0e Wind: 140 mph, h 21.2ft, TOOL=4.2 BCDLe8.0 ASCE 7.10 ..,/ (All eieghts),facEnclotose1d Cat.2, Exp.B, MWFRS(OSr), load duration ro .�, �` 4 ,f ��. Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 G>iB , file 4 h M 5x8a N. M 3x4 M 3x4 0 C., o '((`` r o 0 3 '- 123.00 .00 12 12 J, ) J, y y • 1-00 8-03-04 8-03-04 1-00 y y1-OOy 16-06-08 1-00 . i.P•PR.O#. , JOB NAME: POLYGON NW PLAN 7-B NH - A2 Seale: D.szG6 .•:. :).•••11• '•` 1Zl a:%* WARNIN08t GENERAL NOTES,Wen opt►nNse noted: ';g2��F,� • .. 1.Bonder and wrecdan connector should be advised of an Genarel Notes 1.This design Q lam end ornwo p e p O parameterstot ten e d le proper oen individual end Wendrrgs before cementation commences. Incorporation of component a the responsibility erne building designer. Ale/ Truss: A2 2.ZoO eomptesalon webOrednp most be installed where shown+. 2.Design mon es the top and bosom chords to be Men*braced at houtUete by .�rp -.� .�:. S.Additlarrelemptwary bred^g lo Insure afeblfdy doting consbucdon 2'o o.and et 10•o.c.respecdvoly unless bnndthwu9 - DES. BY: BS is the reeporsHrffily of the erector.Addlaonet permanent bradng of continuous ahesthing such es plywood sheetNnoffC)ondlordrywsl C). - �'• Ne overall structure la the responsibility*like buldhrg designer. 3.2x Impact bridging or'demi bracing Hundred where shown** '_' •(Sp � N:b, •. . DATE: 9/12/2014 4.No load should be espied to any component gnu teasing and 4.Installation of truss is the naponeibmy dike respective contactor. rj SEQ. 6059057 fasteners aro complete and al no time should arc/loads greater than 5.001190 assumes trustee erg to be used in anon.conosNo environment, / '�'�• ,• 20 and aro ror•dry corrdW05'0i we. . , Q: 14 tY,. TRANS ID: 408071 design bade be applied to atry CandonanL 8.Design assumes full bearing et el supports shown.Shlm or wedge If • Tei . 5.CompuTnn hal no control over and assumes no reaporWNaly faiths •naeasasry. r'1(:�-, . fabriatton,handling,shipment endtnsteeadon of components. 7.Damn trauma adequate*intent h provided. 6 Thls TPRWTCAIs e Ben coplesofwidthvi5 bemfuonlohed upon request H.liPlatessnes nddhell e located trdoabboth tinea or tom'and placed so their center 111111111111111�11111111111111111111111 TPIANT AinSCSI:INnpeofUawitbfe7.6.6(1L)E 10.F�oalbesk�n^edCorpaleadeslmrtvahieaseeE6Fi131t,E5R-196aQdITvq E]PIRES:121 1I°201b I111101III(II This design prepared from computer input by PACIFIC LUMBER-BC 11+ LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1,00 TC: 2x4 KDDF#13BTR LOAD DURATION INCREASE = 1.15 1. 2=( a)) 50 2.10=1-251) 92 10. 3=(( -12) 189 1 BC: 2x4 HOOF#1&BTR SPACED 24.0' O.C. 2- 3=( -69) 347 10-11=(-2561 90 3.11=( .470) 104 ! WEBS: 2x4 KDDF STAND 3- 4=(-146 779 11-12=(.882) 251 4.11=((•1146 248 1 LOADING 4- S=( --74) 220 12-13°C -48) 472 4.12= .96 806 TO LATERAL SUPPORT<= 12'OC. VON. LL( 25.0)+01(( 7.0) ON TOP CHORD= 32.0 PSF 5- 6'( -85) 248 13- 8=(-241) 848 5.12= 381 143 i BC LATERAL SUPPORT<= 12'0C. UON, DL ON BOTTOM CHORD= 10.0 PSF 6- 7= -566) 90 12- 6=) -765 194 : TOTAL LOAD a 42,0 POE 7. 8=I-900) 274 6-13=11111) 0 450 OVERHANGS: 12.0' 12.0' 8- 9. 0) SO 13. 7=( -348) 219 f II-1,5x4 or equal at non-structural LL =25 PSF Ground Snow (Pg) vertical members (non). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX NORZ BOG REQUIRED 8R0 AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ,IN, (SPECIES) 1 Connaotor plate prefix desipgynators: 0'• 0.0' -61/ 213V 135/ 1351) 119.00' 0.34 KDDF ( 625) 0,CN,018,CN18 (or no prefix) =CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 6'- 1.0' -72/ 109V 0/ OH 119,00' 0.17 HOOF 625 M,M20H9,M18NS, 16=MiTek M series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9'- 11,0' -231/ 1005V 0/ OH 119,00' 2.67 KDDF ( 625 26'- 0,0' •109/ 813V 0/ OH 5,50' 0.98 KODF ( 625) 1 Refer to CompuTrus standard ! gable end detail for complete )COND. 2: Deaton checked for nett.-5 nail uplift at 24 'oc,,oac+nn i specifications. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ' MAX LL DEFL= 0.002' @ -1'- 0,0' Allowed= 0.100' 1 MAX TL CREEP DEFL= •0.003' @ •1'• 0.0' Allowed= 0.133' MAX LL DEFL a -0.036' @ 21'- 8.1' Allowed= 0.781' 1 3-00 MAX TL CREEP DEFL= •0.065' 6 17'. 8,8' Allowed= 1.042' 13-00 MAX Ll DEFL= 0,002' 6 27'• 0.0' Allowed= 0.100' 5-02-12 4-06-04 3-01 4.07 4-00-05 4-04-11 MAX TL CREEP DEFL= •0.003• @ 27'• 0.0' Allowed= 0.133' ; 4' T 1 1' '1' •( •' MAX HORIZ. LL DEFL= 0,021• @ 25'• 6.5' MAX HOR1Z. TL DEFL= 0.034' @ 25'• 6.5' M-3X5 IM-4x4 DESIGN ASSUMES MOISTURE CONTENT DOES 4.0' NOT EXCEED 194 AT TIME OF MANUFACTURE. F 12 M-1.5x4 5 ,',r M-3x5 12 6.00[2" M-3x5 ,...4t,...- M-1.5x4 d 6.00 system andfcomponento siandicIaddingrcriteria. M-3x4M-3x5 e Wind: 140 mph h=22,4ft, TCDL=4.2,BCDL=6,0, ASCE 7.10 1 M 3x4 (A11 Heights), Enclosed Cat.2, Exp,B, MWFRS(Dir), Load duration factor'1,11 j CI Truss designed for wind loads 0 M-3x6 in the plane of the truss only. - V M-1.5x3 M-2.6x4 or equal at non-structural diagonal inlets. Truss designed for 4x2 outlookers. 2x4 let-Ins o� 13 of the same size and grade as structural top chord, Insure tight fit at each end of let-in, r I. M-5X8 M-3x4 outlookers must be cut with care and are 0 m permissible at inlet board areas only. V44 12 c c M-1105x3 it , o M-3x4 M-5x10 -. 13,0o s.0oo.. 12 12 J. ), l J. y ' 9.11 3-01 4-08-12 8-03-04 1-00 9-11 7-09-12 8-03-04 1-00 • 1-00 26-00 1-00 JOB NAME: POLYGON NW PLAN 7-B NH - B1 Scale: G.2,4D `5' '��� N fr.../49' �w`.(\(i .�J f. WARNINGS: GENERAL NOTES,unless otherwise noted: . • �G •,•'•1•sr •'v-f�.;.. 1.Builder and erection contractor should bo e,jvtsed of all General Notes 1.This design to based only upon the paremafem shown and Is for an Individual ^g2�SPE r Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2,4 compression web brodng must be Installed whore shown.. Incorporation of component la the respondbift1yy of the building dsslgner. 3.Additional temporary bredna to Insure stability during constructor 2.Design assumes the top and bottom chords to De laterally braced et _i '• ' DES. BY: BS Is oho responsibility of the erector,Additional permanent bracing of 2'o.e.and at 10'ex.raspemlvery unlees braced fhhroughoul their I nteh by .! ; continuous sheathing sloth as plywood eheatNng(TC)and/or drywall C). - `"t'ree DATE: 9/12/2014 the overall structure Is the responsibility of the bulldog designer. 3.?x intay=bddgtng or lateral bracing roqubedwham shown e• Q•' 4.Noload should berippled toerrycomponent unlit after anbredngand 4.Inotellationoftruss lsthe responsibility ofthe roapeehvocontrastor. 'OREGON SEQ. : 6059058 fasteners are complete end at no time should any loads greater then 5.Deakin assumes tensesaretobeused Inonon-corrosive environment, • � TRANS I D' 408071 denten bade be applied to any component. e.end r e sumscondition" u�It d auto. f t°an ea p • a.CompuTrus hoe no control over end assumes no reeponolb(Gly for thea ng ppoite shown.Shim orweda°if ••Q: 1,4. '� t��'r ne°euery. A� • F' fob,tcation.handling shipment and Installation of components. 7.Design assumes adequate drains•le moulded. G•f-t•R`.� 8.This design Is bantahed subject to the Imitation sot forth v e ..-, `5•' 111111111111111111111111 1 by 6. c Ind be located on both feces of Use,and placed so Moir eerier TPIM/TCA In BC81,copies of winch will be furnished upon request, Ones coindda with Joint center Ones. MITekUSA,IncJCompuTrusSollware7.8.8(1Lj-E 10.For bsa(decCoonnectorplatedesgnvelurresee ESR•1311,ESRde88(h9T018 EXPIAES:12/3112015 This design prepared from computer input by 11 PACIFICLUMBER-BC • 1 TRUSS SPAN 26'- 0.0' IBC 2012 MAX MEMBER FORCES 4WRIDDF/Cq=1.00 LUMBERI: SPECIFICATIONS124T11LOAD DURATION INCREASE = 1.15 1. 2m( 0)))))) 50 2.10=(-247 1694 10. 3= 0j 228 BC: 2x4 KODF 615BTR SPACED 24.0' 0.C. 2- 3a)-1886 361 10.11=(.249) 1591 3.11- -378) 107 BC: 2x4 KODFDS1ANDA 3. 4=1-1470 369 11.12=(-171 1308 4-11e .851 76 WEBS: 2x4 KDDF STAND LOADINO 4- 5=(( 1343 962 12-13=(-436 2828 4.12= -183) 151 LL( 25.9)4DL( 7.0) ON TOP CHORD= 92.0 PSF 5. 8a(-1358) 348 13. 8=(•616 2784 5-12= •207) 953 BC LATERAL SUPPORT o= 12'OC. VON. 5. 7=((-2946 590 12. 8= -1726) 395 DL ON BOTTOM CHORD= 42.0 PSF 7. 8=(-3145 715 8.19= -191) 1428 BC LATERAL SUPPORT <= 12'OC. VON. TOTAL LOAD= 42.0 PSF 8- 9a 0) 50 13- 7=( -104) 165 OVERHANGS: 12.0' 12.0' LL=25 PSF Ground Snow (Pg) Connector plate prefix designators: BEARING MAX VERT MAX NORZ BOG REQUIRED BOG AREA C,CN HS,M18HS M(or18 no prefix =riesuTros, Inc REOUIREUENTSAOF IBC GE 32012 ANDL IRC 2012 NOT 00168 MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. {SPECIES Y,M2�HS,HIBHS,Mt6 =M Tek MT series 0'• 0.0' •179/ 1206V -134/ 134H 5.50' 1.93 HOOF ( 625 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD.TOP 26'- 0.0' .179/ 1206V 0/ OH 5.50' 1.93 KODF ( 625 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 11050 2 nasion checked for nett 5 Osft uplift at 24 '0c spacinpJ VERTICAL DEFLECTION LIMITS: LL=L/240, TLeL/180 • MAX LL DEFL= 0.002' 4 -1'- 0.0' Allowed - 0.100' MAX IL CREEP DEFL= -0.003' 0 -1'• 0.0' Allowed a 0.133' MAX LL DEFL= .0.170' @ 17'- 8.8' Allowed o 1,254' MAX TL CREEP DEFL a -0.935' @ 17'• 8.8' Allowed= 1.872' MAX LL DEFL= 0.002' @ 27'- 0.0' Allowed= 0.100' • MAX TL CREEP DEFL a -0.003. 8 27'- 0.0' Allowed= 0.133' 13-00 13-00 i' MAX HORIZ. LL DEFL= 0.098' @ 25'- 6.5' 5.02-12 4-08-04 3-01 1 4-07 4 4-00-05 ' MAX HORIZ. TL DEFL= 0.162' @ 25'- 6.5' 14-04-11 T DESIGN ASSUMES MOISTURE CONTENT DOES 12 NOT EXCEED 191 AT TINE OF MANUFACTURE. 12 M-4x6 '18.00 Design conforms to main windforce•resist ng 6.00 5 4e system and components and cladding criteria, - Wind: 140 mphh=22.4ft, TCDL=4,2,BCOL=8.0, ASCE 7.10 All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dlr), M-3X4 load duration factor=1.6 4 Truss designed for wind loads 5.3x8 in the plane of the truss only. sm0 c M-3"3 M-1.5x3 'p ee 1. o ,� M-5x8 =M-4x4 c 1 , ,,''f. c t f M i0 it o v M-3X4 M-1.5x3 M-5x10 o -.3.00 5.00-. 12 12 . y i• y 5-01 y 4-10 b 3-01 Y 4-08-12y 8-03-04 y y 1-00 9-11 y 7-09-12 8-03-04 1-00 y y 1 y 26-00 1-00 1-00 tp P'R'O JOB NAME: POLYGON NW PLAN 7-B NH - 62 Spans: Q.z14D *�: . : 1 4) . :� ..�'jZl.'•n� • .'gip{;• .. WARNINGS: GENERAL NOTES,anises otherwise noted: ''•92��f E 1.Builder and erection connector shouts be advised of ell tumoral Notes 1.W design lig Ls based onl y ithy e awn parameters shown end Is ttoorr en Individual ��•,. Truss: 82 end compress before we construction t ho t has incorporation of component I Ne responsibility of um bulldog tls�pnor g.2x4 compression web bratl,q must be Installed where shown•. 2.Design assumes the top end bottom chords lobe latereIt braced et :dr• .', .•' 3.Additional temporary bracing to Insurestodayduringconsbudion To.aandatl0'o.arsspedNoNunlsasbraeodMrou9houtthdrle0nCp�hby DES. BY' BS le the responsibility of the erector.Addtional permenenl bracing of contnuoussheat ing such as plywoodehoalNng(TC)and/ordtywa0(BC). sot DATE: 9/12/2014 the everei structure Is the responsibility of the bonding designer. 3.2x I lmlp act Wiling or latent bbredn required where shown++ y 'OFi•GTN: D, ' ' 4.No bad should be espied to any component until alter an bradng end 4.Design a noftruuss�os aro onslbllety n a r e-ppecUwe contractor. s - SEQ. : 6059059 falenaraaroamptets end etnoErne should any bade greater then , :. 0'Y f:¢.- 't� . and are for cordbead erase. .f •7 design toads be app9ed to anyr and silent 6.Design assumes full beedng at a6 supports shorn Shim or wedge If .' Tb . • '' TRANS ID: 408071 S.Co ion leas be nocontrolnyoo&ancumma no responsidHy for the • C' V mea re for R�i:l l� fabdation,handling,shipment and Installation of components. 6.Creston assumes adequate&obese Is embed. so Nab center 1 1 I I t��{ II s.This design Is furnished subject to the gMltions est forth by 8.Plates shell be located on both feces of tens,end placed �I�III�1101��1��1I�II�1II�I II'I�M1 MITe�k U9 IInI1161,6Co Did of which chEbe Software furnished upon request. center Ines. 1C.Digits For bInes a ste eonnodot p titoi de design lase see CSR-1311,ESR-1988 WgTek) • 1 I 11 t 11111111 DOMES..12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC 1 LUMBER SPECIFICATIONS TRUSS SPAN 26'. 0.0' IBC 2012MAX MEMBER FORCES 4WR/DDF/C=1.00 r SC: 2x4 KDDF 01813TRWEBS: 2x4 HOOF STAND TC: 2x4 KDDF $14BTR LOAD°U -383258 I SPACEO RATION 124AOASO.C. 1 15 3- 4=1- ) 0) ((((((.1690) 399 9. 6=(-298) 1628 4- 9=(.128 838-128( 838 I LOADING 4. 5=(-1590) 399 0. 5=(-383) 258 1 TC LATERAL SUPPORT<= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD- 32.0 PSF 5- 6=(-1813 398 BC LATERAL SUPPORT<= 12'0C. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 50 TOTAL LOAD= 42.0 P8F 1 OVERHANGS: 12.0' 12.0' LL=25 PSF Ground Snow (P9) BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE 80.IN. (SPECIES) j C,CN,C18,CH18 (or no prefix) =CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0' -179/ 1208V -134/ 1340 5.50' 1.93 KODf625 M,M20N8,M18HS,M18=MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 28'• 0.0' -179/ 1206V 0/ OH 5.50' 1.93 KDDF ( 625) 1 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. I 10080. 2: Deslgri checked for nett-5 psi) uplift at 24 'Sc s acing.( VERTICAL OEFLECTIOH LIMITS: LL=L/240, TL=L/180 t MAX LL DEFL= 0.002' @ -1'- 0.0' Allowed= 0.100' j MAX TL CREEP DEFL= -0,003' @ -1'- 0.0' Allowed= 0.133' I MAX LL DEFL- -0.063' @ 17'• 1.8' Allowed= 1.254' i MAX Ti CREEP DEFL= -0,127' @ 17'- 1.8' Allowed= 1.072' 1 MAX LL°EFL= 0.002' S 27'- 0.0' Allowed= 0.100' MAX TL CREEP DEFL= -0.003' @ 27'• 0.0' Allowed= 0.133' I 1 MAX HORIZ. LL DEFL= 0.028' 9 25'- 6.5' 13-00 13 00 MAX HORIZ. TL DEFL= 0.043' 9 25'- 6.5' f T f f DESIGN ASSUMES MOISTURE CONTENT DOES I 6-08-04 6-02-12 6-02.12 8-09-04 HOT EXCEED 19%AT TIME OF MANUFACTURE. I 4 f 1' 1' T Design conforms to main windforce-resisting I 12 12 system and components and cladding criteria. 6.00E7" M-4x6 _16.00 Wind: 140 mph h=22.4ft, TCDL=4.2,BCDL=6,O, ASCE 7-10 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(DI Q.Oe r), /- 4 "`'/ load duration faotor=1.6 1 Truss designed for wind lI loads I in the plane of the truss only. r 1 0 M-1.5x3 M-1.5x3 i 01\\. . to i( I I 0 0 f C cr e to 9 V. -c c M-3x4 M-3x4 M-3x4 M-3x4 c M-3x5(5) b • ). ), y 8-10-03 • 8-03-11 8-10-03 J• y 3, 10-00 16-00 k 3, 3, 4- 1-00 26-00 1.00 JOB NAME: POLYGON NW PLAN 7-B NH - 63 Sgale: °.2,99 � � ��! F.ss'2. WARNINGS: GENERAL NOTES.unlessothennse noted: :!•0•2. !�}!5'"iPE ' 1.Builder and erection contractor should bo advised of nit General Notes 1.The dellen t;baled only upon the pa nmetas shown and Is for en lndtldoal •=JG��r•.r Truss: B3 and Wamings boron consbuatlon commences. building component.Applicability 01 design peramaters and proper r ' 2.204 compression web bradng must be Installed where sbown+. Incorporation of component is the responelt tty of the building designer. 2.Design assumes the top and bottom chords to bo laterally blued at 3.Additlonel temporary bracing to Insure statdity during constructor X'os.and at 10'e. respectively unless braced throughout thelrtan lengthdo DES. BY: BS is ms res nsl otlhe erector.Additional rmonent tied of fo ly tao)e g by 4:" P° Y P= nD continuous sheathing such as plywood sheetNnptTC)mdlor drywea(BC). DATE: 9/12/2014 No overall structure Is the responsibility of the building designer. 3.2(Impact bddglrp or Mond boldly ro.ubed Wine shorn•• i�. 4.No toad should be eppaed to any component until timer an bcadnp and 4.Installation of bars le the reaponsgdrdy ohne respacaee contraetor. `' • O ELiON' y, t/ SEQ. : 6059060 fasteners am complete and at no Ono should any loads greater than 5.Doslgn assume trusses are to be used in a noncorrosive eo,lronmsnt G' '7 �•,•r . and an for condition"of use. 0 doalgn loads to no cod to any component 6.Dedgn assumes Ng booting at oa supports shown.Shim of wedge II •••' 14 2. P` '' TRANS ID: 408071 B.ConryuTrus hes no eomrol over and assumes no responsibility for the necessary. chy� febdcatlon,twang,shipment and installation of components. 7.Doslgn assumes adequate drainage le provided. :41. !fl 0.1..`%'' 8.TMs design la furnished subject to the 8tdtatlons sat forth by 8.Plates shall be locatedonboth fates of sues,and placed so their center •. . 111111111111111111111111111111 MTok USAInBCSI,copies of IfIC/CompuTN31ch Will be furnished upon SoHWarG 7.8.8(1L)-E�vost 10.For basicAnse conn010 c plata design values see ESR-1311.ESR-1088 UNITA) de vdth joint corder Ines. 9.Digits indicate dzo of ate In inches. EX P.I R E5:12/3.1/2015 11111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0' IBC 2012 MAX MEMBER FORCES 4A0/DDF/Cq=1,00 TC: 2x4 HOOF f15BTR; LOAD DURATION INCREASE= 1.15 1- 2= 0 50 2- 8=(-251 1275 8- 3= 0) 232 SPACED 24.0' 0.0. 2-3=•1524 377 8- 9=(-253)) 1272 3- 9= •448) 135 2x8 HOOF U15BTR T2 3. 4= -1064] 380 9.10=(-262) 1212 9. 4= -87) 535 BC; 2x4 HOOF S1ANDR LOADING 4. 5= 0 0 10-11=(•261) 1213 9- 6= -391) 187 WEBS: 2x4 KDDF STAND LL( 26.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4. 8= -1043 332 6.10= 0) 201 TO LATERAL SUPPORT<= 12.00. MON. DL ON BOTTOM CHORD= 10.0 PSF 6.11= -1450 382 BC LATERAL SUPPORT<a 12'OC. UON. TOTAL LOAD= 42.0 PSF 13. 7= .846 181 ===a======sass== LL=25 PSF Oround Snow (Pg) BEARING MAX VERT MAX HDA2 BRG REQUIRED BRG AREA NOTE: AT4 BRACING AT E'SC VON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES} ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0' -1871 1048V -97/ 1020 5.50' 1.68 KDDF ( 625 _:sasaaaasa ====a=sassa====== REQUIREYENTB OF IBC 2012 AND IRC 2012 NOT BEING MET. 21'- 6.5' -92/ 683V 0/ OH 53.50' 1.09 HOOF ( 625 OVERHANGS: 12.0' 0.0' BOTTOM CHORD CHECKED FOR 10PUF LIVE LOAD. TOP 28'- 0.0' •149/ 288V 0/ OH 53.50' 0.46 KODF ( 625 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 24 •OC Snectna.l M-1.5x4 or equal at nonstructural ''i . ' 1, ' 1 p. .• vertical members (non). VERTICAL DEFLECTION LIMITS: LL=L/240, TL•L/180 Connector plata prefix designators: MAX LL[EFL= 0.002. 0 -1'- 0.0' Allowed= 0.100' C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc Refer to CompuTrus standard MAX TL CREEP DEFL= -0.003' 0 •1'- 0.0' Allowed= 0.133' M,M20HS,M18HS,Y16=YiTek MT series gable end detail for complete MAX LL DEFL= .0,041' 0 11'- 0.0' Allowed= 1.054' specifications. VAX TL CREEP DEFL= -0.083' 0 11'. 0.0' Allowed a 1.408' MAX HORI2. LL DEFL= 0.020' @ 21'- 11.5' VAX H0RI2. IL DEFL= 0.034' 8 21'- 11.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 13-00 13-00 Design conforms to main windforce-resisting T f ' system and components and cladding criteria. 1 5-11 5-01 2-00 3-01 9-t1 ,(Wind: 140 mph h=22.4ft, TCDL=4.2,8001=6.0 ASCE 7-10 ( '( _ (All Heights), Enclosed Cat.2, Exp.B, MWFR8([Ir), 12 5 -11-4X4+ 12 load duration tactor=1.� 6.00E7 M-4x6- '716.003 in the plane offteewtrusseonly. .,. , M-3x4 0) M-3x4 0 M-3X4 co M-3x4+ 111141111111111111111116 -.1411111111111 o "11-f- 9 o C 'M-3x4 M-185x3 9 0.25" M-1�5x3 11 0 M•5x8(S) y y y } y 5-09-04 y 5-02-12 5-02-12 5-03-12 4-05-08 - y ). y y 1-00 26-00 1-00 • u4k JOB NAME: POLYGON NW PLAN 7-B NH - B4 Scale: 0.2436 :'�. �° WARNINGS: GENERAL NOTES,unlessethendse noted: - '2 �f I:-1.Solder end erection contractor should be advised of al Oannml Notes 1.This design Is based only upon the parameters shown and Is for an IndNlduat /_. Truss: B4 and Warnings bn we brldnemutbe Metalled buIncorporation gomnpof ent compnt ntlottyh reaponif design pIty oftereand proper 2.2x4 oomlassdon webbredtry moat NInttailed whore ehown•. Design anon con op and ohomepordsoyofineaWkmged et . _ •.• 3.Additional temporary bridle to Insure atabmty during conabudlon 2.Oeslgn assurtas the top and bottom unless to be laterally braced et 7 co,and at l0'o.e.respedNely unless braced throughout their length by DES. BY I BS Le 9 e responsibility of aro erector.AddPoonsl permanent b sdnp of conanuoussheathing such as plywood sheathing(TC)aodror drywall(SC). DATE: 9/12/2014 the overall structure le the responsibility otthe bultdlnp designer. 3.2x Impact bridging or lateral bradng nattered where shown • rt rt ' 4.No load should be rippled to any component until after all bracing and 4.Installation of buss Is the responsibility of the responds°contractor. d a6GoN: 4r e.Ensign assumes busses are to be used In■non•corroslw environment • p .' •� SEQ. : 6059061 desigeroare epOedto altrotlmoneot. anyloadegnaterlhan a '1,0:74e1-4-�b :. ..• design loads be appned to am/component and era for'dry condl8an"of use. : :' • TRANS I D; 408071 5.CompuTnu has no control over and ammo no respondboaytor the 8.Design mammas full beating at all supporta shown.Shim or wedge If A P Tian: `•s'' v'. fabrication.handling,shipment end Instolotlon of components. 7.Design assumes adequate drainage Is provided. f R(:\. N.TMs design Is furnished subject to the Rotations net forth by 8.Plates shall be located on both feces of truss.end placed so their center 1111111Illl�llflllllllllll�Illlllllllll MTe �crCompvT nS MvareYVTCA In EICSI.copies of vddch WO be f 7.88(IL trashed upon request. 1 .vdth Joint center lines. 0. orrbalOnes �onnetre ectoroplatedeafenvoveluassee ESR•t311.E9R18Be(d:4Tel@ EXPIRES:12/3112015 ............. ......_..1........__._.............. . I1I1f1IIIIIIII This design prepared from computer input by If c PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0' )GOND. 2: Desigck n cheed far net(-5 D sl u falitt at 24 in 'on_s accJ } TC: 2x4 KODF g13BTR LOAD DURATION INCREASE= 1.15 BC: 21:4 DF I1LBTR; SPACED 24.0' 0.0. DESIGN ASSUMES MOISTURE CONTENT DOES i 2X4 HOOF b186TR 81 NOT EXCEED 1S4 AT TIME OF MANUFACTURE. LOADING Design conforms to main windforce-resisting TO LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)4DL( 7.0) ON TOP CHORD= 32,0 PSF system and components and cladding criteria. BC LATERAL SUPPORT 4s 12'0C. UGH, DL ON BOTTOM CHORD= 10,0 PSF TOTAL LOAD= 42.0 PSF Wind: 140 mph h=1511 TCDL•4.2 SCOL=6,0, ASCE 7-10, Connector plate prefix desi nators: (All Heights), Enclosed, Cat,2, Exp.s, BYIFRS(Dir), C,CN,CI8,CN18 (or no prefix=CompuTrus, Inc LL=25 PUP Ground Snow (Pg) load duration factor=1,6, s M,M20HS,MIHH8, 16=MiTek M series Truss designed for wind loads LIMITED STORAGE 00E8 NOT APPLY DUE TO THE SPATIAL • in the plane of the truss only. j REQUIREMENTS OF IBC 2012 AND IRO 2012 NOT BEINQ NET. n Gable end truss on continuous bearing wall ION. I BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND 80TTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. I 11-00 11-00 . 12 1' 1' 12 1 tlM-4X4 d 6,00 6.00 3 A- P I i ( i P3 O O 4) p 4 0 p1 4 M-3x5(S) M-3x4 M-3x4 1, 1, y 12-00 10-00 y y 1-00 22-00 1-00 JOB NAME: POLYGON NW PLAN 7-B NH - Cl • • e`�'p (n( �P n4-'s .:. Scale: • 0.3861 '� •!y. I J) 7. WARNINGS: GENERAL NOTES,unless otherwise noted: •� ' _;.•r 0PE ' 1.Builder and erection contractor should be advised of ell General Notes 1.Tide design b based only upon the parameters shown and Is for an Individual '�~ ' ' = 2 QP E Truss: Cl and Warnings before construdbn commences. building component.Appliceb3ry of design parameters and proper , - - 2.2r4 compression webbredng most be Installed whore shown 4. Incorporation of componentis the responddfy of the bolding designer. •'_ 3.Additions,temporary bracing to Memo stabling during construction 2.Design assumes the lop end bosom chords lobe taterolhy braced at ...' .. DES. BY: BS Is the responsibility obruo eredor.Addoonud permanent bracingof 2'oo.and atle'ex.respectively unless braced throughout their length by �s,�, "•• W H Pe continuous sheathing such es pywoodahaotNng(TC)and/ordrywat(6C). DATE: 9/12/2014 the overall inflictors Is Oro responsibility ofare bdiding designer. 3.Dr Impact bridging or lateral bracing required where shown•. 4 Q' 4.No load should be applied to any component anal agar at bradng and 4.Inst°liagon dhotis Is therens btey of the respective contractor. :'� •OFEG!ON:P "' SEQ. : 6059062 f°atenem aro complete end at no time should any bads greater than 0.Design assumes trusses are to be used In a non•corrodve environment :rr� '�1, O-'‘ design toads baa lad to a co end am far I'll conngson'of use. �' Z � ' TRANS ID: 408071 A CorrgaTnra hes no control ovveeran assumes no responsibmy for the 6.Design assume*Nn bearing at as suppose shown.Shim or wedge if '• 1� c�: `e fabrication,handling shipment end instaaadon of components. nand assumes • - mP 7.Design adequate drainage b provided. 478- 'IP' V.�-`"' 0,Yhts design is fumPohad subtest to the nmfmsons eat forth by 6,Plates shall be locatedonboth fates of truss,end placed as their center . . •• TP A In Mies coinddo with Joint IiIII1IiIIIII�IINlllllll11llIIIIIIIIiII MITekUSA.IncfCompuTnlswhich SoRware7.6.6(1L)En roquost 10.Forb iccoonnecorplaindIn estignvaolvassesESR•1311,ESR-1a6a(MITeq EXPIRES:12/31/2015 • ... .............. 1E11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAR 22'• 0.0' IBC 2012 MAX MEMBERFORCES4WR/DDF/Cq=1.0)0 IC; 2x4 KDDF P1&BTR LOAD DURATION INCREASE=1.15 1- 2= .1504 Dl 335 2. 950 2- =(-224) 1261 3 . 4=8.)-311) 492 220 BC: 2x4 KDDF 01ANTR SPACED 24.0' O.C. 3- 4= -1318 336 9. 6=(•253) 1261 4- 9=-1111 492 WEBS: 2x4 KOOF STAND LOADING 4. 5= •1316) 336 9- 5. -311 220 TO LATERAL SUPPORT<= 12'OC. UON. LL( 25.0)4DL( 7.0) ON TOP CHORD= 32.0 PS? 5- 6= -1504 335 80 LATERAL SUPPORT c=12'OC. UON. OL ON BOTTOM CHORD= 10.0 PSF 6. 7= 0 50 TOTAL LOAD= 42.0 PSF OVERHANGS: 12.0' 12.0' LL= 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ MRS REQUIRED ORO AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix t =CompuTrus, Inc LIMITED STORAGE ODES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -119/ 1036V -1091 109N 5.50' 1.66 KDDF ( 825 M,M20H8,M18HS,M16=MiTek M series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING NET. 22'• 0.0' •119/ 1038V 0/ OH 5.50' 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PHF LIVE LOAD. TOP (COND a Desian checked for netf•5 part ,nlift at 2a 'on saucing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=11240, 7L=L/180 MAX LL DEFL= 0.002' @ -1'- 0.0' Allowed= 0.100' MAX TL CREEP DEFL= •0.003' @ •1'- 0.0' Allowed= 0.133' MAX LL DEFL= -0.043' 0 14'- 5.6' Allowed= 1.054' MAX TL CREEP DEFL= -0.088' 0 14'• 5.8' Allowed = 1.406' MAX LL DEFL= 0.002' @ 23'- 0.0' Allowed= 0.100' MAX TL CREEP DEFL= •0.003' 0 23'- 0.0' Allowed= 0.133' MAX HORIZ. Ll DEFL= 0.018' 0 21'• 6.5' 11-00 11-00 MAX HORIZ. TL DEFL= 0.030' 0 21'• 6.5' 1' 1 1 DESIGN ASSUMES MOISTURE CONTENT DOES 5-09-04 5-02-12 5-02-12 5-09-04 NOT EXCEED 19%AT TIME OF MANUFACTURE. 1 ( 1 1 6.00 Design conforms to main windforce-resisting 12 12 system and oomponenta and cladding criteria, 9.00(7' h1.4x6 1 Wind: 140 mphh=15ft, TCDL=4.2,BCDL=8,0, ASCE 7-10, 4 Q° load (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), f 4 Trussduration designedfactorTOP wind loads • 'a in the plane of the truss only. M•1.5x3 11100/r .fM-1.5x3 0 0 v <n m co a 0 en f- Ct7 9 ..1. 0 o ' 8 0 M-3x4 M-3x4 M-3x5(5) M-3x4 M-3x4 0 k )' 3, 3' 7-06-03 6-11-11 7-06-03 3, 3, 3, 10-00 12-00 y y 1-00 22-00 1-00 0p PR.'pr JOB NAME: POLYGON NW PLAN 7-B NH - C2 Sale: 0.258key6"�”Lig/PF. /0 WARNINGS: GENERAL NOTES,unless othendsenoted: :� : --^• • PE. • 1'^ 1.Builder and merlon contractor should be advised of an General Notts 1.Na design's based only upon the parameters therm end Is for an Individual ,,e+ Truss: 02 and WarIngs before construction commons. building component Applicability of design parameters and r /® 2.2a4 compresalonweb bredng must be Installed whore shown+. incorporation of component Is the retp*oul ebty of the building designer. - •. 3.Additional temporary bracing to laure stahiSty dining construction 2.Design assvmea the top end bottom chords to be laterally braced at 2'o.asalol lP as respectively unlesshods tooced laterally length by r�r> ` •'� •••••', DES. BY: BS is the respor tinety of the aredor.Additlonai permanent bracing of continuous sheetNng such es plytwod sheath (TC)andfor d ll DATE: 9/12/2014 the overall structure is the responsibility of the building designer. 3.2x 1 d bddgirtg of lateral bradng required where shown++ v QF{�(a` N .� 4.No load should be tippled to any component until atter all Waring and 4.Instal aeon of truss Is the resporeldllty of the respects*contractor. • . �,.•• .: . 't SEQ. : 605 9063 fasteners are complete and at no come should any loads greats;than 5.Design assumes Susses arcs)he used In a nen.cotro / :stve environment, /,y.:;: i2O. : TRANS ID: 408071 design loads be implied to any component and are fortify condition' ondfun bearing on-of use, '•. 1:4•.' 1 8.Design assumes aadng et ea support shown.Shim or w*dge if S.CompuTnrs has no control war and assumes no responsibility for the necessary. M rh f� � : fabrication.handling,shipment and Installation of comments. 7.Design assumes adequate drainage is podded. `,n�1��`'� ' mpon I{IRIa' II 1{IIII I I 8.Na design Is furnished cublodto the Irritations sot forth by 8.Plates shell be located on boat feces of Wil,and pieced so grab center 1�1�11III��I�I IIID IIP 11�11l�Ill 1nl l�l� MTeI k USA,Inc.lC puTrus Software 7.G.6(1L E=In SCSI,copies of vdadve111 be furnished n request 9.Rot Knee did sitinze dpi le deohtt plate sign Incvalues see ESR-1311,ESR-1988(Mrrep . 11 1111 ` P000 flllllllllll l p( EXP:fRES:1'2/31d?015 1111111111 This design prepared from computer input by PACIFIC LUMBER-BC ) LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0' 0.1 • I _ 'I I . . I. - ,. 1 TC: 2x4 ROOF R16BTR LOAD DURATION INCREASE= 1.15 ; BC: 2x4 ROOF Maid SPACED 24.0' O.C. DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 16%AT TIME OF MANUFACTURE, 1 TC LATERAL SUPPORT<e 12'0C. UON. LOADING I. Design conforms to gain nce-resisting BC LATERAL SUPPORT<a 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF i DL ON BOTTOM CHORD= 10.0 PSF system and components andd cladding criteria. t Connector plate prefix designators: TOTAL LOAD s 42.0 PSF Wind: 140 mph halSft TCDL=4.2 BCOl=8.0 ASCE 7.10 C,CN,C18,C018 (or no prefix) -Cosipalrus, Inc (All Heights), �nelosed tat.2 E p. , ( ), N,M20Hs,M18H8,1118 =MlTek M series LL=25 PSF Ground Snow (Pg) A )r , x B MWFR6 Dir load duration factor=l.� . LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads I in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. i BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 'Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. RRaefer or equal typical dud taili . i ter to CompuTrus gableo ennforsd detail for , 11-00 11-00 complete 'specifications. I 12 111-4x4 12 I 6. 00 1 3 d 6.00 : h . qp ' , I I 1 1 O O to 1 0 of p 140 1 M-3x5(S) M-3x4 M-3x4 ' • y 12-00 y 10-00 y , J• y ). 1-00 22-00 1-00 • JOB NAME: POLYGON NW PLAN 7-B NH - G3 Scale: 8.3675 ;� :_.' s0 '. WARNINGS: GENERAL NOTES,unless Chemise noted: • � _ !����� 1.Balder end erection contractor should be advised of aO General Notes 1.The design la based only upon the parameters shown and Is for an individual • �G O(,/ E Truss: C3 end Warnings before construction commences. bulking component.ApptcabOlty of design parameters and proper �. " - ' 2.2x4 compression web bradng must be Inu(eOed wheroahovm.. Incorpouoan ofcomponent Is therespondble of the building designer. , • • 3.Additional temporary bracing to Insure stablity during construction 2.Ceutue sesames the lop and bottom Monts to be tuteraly traded at . DES. BY: BS 2'e.w and at f a'o.c.reopodNoN unless braced throughout their tent by `L •'°' : dsa - ; Is the responsiblAry of ate*rector.Additional permanent bradng of continuous sheathing such as plywood sheethn C and/or t9 'm '. ... DATE: 9/12/2014responsibility g p bridging required gems drywau �• a., me weraa structure h the ra neldl of the building&stoner. �,yr Impact Ddd 1 or aterel brad re IrodlNtoro shown++ .`,p � .: . 4.No load should be oppead to any component until after all bradng and 4.Installation ofinns lsthorespond ay of the raapeceve contractor. • .' 4.01:00Q /'� N: tx . -' SEQ. • 6059064 teetens's are complete and at no lime should any bads greater lhebourns5.Design assumes bourns are to ba used In anon<orroshe orrdmnment design bads be applied to any component end ars for'dry condition'er use. J : 14..2D' .=' -.. TRANS ID: 408071 S.ComprTnrs has no control over and assumes no rasponslbaly fortho S.Design assumos all beadingatan supports shown.Shim or wedge ifA febdeatan•handling,shipment and lrateoalon of components. Dnsign 00. +•,'• �. `•- 7.Ptateu shall adequate on bot faces provided. �I�`:�.. 8.This design is furnished subject to the aMatlons set forth by 8.Plates bo located on Doth(aces of tries,and placed so than center ' IIlIII111111111111IIIIIIIII IllllIIII I ' USA,Icopies raavostInes MTeInciCompuTrus Software 7.6.0(11 Upon 0 �Fooealo,basteconnector dosgn vue°sea ESR-1311,ESR49880drTep EXPIRES:12/31/2015 i1I�uIlllia� This design prepared from computer input by PACIFIC LUMBER-BC 4 TRUSS SPAN 22'• 0.0' IBC 2012 MAX MEMBER FORCES 4WRIDDF/Cq=1,00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE= 1.15 1- 2= 0) 50 2- 8'(-2241 1261 3- 8=(-311) 220 BC: 2x4 KDDF #1LBTR SPACED 24.0. O.C. 2- 3' -1504 335 8. 9' -103 834 8. 4' -111 492 BC:E9 2x4 KDDF S1ANDR 3- 4' -1318) 338 9- 8=(•253 1261 4- 9' •111) 492 4. 5' -1318) 338 9- 5= -311) 220 1{ WEBS: 2x4 KDDF STAND LOADING 5. 6'�-1504 935 IC LATERAL SUPPORT cm 12'OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = $2,0 PSF 6- T 0 35 BC LATERAL SUPPORT<= 12'OC. U011. L ON BOTTOM CHORD ' 10.0 PSF. TOTAL LOAD' 42.0 PSF OVERHANGS: 12.0' 12.0' LL=25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ 890 REQUIRED 8R0 AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES Connector plate prefix designators:.Com LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -119/ 1038V -109! 1098 5,50' 1.88 KOOF ( 825 C,M2 HS,91818 (16 no prefix) riesuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, 22'- 0.0' •1191 1038V 0! OH 5.60' 1,66 KODF ( 825 M,M2bNS,N18HS, 16 =MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L1240, TL'L/180 MAX LL DEFL= 0.002' @ -1'- 0.0' Allowed a 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed= 0.133' MAX LL DEFL= -0.043' 8 14'- 5.8' Allowed= 1.054' MAX TL CREEP OEFL=-0,086' @ 14'- 5,8' Allowed= 1.400' MAX LL DEFL= 0.002' @ 23'• 0.0' Alloyed a 0.100' MAX TL CREEP DEFL= -0.003' 0 23'- 0.0' Allowed = 0.133' MAX NORIZ. LL DEFL' 0.018' @ 21'• 6.5' MAX HORIZ, TL DEFL' 0.030' 8 21'• 6.5' 11-00 DESIGN ASSUMES MOISTURE CONTENT DOES 11-00 NOT EXCEED 19k AT TIME OF MANUFACTURE. 5-09-04 5-02-12 5.02-12 5.09-04 1 Design oonforas to main windforce•resisting (. ( 12 system and components and cladding criteria. 12 M-4x6 . 16.00 Wind: 140 mph hnl5ft, TCDL=4.2 BCDL'6.0, ASCE 7.10, 6.00 P (All HLIghta), Enclosed cat.2, Exp.B, MWFRS(Dir), ' load duration factor=1.� 4 411 Truss designed for wind loads p in the plane of the truss only. M-1.5x3 M-1.5x3 O O O ill m 0 0 /_ O - MM 8 o 0 M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 O 7-06-03 3, 6-11-11 y 7-06-03 y 3, 12.00 3, 10-00 y y 1-00 22-00 • 1-00 Ep PR°OA'. -CSF'` '. .iN�.-��'S� y .. 'c,: 0 JOB NAME: POLYGON NW PLAN 7-B NH - C4 3gale: G.2a96 ` 1r�l OPEl . .-9, . GENERAL NOTES,unlessotharvAae noted: `�' 'C 2e WARNINGS:e8: upon the parameters shorn end Is for an IndNidual •. • .. i.Builder end n be or contractor should be advisedest.. of all Gourd Nolo I.bol 6 component.onlyplib66y of design peremetem end r Wopa .4140,X;;.<_. X end Wamlt�s before construction commonest.. Incorporationuof the toe an Is the mspo chords to of the bonalh bra designer• ,m�� ••�' '. T r u s s: C4 2,2s4 oottpresslenvmb hoeing must be Installed wham shown+. 2.Osage assumes the top and bottom chords to be tatemltp braced et 3.Additional temporary bluing to insure etebTdy during conatrucson 2•o.o.and al 10`o.c•raepecdreyuoess or cod fhroughdul too irlervM1ppin by /..' • QE$. $Y' B$ Is he responsibffiy of toerector.Additional pemtenent bmdng of conenuoasseeelhlON ouch as plywood ahertln9(r0)sndlordryaon(8C). a I�� rho overall structure Is the msponstbaty of the bWMlno designer. 3.2[Impact bridging or lateral bracing esquired when shown+* ''.y7. • t�REGON' �, .W DATE: 9/12/2014 4.No load should be sppaad to any component until atter ell bradng and 4.Installation of tons Is there onedNny of the respaetive contractor. •' '' y " •' ' �:• ' • S.Desiar assumes trusses em to be used In a nonoormatva emkonment • '''.0i• '9�) 4 •'IP'. A•• SEQ. : 6059065 fastens's are omelets and at no erne should any toads greater than and are for-dry condition`ore use. � o design loads be appged to any component 9.Design assumes hill Dearing at e8 supports shown.Shim or wodpe if Y•`•. TRANS ID: 408071 S.Csignlouahssnaledtol omponeumesnoresponsibifyforho eenasery. 'M •RIR 114 : fabrication,handling.'tdPment end Installation of components. 7.Design assumes adequate drelnsgs is omvided. 0.Thfedesign is famished subject to he nodtaOens set forth by 8.Plates shall be located on both faces of inn,and placed so their center «llif1II III1 I!lIIi1311111111111 MITe Uk SA,In)SCSI, miss sofuhwhich will tm7.6.6(IL)-Eupon fequeat UFrbasIceo�nnadoroptestdmlpnedges see ESR-U11,ESR-1908Welt) EXPIRES:12/31/2015 • 1E11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0' IBC 2012 MAX MEMBER FORCES 4IIR/D0F/Cq=1.00 TC: 204 KDDF 1168TR LOAD DURATION INCREASE a 1,15 1-2e(•51) 28 1-4e(-35) 32 2.4o(•99) 81 BC: 204 KOOF 1I&BTR SPACED 24.0. 0.0. 2-3e( -7) 3 WEBS: 2x4 KDOF STAND LOADING TC LATERAL SUPPORT co 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD a 32.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA 8C LATERAL SUPPORT<= 12.00. UGH. DL ON BOTTOM CHORD a 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES i Connectorplate prefix designators: TOTAL LOAD= 42.0 PSF 1'- 0.0' -24/ 205V •18/ 43H 5,50' 0.31 KDDF (( 625 P 9 4'• 0.0' •18/ 131V 0/ OH 5,50' 0.21 KDDF 1625I C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc LL=25 PSF Ground Snow (Pg) M,M20HS,M18H9,M18=MiTek MT aeries LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (�{D. 2: Design checked for netl•5�� uplift at 2a 'oc s asp ins.) ; JT 1: Heel to plate corner= 5.25' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/180 MAX LL DEFL=-0.002' @ 0'• 0.0' Allowed= 0.100' BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD, TOP MAX TL CREEP DEFL a -0.002' 0 0'- 0.0' Allowed= 0.133' 3-00 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL IL DEFL= 0.004' @ 2'• 4.0' Allowed. 0,159' 4' 1' MAX TO PANEL TL DEFL=-0.005' 0 2'• 5.2' Allowed= 0.239' MAX NORIZ. LL DEFL= •0.000' @ 3'- 8,2' 12 MAX HORIZ. TL DEFL a -0.000' @ 3'- 8.2' 4,00 - DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design oonforns to main windforce-resisting system and coiponents and cladding criteria. Wind: 140 mpph h=19.8ft, TCDL=4.2,BCDL=8,0, ASCE 7-10 M-1.5x3 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), 3 y load duration factor=l.8 Truss designed for wind loads in the plane of the truss only. to g. 0 { tO a�� / = 4.31m 0 5� a��4 M-3x8 M-3x6 M-1.5x3 y y 3-00 .1 ), 4-00 JOB NAME: POLYGON NW PLAN 7-B NH - D1 • .. `si . • Scale: 0.8324 .. ..." . • 41N44(G. WARNINGS: GENERAL NOTES,unless otherwise noted: �• � ' 1.BuOder and racoon contractor should be advised of se General Notes 1.This design Is based only upon the parameters shown and Is for en individual ' -;921-1Z/0.0.•E • 1! Truss: D1 and Warnings before construction commences. bueding component.Appllcebialy of design peremotoro and proper :• - ' 2.2:c4 compression web bn,dng must be Installed when,shown.. Incorporation of component Is the responsibility of the building designer. /� 3.Additional temporary bn,dng to insure sledsly dudnp construction 2.Design assumes the top and bottom chords to to laterally braced at DES. BY: BSto the responsibility of the erector.Additionalpermanent bra of 2'o.o.and at 10'e.e,respectively unless braced throughout their lengptthh by sir •',ef. ,'; Do y cuw continuous sheathing such as plywood shealid lg(TC)ondrersilYwue(Sc). DATE: 9/12/2014 the ovefali structure is the responslbllty of the building designer. 3.2r Impact bddgbp or lateral bracing required where shown.. Q, A 4.No bad should be applied to ony component until attar an bracing and 4.Installation of truss is ore responsibility of the respective contractor. ."7'. 'OREGON: , kr SEQ. : 6059066 fasteners ore comptota and atnotime should any loads greater then 5.Design assumes busses are to be wed in a noncorrosiveorwlronmeni lw•' _ 11' end aro for •:/. "�.�!'. d• :, _. daslpn loads applied con to cryo end ossunL 'dry condition'•g.use.supports shown,Shim or N 14' .2 TRANS ID: 408071 6,Computlucna.na�ontrolusera dasfumesnsfeapomibiGyfrNa 8.IMslgnossumwsNllbeadn alga P fabrication.handling.shipment and Installation of components• necesse provided. ,1 6•Thls desk/ills furnished subject to the Irritations set forth by 7.Design beel ort ed onabotth feces Iof truss,and placed so their center , .S '. - . 1IIIII1II 1111111III 1101 11111 111111 ,coplos of width',Abe furnished Upon MITekWUSA in C mpuTrusSORware786(IL)Erequost. to.For bookcoonnectordplatedesignvaluesseeESR-1311,ESR-1989 nt center linos. 9.Digits indocile size of plate in inches. EXP'IRES:1'213112015 • This design prepared from computer input by 111111111This LUMBER-BC TRUSS SPAN 4'- 0.0' IBC 2012 MAX MEMBERFORCES) 4YtR!Doo�ICQ°1.00 LUMBERSPECIFICATIONS8188TRLOAD DURATION INCREASE = 1.15 TC: 2x4 KDDF 81EBTR BC: 2x4 KDDF 81ANTR SPACED 24.0' O.C. WEBS: 2x4 KDDF STAND LOADING BEARING MAX VERT MAX HOAZ BAG REQUIRED SRO AREA LL( 25.0)+OL( 7.0) OH TOP CHORD= 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) IC LATERAL SUPPORT<= 12'OC. HON. DL ON BOTTOM CHORD= 10.0 PSF 1'• 0.0' -271 215V 01 27H 5.50' 0.32 KDDF 625) BC LATERAL SUPPORT<= t2'OC. HON. TOTAL LOAD= 42,0 PSF 3'• 9.2' 01 36V 0/ OH 5.50' 0.08 KDDF 1625) 4'- 0.0' -96/ 84V 01 OH 1.50' 0.13 KO(F 825) Connector plate prefix designators: LL =25 PSF Ground Snow (Pg) C,CN NS,MISHS (or no prefix =Compries nus, Inc r,r . r. ., , . r: • : . I' M,M2bNS,M18HS,ltiB =MxTek N�Eerier LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL JT 1: Heel to plate corner = 5.25' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING NET. VERTICAL DEFLECTION LIMITS: LL=LI240, TL=Ll1B0 MAX LL DEFL= -0.004' @ D'• 0,0' Allowed = 0.100' i BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX IL CREEP DEFL= •0.003' 8 0'- 0.0' Allowed = 0.133' AND BOTTOM CHORD LIVE LOADS ACT NOH•CONCURRENTLY' MAX TC LMTPANEL TDEFL= •0.010' @ 2'• 7.0' Allowed= 0.274' MAX HORIZ. LL DEFL= -0.003' @ 3'. 11.2' MAX HORIZ. TL(EFL a 0.003' @ 3'- 11.2' 12 DESIGN ASSUMES MOISTURE CONTENT DOES q,Og d NOT EXCEED 19%AT TIME OF MANUFACTURE. -, Design conforms to main windforce•resisting system and components and cladding criteria. Wind: 140 mph h=19.Bft, TCOL=4.2,BCDL=6.0, ASCE 7-10 (Ail Heights), Enclosed Cat.2, Exp.B, UWFRS(Dir), M-3x6 y, load duration factor=1.6 Truss designed for wind loads in the plane of the truss only. 0 ii 100 - 1 , 1I 110 4]>-< 3 X M-3x8 Jr 3- 3-00 3, Jr 4.00 (PROVIDE FULL BEARING•Jta:4.3.2( .. � tivp:,PRt?jr is,,, •. • JOB NAME: POLYGON NW PLAN 7-B NH - D2 Scale: 0.9224 �� i, "E. / WARNINGS: GENERAL NOTES,ordure ethendse noted: 92 CO P,E • 1.Builder and emotion contractor should be advised of ell General Notes 1. design la Deed oAnly upon po t eee parametersdesige pr shown add fprfor �aannt individual Truss: Q2 and Warnings before construction oommencoa. bulldoIncorporation of component Is the respo n llty of the beading designer. .,',o0/.. • 2.7x4 compression web bracing must be Instated where ettovm+. 2,Design assumes the top and bottom chorda to be:aterel braced of �, ";. .,' 3.Additional tempo/sly brining to Insure stablity during construction DES. BY• BS is 2'o a nod at 10'e.c,rospedfoe y unless braced throughout lMlrlength Ir! the rasponslbmty of Um erector.Addltlonel permanent brides or continuous sheatlrg such as p:ywoodshenthlna(TC)and/or drywa0((�BC). DATE: 9/12/2014 Ute overall structure Is the reapondbiIly of the building designer. 3.21 impact bridging or lateral bradn8Y ragdred where shaven•+ ..:37.;••A=QE3EGON:Q �% 4.No toed should bo applied to any component until after a0 Wooing and 4.Installation of Inns Is the reapormiNEN of the respective contractor. "/0 '- ,:..` SEQ.: 6059067 fasteners are complete and at no time should any loads greater than 5.Design assumes susses are to be used In a non•corroslvo environment :yr.•... 0 and are for'dry condition"of we. •'.•.'a: 1 a'.2.. .t+.,: design loads be no con to any and assumes 6.Design assumes NO beefing at as suppoda shown.Shim erwedge II .D. f ��:.. TRANS ID: 408071 6.CompuTYus bee no control over and assurnm no rosponsibMN for Ma necessary. •l,R��.. fabdoet:on,handling,shipment and:nsta9aton of components. 7.Design auumea adequate drainage Is provided. O.pits design la SCSI.conks W vdto h e Irritations r be furnishforth ed open request 8-Plates lits shall be located ted on entetr facet of truss,and placed so their center . II(�I1IIIIIIIIIIIIIII1111���II1111111 . S.Olglttindconnectootp ledeeinchm. E)PIRES;12/ /°/2015 IvflTokUSP IDeJCOmpUTNESmllwafe7.0.0(1L}E 10.For bask connector plate design values see ESR-13t1.ESR-1988GnTe>) ., , t IIIIIIiIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC 1 LUMBER SPECIFTCATIOHS TRUSS SPAN B'• 2.0' (DDND. 2: De+,ign checkear netts Batt iolift at 24 •oo gpacina.l I TC: 2x4 KDDF 516BTR. LOAD DURATION INCREASE a 1.15 d f BC: 2x4 KDDF fSROTR SPACED 24.0' O.C. DESIGN ASSUMES MOISTURE CONTENT DOESNOT EXCEED 10%AT TIME OF MANUFACTURE. 1 TC LATERAL SUPPORT<a 12.00. UON. LOADING Deal n conforms to Hain windtorce•resistin 1 BC LATERAL SUPPORT<= 12'0C. UON. LL( 25.0)*DL( 7.0) ON TOP CHORD a 32,0 PSF A0 bOL ON BOTTOM CHORD a 10.0 POP system and components and cladding criteria, I Connector plate prefix desl nators: TOTAL LOAD a 42.0 PSF I C,CN,C18,CNiO ((or no prefix =ConpuTrus, Inc wind: 140 mph, It loft TCOL=4,2 SCOLa0 0, ASCE 7-10, )S,M2ONS,M18NS,M16=MiTek MT series (All duration inclosed �at.2, Exp.O, NYIFRS Dir , LL= 25 PSF Ground Snow (Pg) 1 ( ) ) sad duration factoral,� i LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads i REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. I 1 BOTTOM CHORD CHECKED FOR IOPSF LIME LOAD, TOP Gable and truss on continuous bearing wall UON. i 11e1x2 or equal typical at stud verticals. 1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to ConpuTrus gable end detail for f complete specifications, I I 1 12 3 —/ 4.00 f • 0 Li) . gl1111111111111111 0 0 8 t M M-3X4 4 y y . 1-00 8-02 • JOB NAME: POLYGON NW PLAN 7-B NH - El Scale: 0.6585 `Q ED . -. 6, • o.. ti i)Nf F WARNINGS: GENERAL NOTES,unlessolherwise noted: .�'/ • r r'r••+, '9 1.Builder and erection con • El tradgitea commences.edal all Gerwrol Notes 1.Mlle onlyuponthepareign parshown ameters lsforan lndnidutl �� =92��•PE • ti✓ Truss: E 1 and Warnings before constmcuon building component.Applicability of design parameters and proper , 2.2e4 coon Incorporation of co4401,-,'''''' mprossl web must be when showncomponent andbher cords to belarerally raced designer. ' V . 3.Additional temporary brodrrg to Insure atabihtyyduring construction 2.2'o.c.Denteassumes the top and bonomchorto roughs braced et DES. BY: BS i the responsibility 2'o o.and at 10'o.p.respectivelyunless braced throughout their) lh by of 0s Broder.Additional pomlaneMbndng of continuous sheathing wnh os plywood aheadMng(r0)endrord DATE: 9/12/2014 the overall structure is the rosponeibinly of the building designer. 3.21 impact bridging or lateral bradnq required where shown+• �' •' 4.No foal should be oppted to any componont weal after an bracing and 4.Instelicuss of buss Is the rosponsidaty of the reweave contractor. :7 O .EGQN' >x :to- SEQ. : 6059068 fasteners aro complete and at no Urns should any loads greater than 6.Design aesumetarussuaaro tobeused toanon•corroslveemlronment •�f TRANS ID: 408071 design loads be appsed to any component B.andor.or dry full bowing u ,�c • .2.t ,..4 a.Com altos has no control over and assumes no res aaYDesignag supports shown.Shim or wedge If °.V E .. 1 4 P ponsib for are necessary. g ' fabrication,handling,shipment end Imtanauon of components. 7.Design assumes adequate drainage is provided. "'' IRII�.. 111111 El III El VIII ll II 1011II I('Ii 6.This design le furnished subject to the erritetions set forth by 8.Plates than be located on both faces of husk and placed so their center 7PINU[CAMSCSI,copies ofwhich will be furnished upon request Anosedndda%UtJoine of gpl�Iaantorinas. MIN(USA,Ina/CompuTruaSoftware 7.6.6(h )- 10.Farbselccconnectorpietadesignvaluessee ESR•1311,ESR-1e88(MiTap EXPIRES:12/31/2015 i This design prepared from computer input by 11E111111This LUMBER-BC TRUSS SPAN 8'• 2.0' IBC 2012 MAX MEMBER FORCES 4WR►DDFICq=1,00 LUMIC: SPECIFICATIONSKOO1513TRLOAD DURATION INCREASE=1,15 1-2= 0 36 2-5=(-61) 67 3-5=(-255) 179 TO: 2x4 KODF H18BTR SPACED 24.0' O.C. 2-3=I.1051 88 BC: 2x4 KDDF S1ANDR 3-4.11 7 3 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT<= 12'00. VON. Ll( 25.0)40L( 7.0) ON TOP CHORD= 32.0 PSF 8Egp1p0 MAX VERT MAX HORZ SRO REGUIflEO BAD AREA L ON BOTTOM CHORD= 10.0 PSF LBEARINGS MAXCVIONS REACTIONS SIOE 80.111. (SPECIRE) BC LATERAL SUPPORT<= 12'OC. UGH. TOTAL LOAD= 42.0 PSF 0'- 0.0' -B6! 479V •33! 97H 5.50' 0.77 IMF625 OVERHANGS: 12.0' 0,0' LL= 25 PSF Ground Snow (Pg) 8'- 2.0' •39! 335V 01 OH 5.60' 0.54 KODF ( 625) Connector plate prefix designators: DOES HOT APPLY DUE TO THE SPATIAL C,CN,C18,CNIB (or no prefix) =CompuTrus, Inc LIMITED STORAGE M,M20HS,M18HS, 18 M Tek Mt series REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. VERTICAL OEFLECTtOH LIMITS: LL=L1240, ri=L1180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL OEFL= 0.002' 0 -1'- 0.0' Allowed= 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON•CONCURRENTLY. MAX TL CREEP OEFL= .0,003' 0 -1'- 0.0' Allowed= 0.133' MAX TO PANEL LL DEFL= -0.294' @ 4'• 1.7' Allowed= 0.484' 7-10-04 0-03-12 MAX TO PANEL TL OEFL= •0.393' @ 4'• 1.7' Allowed= 0.727' MAX HOER. TL DEFL= 0,001' @ 7'..L1/01.830.10 9' lizi 12 4.00f7 DESIGN ASSUMES MOISTURE CONTENT DOES M-1.5x3 NOT EXCEED 19%Al TIME OF MANUFACTURE. 4 •, Design conforms to main windforce-resisting system and oonponenta and cladding criteria. i 1 Wind: 140 mph h=15ft TCOL=4.2 BOOL=B.O, ASCE 7-10, (All Heights}, Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=l,� Truss designed for wind 1coda O in the plane of the truss only. ,- 8 o 0 8 L to i m ►�5 -1 o 2 ::-.41 M-3x4 M•1.5x3 ] 7-10-04 0 03 12 Jr 1' Jr 1-00 8-02 JOB NAME: POLYGON NW PLAN 7-B NH - E2Scale: 0,6571 ': . :' o . WARNINGS: GENERALNOTES,unless otherwise noted: = •^ 2�tiPE 1.Builder end erection contractor should be advised of as General Notes 1.Tendesign Inc Weser upthe fperemn pmearewnt and Is for se Individual c' Incmporatlan of component la the nspondWaty of the buiding deeper. , .�,',.:; '...; E2roper andWemhgsbefor construction commencesApplicabilityoa Truss: 2 2x4 compression web bredrq mane Installed where shown+, 2.Design assumes the tap end bottom chords to be laterally braced et 3.Adatenel temporary bracing to tmura stabilitydedng oonabucOun 2' • o.c.and et 1C o.e.raapectiwb unless braced Nroughoul Noir le N by f!�'.` , DES. BY: BS io the respondbtety of the erector.Addeonat permanent bracing of continuous sheathing ong such as plywood s brace g(TC)gout tdrywan C). ea DATE: 9/12/2014 the overs0 structure Is the resporidblfty of the building designer. 3.2x Impact bridging orbiters!bradng required when shown 4• • QREG QN: p 4.No load ehouta be applied to any component until after ell bracing and 4.Installation ofInw Is the responsibility of the respective contractor, • 2. 4j'^ ' ' h;.. '. i. SEQ. : 6059069 restonore en complete end sine ewe should any leads greater own 5.Design assumes trusses are to be used Ina nuncorrosive environment • l QI} 20' �1. , nsnt and ere far'dryconditlon-afus°, ``• ; l'.4'+ design cnmpu'oads be applied to any component. B.Design snow full boning stall supports shown.Shim or wedgy 0 • :/� b 1 • .. • TRANS I Q: 408071 S.CompuTnre hes no control shipment and assumes no r components.for the 7.De 9 me'm'os adequate dralwgela rodded. Fi fkl Lf. fabs ,hendaeg,eht moot and Installation of components.rata p . 5.This design to furnished subject to the irritations set forty by 8.Plates shall be located en bogy feces of buss,and plead so their center IIiIIIIlll111111lll1111111III 1IIIII I lilt MRI USA,SA.tnoSI,cmpuT eiS+WDbe furnished on request 1lines colndde with Joint corder Ines. 0.FOaib Indicate scosize amopbiled algnnalvesseaEBR-1311,EOR1e8eQdRe30 TPINWCA In SCSI,copies of P:f R ES:12/3]'12015 tI 0 IIIIIIIIIII1II This design prepared from computer input by 111 111 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'• 3.0' IBC 2012 MAX MEMBER FORCES 4WR/ODP/Cq=1.00 TC: 2x4 KODF 616BTR LOAD DURATION INCREASE a 1,15 1-2s. 0 36 2.5a BC: 2x4 RODE 01&BTR SPACED 24.0' 0.C. 2.8.(-89( 49 WEBS: 2x4 KODF STAND 3.4 ('33) 36 3.5={•181) 127 a( -7) 3 LOADING TO LATERAL SUPPORT 4= 12'0C. URN. LL( 26.0)4DL( 7.0) ON TOP CHORD. 32.0 PSF BC LATERAL SUPPORT 4= 12'OC, UON. OL ON BOTTOM CHORD. 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD n 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES OVERHANGS: 12.0' 0.0' 0'- 0.0' -61/ 367V •20/ 63H 5.60' 0.59 KODF 625 Connector plate prefix designators: LL=25 PSF Ground Snow (Pg) 5'- 3.0' •24f 212V 0/ OH 5.50' 0.34 RODE ( 625 C,CN,C18 CH18 (or no prefix) =ConpuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,R20AS,M16NS, 1S=Stink NT series REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET, ICONO. 2: Oeaign cneckld Tor netf•6 aR f7 uoiitt at 2s. oc s acino I ; VERTICAL DEFLECTION LIMITS: LL.L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL a 0.002' 9 -1'- 0.0' Allowed= 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL a -0.003' @ -1'- 0.0' Allowed= 0.133' 4-11-04 0-03-12 MAX TC PANEL LL DEFL a 0.038' @ 2'- 10.1' Allowed= 0,279'X T WAX TO PANEL TL DEFL= -0.043' 6 2'- 8.1' Allowed= 0.419' 12MAX HORIZ. LL PEEL a 0.000' @ 4'. 11.2' 4.00 C:7* MAX HORIZ. TL DEFL a 0.000' @ 4'• 11.2' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 10%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting M-1,5x3 4 system and components and cladding criteria. a Wind: 140 mph h=151t, TCOLaa.2 BCDL=8.0, ASCE 7.10, IALl Heights), Enclosed ist.2, Exp.B, MwFRS(Olr), = load duration factor=1.6 Truss designed for wind loads in the plane of the truss only, 0 a N >n O M-3x4 M-1,5x3 • J, yy 4-11-04 0-03-12 • l y y 1-00 5-03 JOB NAME: POLYGON NW PLAN 7-B NH - E3 Scale: 8.6,26 ��' ` .• P��± C. i.9.h WARNINGS: GENERAL NOTES,vnlesa otherwise noted: • r 'r+ l l' 1.Builder and erection contractor be advised of all General Notes 1.This design Is based only upon the parameters shown end Is for an Individual A"'. ��•-•= 210 9 1 pE • � Truss: E3 and Warnings before construction commences. building component.App leebBly of design parameters and proper 2.214 compression web bredng must be Installed whore shown.. Incorporation of components the reopenslblly of the b tiding designer. 7.Additional temporary bradrq to Insure staNiy daing eomwcdon 2.Design assumes the top and bottom chords to be laterally braced at • DES. BY: BS le to responsibility of the*rector.Additional psmuneM bradng of c o.o.and at 1Crae o.c,respectively unless braced throughout their length by continuous sheathing such as plywood sheadwhenC)and/or drywohl C). DATE: 9/12/2014 4.No load.hod be spared to any c�onoM untlf of the after lne en brednp and is 2s Impact bof°au°s Is the rranponslblity of the respecOv contractor. • S :y. EGON: SEQ. : 6059070 fasteners ere complete and at ne time should any toads greater than S.Design assumes Inman are to be used In a non•conostye environment, �w� A' b TRANS I D: 408071 s.design eCogn loads be applied to any ampenes 0.Deatpn ton drys condition' of o e.su y 2 :p., Q: .' mpuTYus has no control over and assumes no responsibility for the caimans shown.Shim or wedge If •:.•a: 1.4 fabrication,handling.shipment and installation of necessary. :. . yob `�, � yh• 7 Peffignhall be located ens draface is fWas,provided. c el ,"• - - ����111111 I till�� I��I)��II(II� 0.This design b CSI,c d subjectoff d the I be Itnoe set forth by 0.Plates a ionated on both fens of Was,and placed so their carder 7PINV7CAin8C01,copiesofwhic w'dlbeaunishedupon requesL IMoscolnddawlth)olntanlertines. MiToIcUSA,Inc/COmpuTfusSoftware 7,8.8(IL)•E 10.For basteccoonnectorplaaf tedesigneto sseeESR-1 311,ESR•19e8(Wield EXPIRES:(213172015 IRISThis design prepared from computer input by i PACIFIC LUMBER-BC TRUSS SPAN 5'• 9.0' DESIGN ASSUMES MOISTURE CONTENT DOES LUMBERO: SPECIFICATIONS#1&BTLOAD DURATION INCREASE= 1.15 TO: 2x4 KODF 1118BTR SPACED 24.0' O.C. NOT EXCEED IRS AT TIME OF MANUFACTURE. BC: 2x4 KODF O TBTR LOADING Design conforms to main windforce•res st ng TC LATERAL SUPPORT <= t2'0C. VON. LL( 25.0)*DL( 7.0) ON TOP CHORD. 32.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT<= 12'OC. UON. L ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD= 42.0 PSF Wind: 140 mph h=15ft, TCOL=4.2,BCOL=6.0, ASCE 7.10, Connector plate prefix designators:=Cos: )A11 Heights), Enclosed, Cat.2, Exp.B, MYIFRS(Dir), C,M2OHS6,I8HS ()16 no iTefiMT s CiesuTrus, Ino LL=25 PSF Ground Snow (Pg) load duration factor=1.6, N,M20HS,MiBHS,M16 =Mi7ek MT series Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING NET. IGoble end trues on continuous bearing wall UON.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M•1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrue gable end detail for complete specifications. 12 4.00 a —• O O — Aggill 11111 to c1 .. M-3x4 VI ..1 .jr4111111111111111111111111111111.1111111111111111111111 —/ l y 1-00 ) 5.03 • jj PR(Jfi ': JOB NAME: POLYGON NW PLAN 7-6 NH - E4scale: 0.7737 .. WARNINGS: GENERAL NOTES,value otherwise noted: Q''�'• �.wE t.Balder and Keegan oontndm should Ds advlad Dian General Notts 1,7Nb s deadpwn Ill baend oat Applisabilibi o ppdseadpgqllysr.�m�a shown s en l orp"Individual Truss: E4 and Yearnings beton bf dng mu tness. ineorporeeen of component Is the rfesponddsry of the building designer.2.2x4 compresdonwablxadr'g must be d where shown+. 2.Design assumes the top and bosom chords to be Merely braced at r:' 3,Additional temporary bracing to Man.1.51 lay during conshad ell 2'a c.and at t7 o e respedkalyunlea braced throughout lhdr1e lh by /- - .• �5. DES. BY: BS lNa responsibility of the ender.Additional pommnom bndng of continuous sheathing such as plywood sheetbing C)andlordrywalil . -,d / '. DATE: 9/12/2014 the overall etrvdure la the responsibility of the bulking designer. 3.2s Impact bridging or lateral hradng required where shower.• •;77 AJ OAEG ON:A ,[r 4.No toed should be opted to any component until also an brining and 4.Tutelage.of bliss Is the responsibility of the respodN.contractor. �• '%• : .,`'- SEQ. : 6059071 intoner*are eotnplsts end at no time should any lads greater than S.Design assumes trusses arab be used In a non-corrosive environment, /.• !/:j '4 O: 1_ and ars terroryeondnlon'ot use. ;d,� .s .,.}., TRANS ID• 408071 designComp loads be aopcodia over and e.Oedar assumes full bearing alma supports shown.Shim of wedge If Iiib �S' 5.GerroloaduTrus hr'moaod le opponent ane responsibility for the nanmery. '••il R�.�.. ..• fotslcatior,hondling.shipment and Installation of components. 7.Design aceumas edequelsdNnege In ad . 8.This dealer'la furnished gabfest to the Irritations set forth by 8.Plls cholla be loaed e�ni beth hcoe o hues•and placed so their*enter • VIII((llhI111111111111111I1IIf1l11II1IliI MIT5 SA,tncJCcmpuTfuSchWSbeSoftware beledu•nrattamt. 10.Forbadomrnoaopfeledeslpnvalues see E8fti3ii,ESftl005fdiretd EXPIRES:121S1/2015