Loading...
Plans (185) 1 r(\s\.a.o\- - ou3q cert -'y . MiTeke MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-342_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: R45642830 thru R45642844 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. ���� P R OFFss �5 ENGINEER /p 4, v - 87022PE 1— N c'\'‘ � Aj, OREGON �� <v -*PO 4C) qs4 HERQ :* ' i.: ;.• 7 - October 13,2015 Hernandez,Marcos 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. Job Truss Truss Type Qty Ply POLYGON R45642830 PL15-342 UPPER F01 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton.Oregon 7.530 s Jul 11 2014 Mi=n ek Industries,Inc.Tue Oct 13 08:51:36 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszXlUYo8vet mGshZN_EEXycl1tOApjdQmG7KxvddzZQyTdr I 2-6-0 I I 2-2-9 I I 1-7-0 I I 2-4-11 Scale=1:28.6 1.5x3 II 3x5= 1.5x3 II 3x4= 1.5x3 I I 1.5x3 II 3x5 = 1.5x3 II 1 2 3 4 5 6 7 8 9 / e \ e e / . N r 13 12 11 10 i 3x4= 3x8= 3x4= 3x4 = 3x4= 10-8-1 11-4-9 I 9-11-9 10}1x1 111-3-1 I I 16-4-12 I 9-11-9 0- 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,V)- (10:0-1-8,Edge),111:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >783 480 MT20 2201195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.40 11-12 >487 360 BCLL 0.0 Rep Stress Ina YES WB 0.56 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 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) 13=715/Mechanical,9=715/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2463/0,3-4=-2463/0,4-5=2532/0,5-6=-2532/0,6-7=2532/0 BOT CHORD 12-13=0/1520,11-12=0/2805,10-11=0/2532,9-10=0/1515 WEBS 6-10=316/0,2-13=1640/0,2-12=0/1018,4-12=-370/0,4-11=460/161,7-9=1636/0,7-10=0/1105 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. <(-u"_,D R oFFss wcN ��G I N SFR /02 9 87022PE r" / N ti �-57 A)), OREGON rL�c4)4/'AOO�4BER \' SA NECk EXPIRES:06/30/2017 October 13,2015 I 8 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MH-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mnek®connectors.This design is based only upon parameters shown,and i pfor an individual building component,not • a truss system.Before use,the butding designer must verity the apptcabi sty of design parametersand properly incorporate this design into the overall - ,_ 1114111 bUfding.design,Bracing indicated isto prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing '.' -MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/rPlt Qualify Criteria,DSI-89 and SCSI Bending Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Sures Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642831 PL15-342 UPPER F02 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - �- 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 13 08:51:37 2015 Page 1 ID:j7axn4OsHnThIyaUAczwOszXl UY-GKTO5Jnvd_hEcOoj WJpGPciz71 mx?cf48HMX5syTriq I 2-i0 I I 2-0-11 I I 1-2-0 II 1-0-9 1 Scale=1:25.9 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 l'_ _ e e e //`_ e _ 40, N e e e e e o 1. 12 11 10 9 3x4= 3x6 = 3x4= 3x4= 3x4 = 10-6-3 11-2-11 I 9-9-11 9-11t3 111-13 I I 14-10-12 I 9-9-It 0-4-8 0-7-0 3-8-1 8-7-0 0-1-8 Plate Offsets(X,Y)- 110:0-1-8,Edgel,)11:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.57 Vert(LL) -0.20 11-12 >870 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.58 Vert(TL) -0.33 11-12 >537 360 BCLL 0.0 Rep Stress Ina YES WB 0.43 Horz(TL) 0.04 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:66 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) 13=649/0-4-4,9=649/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2140/0,3-4=-2140/0,4-5=-1912/0,5-6=1912/0,6-7=1912/0 BOT CHORD 12-13=0/1359,11-12=0/2319,10-11=0/1912,9-10=0/1371 WEBS 6-10=418/0,2-13=-1467/0,2-12=0/844,411=536/22,7-9=1480/0,7-10=0/810 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. ���V) P R ores C��co , I N EFR `S'/O �, 2 870 2PEv1- y �A), OREGON rL�Q�cr, 9O �'1BER -\\' Or, A. H E:�P EXPIRES:06/30/2017 October 13,2015 d ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIF7473 rev.10/03!2015 BEFORE USE. Design valid for use only with Mirek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,notII a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design,into the overall �'`' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporaryM and permanent bracing fek. is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSI-89 and SCSI Building Component - 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642832 PL15342 UPPER F03 Floor 3 1 Job Reference(optional) ^Pacific Lumber&Truss Co., Beaverton,Oregon _..-- -....-..�__ -7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:37 2015 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-GKTO5Jnvd_hEcOojWJpGPciz111e?ZI48HMX5syTdq i 2{y0 I I 2-5-1 II 1-2-0 I I 2-4-11 Scale=1:28.9 1.5x3 II 3x5 = 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 3x6 = 1.5x3 II 1 2 3 4 5 6 7 8 N e e 1 12 11 10 3x4= 3x8= 3x4= 3x5= 3x4= 10-10-9 11-7-1 I 10-2-1 1o13f9 1115-9 I I 16-7-4 10-2-1 0-3 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y)— 110:0-1-8,Edge),111:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.27 11-12 >739 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.43 11-12 >456 360 BCLL 0.0 Rep Stress Ina YES WB 0.58 Horz(TL) 0.05 9 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) 13=725/0-4-8,9=725/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2508/0,34=2508/0,45=2587/0,5-6=2587/0,6-7=2587/0 BOT CHORD 12-13=0/1543,11-12=0/2877,10-11=0/2587,9-10=0/1538 WEBS 6-10=-324/0,2-13=-1666/0,2-12=0/1041,412=399/0,4-11=-480/168,7-9=1660/0,7-10=0/1140 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. -(Cp PR OFFss CC 87022PE - �'cj, OREGON cy�O<l! _ �or,��?&ER �� r-. S A. H0)'. EXPIRES:06/30/2017 October 13,2015 I __ WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is foran individual building component not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate the design Tito the overall Mill building design:-Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bussu ng MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the 7777 Greanback_Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/TPIt Quail,/Criteria,DSB-89 and BCSI Building Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Cams Heights,CA 95610 Job Truss Truss Type Oty Ply POLYGON R45642833 PL15-342 UPPER F04 Floor 1 1 - - Job Reference(optional) - Pacific Lumber 8 Truss Co., Beaverton,Oregon - - 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:38 2015 Page 1 - - ID:17axn4OsHnThIyaUAczwOszX1 UY-kW1 OIfnXOIg5EYNv41 KVypF4gR2Bk09DMx64dJyTrIp I 2-3-0 I 1 1-411 11 1-2-0 II 1-0-9 1 2-6-0 I Scale=1:31.6 1.5x3 II 3x6= 1.5x3 I I 3x4= 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 4x5= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 I'l a e eegy sg' e o 15"' 15 14 13 12 11 3x4= 3x8 = 3x5= 3x4= 4x4 = 3x4= 14-3-11 I 13-1-11 }3-6-111 1 18-1-4 13-1-11 0-7-0 0-7-0 3-9-9 Plate Offsets(X,V)— (12:0-1-8,Edge),(13:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.77 Vert(LL) -0.33 13-14 >663 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.84 Vert(TL) -0.51 13-14 >419 360 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:81 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) 16=791/0-4-4,11=791/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2635/0,3-4=-2635/0,44=3446/0,5-6=-3446/0,6-7=-2477/0,7-8=2477/0,8-9=-2477/0 BOT CHORD 15-16=0/1550,14-15=0/3254,13-14=0/3130,12-13=0/2477,11-12=0/1721 WEBS 7-13=0/354,8-12=-569/0,2-16=1700/0,2-15=0/1191,4-15=-679/0,6-14=0/405,9-11=-1858/0,9-12=0/1092, 6-13=-860/0 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. '<<- .c...;..c,D NA l EES s,0 2 87022PE , 9<' N 7-0/,,OREGO rq�'©41/ C' M$ER 1 - EXPIRES:06/30/2017 October 13,2015 4 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MB-7473 rev.10/03/2015 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,not a truss system.Before use,the building designer must verify the applicability of design pararpeters and property_incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members-only.Additional temporary-and permanent bracing MiTele ek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1P1t Qualify CrIeda,DS8-89 and ICSI building Component Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642834 PL15-342_UPPER F05 Floor 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - 7.530 s Jul 11 2014 M7ek Industries,Inc.Tue Oct 13 08:51:39 2015 Page 1 ID:j7axn4osHnThlyaUAczwOszX1 UY-CjbmV?o99cyyriy6ekrkV 1 olOrQaTPhNbbrd9lyTrlo 1 1-3-0 I 1 1-1-1 II 1-2-0 11 2-4-15 I 2-6-0 I Scale=1:35.4 4x5= 3x4= 3x4= 3x4= 3x4= 4x4= 3x6 FP= 3x8= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 ciai 1 e _ 26 25 24 23 22 21 20 19 18 17 3x4= 4x6= 3x5= 3x6 FP= 3x5= 3x5 = 4x6= 3x6 = 3x5= 3x5 SP= 15-7-9 I 14-5-9 154-9L I 20-9-8 I 14-5-9 0-7-07-0 5-1-15 Plate Offsets(X,Y)— (12:0-1-8,Edge),118:0-1-8,Edgel LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.40 21 >624 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.62 21 >402 360 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(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=909/0-4-8,26=909/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2003/0,3-4=-2003/0,4-5=-3413/0,5-6=-3413/0,6-7=4247/0,7-8=-4247/0, 8-9=-4495/0,9-10=4495/0,10-11=4230/0,11-12=4230/0,12-13=3519/0, 13-14=-3519/0,14-15=-3519/0 BOT CHORD 25-26=0/1077,24-25=0/2776,23-24=0/3897,22-23=0/3897,21-22=0/4436,20-21=0/4401, 19-20=0/3519,18-19=0/3519,17-18=0/1990 WEBS 12-19=357/0,13-18=-426/0,2-26=1375/0,2-25=0/1183,4-25=-987/0,4-24=0/813, 6-24=-618/0,6-22=0/446,15-17=2149/0,15-18=0/1659,10-20=272/35,11-20=327/0, 12-20=0/1057 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)26. 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. 2 870. 2PE f9f , cv 7 SAT OREGON 0�Q</ 90 FMBER •NN OS A. 1-10k EXPIRES:06/30/2017 October 13,2015 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not IIII .atruss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this.desimgn into the overall-building design.Bracing indicated'a to prevent buckling of individual truss web and/or chord-members only:.Additional temporary and permanentbratang- MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/041 Quality Criteria,058-89 and ICSI Building Component --. 7777 Gre Gre Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suras Heights CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642835 PL15-342_UPPER F06 Floor 1 1 - Job Reference(optional) - Pacific Lumber 8 Truss Co., Beaverton,Oregon - - - ' - 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:39 2015 Page 1 ' LL ID:j7axn4OshInThlyaUAczwOszX1 UY-CjbmV?o99cyyriy6ekrkVl oPtrazTcl Nbbrd9lyTrlo 1-4-0 I 2-6-0 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 111 III 0 N 1 IIM Will '/ 5 IN 4 3x4= 3x4= 9-1-81 4-1-0 I 1-e 3-11-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.04 4-5 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-1-0 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) 4=174/Mechanical,5=174/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. 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. ��5ED P R OFFs �\co �NG(NEF-,9 wo 2 87022PE vr.- I" tP ,CV y(CC\ OREG•N m 1C/// �O 08 A. HE?' EXPIRES:06/30/2017 October 13,2015 f t AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev,10/03/2015 BEFORE USE Mit- Design valid for use only with Mifek©connectors.This design is based only upon parameters shown,and 5 for an individual building component,not a truss system.Before use,the building designer must verify the:appficgbility-of.design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individi7altruss web and/or-chord members only.:Additional temporary and permanent bracing Wel(' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/711 Quality Criteria,DSS-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642836 PLI5-342 UPPER F07 Floor 12 1 Job Reference(optional) Pacific Lumber F.Truss Co., Beaverton,Oregon - - 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:40 2015 Page 1 ID:j7axn4OsHnThIyaUAczwOszXl UY-gv98jLpnwv4pTsXIBSMz1 EKTWFmoCvi WgFbBiByTnn 1 1-7-12 1 1 1-8-15 1 1 1-2-0 I I 1-4-9 1 1-6-0 1 Scale=1:30.1 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4 1.5x3 II 3x5= 1.5x3 II 1 2 3x8= 3 4 5 6 7 8 9 10 11 e s / \ ee o e_ N e e e • e e 19 ��, 17 16 15 14 13 3x4 II 3x6= 3x8= 3x5= 3x5= 1.5x3 II 3x4 = 3x4= I 1-10-12 2-Q14 17-5-4 I 1-10-12 0-;1-8 15-5-0 Plate Offsets(X,Y)— (2:0-3-0,Edge),[8:0-1-8,Edgel,113:0-1-8,Edgel,)19:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.18 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.27 14-15 >687 360 BCLL 0.0 Rep Stress Incr NO WB 0.67 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code IBC20121TP12007 (Matrix) Weight:83 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, Except 6-0-0 oc bracing:17-18,16-17. REACTIONS. (lb/size) 18=1194/0-5-8,12=627/0-2-12 Max Gray 18=1194(LC 1),12=662(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/670,2-3=950/312,3-4=-950/312,4-5=-2192/0,5-6=2192/0,6-7=2379/0, 7-8=-2379/0,8-9=-1741/0,9-10=-1741/0 BOT CHORD 17-18=670/0,16-17=32/1694,15-16=0/2387,14-15=0/1741,13-14=0/1741, 12-13=0/909 WEBS 9-13=408/0,2-18=-808/0,1-18=765/0,8-15=14/787,7-15=259/0,6-16=-295/0, 4-16=0/641,4-17=935/0,10-12=1092/0,10-13=0/1027,2-17=0/1309 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)12. 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)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)304 lb down at 0-1-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. �E[� P R OFF 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). o s< NG)N ' - swO2 LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 `C 87022 P- 9c-- Uniform Loads(Of) Vert:12-19=-8,1-11=80 Concentrated Loads(Ib) Vert:1=-304(F) +:v /\/ y -$, OR GON cp AU � AMBER \1 On ''''BERtA. HE.V�P EXPIRES:06/30/2017 October 13,2015 MEMO4 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473,no 10/03/2015 BEFORE USE. jut Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual buldng component.not - a truss system.Before use,the building designer must verify the applicability ofdesignparasnetersand property incorporate this..design into the overall - building design.Bracing indicated is to prevent buckling of individual trensweb:and/ortiitrtudwiefsbersonly:Additionaltemporafy=and permanent bracing Mitek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/711 Quatiy Criteria,DSB-89 and BCSI Building Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Carus Heights CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642837 PL15-342_UPPER F08 Floor 7 1 Job Reference(optional) _ _ Pacific Lumber&Truss Co., Beaverton,Oregon _ 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 13 08:51:40 2015 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-gv98jLpnwv4pTsXIBSMz1 EKaaFv5CO3WgFbBiByTrtn I 2-6-0 1 0-5-10 I I 1-2-0 I I 1-4-14 I Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4= 3 4 53x4 = 6 o N 4 la 9 e e 83x4= L� "»XX\\ 3x4= 3x4 = 3x4= I 3-1-2 3-~2-1�0 3-9-10 1 4-4-10 4)6-? 8-6-8 I 3-1-2 0-1- 0-7-0 0-7-0 0-1 4-0-6 Plate Offsets(X,Y)- 18:0-1-8,Edge),19:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/defl Ltd PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.17 Vert(TL) -0.06 7-8 >999 360 BOLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:39 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) 10=370/0-2-12,7=370/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-732/0,3-4=-732/0,4-5=-732/0 BOT CHORD 9-10=0/682,8-9=0/732,7-8=0/665 WEBS 2-10=-736/0,2-9=37/269,5-7=-718/0 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)10,7. 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. ,., FR°FF <� s s� �GNEF /„\ � �� ,4 �' 870. 2PE �f N° �-7 (\'\�j, OREGON cp. Uti ).0 c-Ms E R A\' PCO SA. HE:k EXPIRES:06/30/2017 October 13,2015 4 m ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. '. Design valid for use only with MTekm connectors.This design is based only upon parameters shown,and B for an individual building component,not111 a truss system.Before use,the.bu1dingdesigner.must verify the:applicab ty of design parameters and properly incorporate this design into the overall .. building design. Bracing indicated B to-prevent buckling of indwduat-truss web and/or chord embers only.Additional temporary and permanent bracing Mffek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IPI1 Quality Crileria,DSI-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Mate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Sude 109 Cams Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642838 PL15-342 UPPER F09 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon -._ 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 0861:41 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1UY-85iXwhciPhDCg506U19tCaStlLeG3xVTg2vKkEdyTdm I 2-6-0 1 0-5-6 1 1 1-2-0I I 1-7-2 I Scale:1"=1' 11.5x3 II 2 3x4 = 31.5x3 II 4 3x4= 51.553 II • ---'\ 0 Ai N u e KK a 1.5x3 II 9 8 7 6 3x4= 3x4= 3x4 = I 3-0-14 31-21 3-9-6 1 4-4-6 1 6-2-8 I 3-0-14 o-1 0-7-0 0-7-0 1-10-7 Plate Offsets(X,Y)- )4:0-1-8,Edgel,]8:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.02 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.03 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:29 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) 9=267/0-2-8,6=267/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-362/0,3-4=-362/0 BOT CHORD 8-9=0/423,7-8=0/362,6-7=0/362 WEBS 2-9=-456/0,4-6=424/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. 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. Cz�� t� G. N o'Q x/0 �� 8 S 2PE f 1-r ,- -N / , ' 1V SAT OREGO (tom <U O '�O M8ER -\� EXPIRES:06/30/2017 October 13,2015 t i ®WARNING..Verify design parameters and READ'NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10103/2015 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,not a truss system.Before use,the building designer must verify the:.applicability_of design parameters and properly incorporate this design into the overall T '( .. -,' -.; building design. Bracing indicated is to prevent buckling-of individObl truss web and/orchard members only:-Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualfy Criteria,051-89 and SCSI Building Component 7777 Greenback Lane Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642839 PL15-342 UPPER F11 Floor 2 1 �_ Job Reference(optional) Pacific Lumber-&Truss Co:, - Beaverton,Oregon . 7.530 s Jul 11 2014 Mirek atustries,ins,Tue Od1 13 08:51:41 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1UY-85iXwhgPhDCg506UI9tCaStkOeFAxTEg2vKkEdyTrlm 2-6-0 10.5-10 I I 1-2-0 I I 1-6-14 I Scale=1:16.4 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 I I 1 2 3 4 5 6 e e e- --e- _ o Q . e et e 3x4= 1 9 e 8 3x4= 3x4= 3x4= I 3-1-2 3t10 3-9-10 I 4-4-10 4/6-12 668 I 3-1-2 0-1-8 0-7-0 0-7-0 0.1 4-2-6 Plate Offsets(X,Y)— 18:0-1-8,Edge1,19:0-1.8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.18 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:40 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) 10=377/0-2-12,7=377/0-4-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=761/0,3-4=-761/0,4-5=761/0 BOT CHORD 9-10=0/701,8-9=0/761,7-8=0/682 WEBS 2-10=-757/0,2-9=-28/290,5-7=737/0 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)10. 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 PROPk-n 0.0 �,\� �NGINE9 /'o 4 87022PE / g. N 7 SAT OREGON (y,Qkt� tic‘ -\1 k9 0 A He EXPIRES:06/30/2017 October 13,2015 rr __AI WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Resign valid for use only with MuTek®connectors.This design is based only upon parameters shown.and is for an individual building component,not a truss system fleforeuse,.the biddingdesigner must verify the appliccbility of design parameters and property incorporate the design into the overall building designs Bracingindicated is taprevent buckling of mdividoultruss web and/or chord members only.Additional temporary and permanent bracing ^_ MiTele ......:,, is always required for stability and io prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 QuaMy Criteria,001-89 and SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus H9ipfas,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642840 PL15-342_UPPER F12 _ Floor 6 1 Job Reference(optional) . Pacific Lumber&Truss Co., Beaverton,Oregon, 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:42 2015 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-clGv81 q1 RXKXi9hhJtOR6fQr52T3grkpHZ41m4yTrll I 2-610 I I 2-3-5 1 1 1-2-0 I I 2-4-11 Scale=1:28.7 1.5x3 II 3x5= 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 3x5= 1.5x3 II 1 2 3 4 5 7 8 6 �./ te \ a \ e N e e 1r` 12 11 10 3x4= 3x8 = 3x4= 3x4= 3x4= 10-8-13 11-5-5 I 10-0-5 1aJp3 ]1x1311 16-5-8 I 10-0-5 0-4-8 0-7-0 5-0-3 0-7-0 a-1-8 Plate Offsets(X,Y)— (10:0-1-8,Edge],[11:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >770 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.41 11-12 >478 360 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:72 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) 13=718/0-1-12,9=718/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2476/0,3-4=2476/0,4-5=2549/0,5-6=-2549/0,6-7=-2549/0 BOT CHORD 12-13=0/1527,11-12=0/2827,10-11=0/2549,9-10=0/1522 WEBS 6-10=-319/0,2-13=-1648/0,2-12=0/1025,4-12=379/0,4-11=-466/163,7-9=-1643/0,7-10=0/1116 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)13. 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. C;, x,` G Nk- - `Sfo 2 cc87022PE 7r / 7 N ,N �'0,,, OREGON cy� <U� �Or)AMBER �� v.�O • SA. HEA EXPIRES:06/30/2017 October 13,2015 e i N ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. - Design valid for use only.with MiTek0 connectors.This design is based only upon parameters shown,and is for an individual applicabilitybuilding component,not e a truss system.Before use,the budding designer.must.verify-the_ of design parameters and properly incorporate this design into the overall building design. Bracing indicated-is to preventbuckling-of-individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and buss systems,see ANSI/TPI1 Quality Criteria,051-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 II Job Truss Truss Type Qty Ply POLYGON R45642841 PL15-342_UPPER F13 Floor 6 1 _ Job Reference(optional) - Pacific Lumber&Truss Co., Beaverton,Oregon """ 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:42 2015 Page 1 ID:j7axn40sHnThIyaUAczwOszX1 UYclGv81 q1 RXIOCi9hhJtOR6fQnE2QvggopHZ41m4yTtll I 2-3-0 I 1 1-411 II 1-2-0 ii 1-2-5 1 2-3-0 Scale:3/8"=1' 1.5x3 II 3x6= 1.5x3 I I 3x4= 1.533 II 3x4= 1.5x3 I I 1.5x3 II 4x5 = 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 • _ e- _ e •_ e a 0 0 N N - 'e p 1 15 14 13 12 TjX�P 3x4= 3x8 = 3x5= 3x4= 4x4= 3x4 = 14-3-11 I 111-11 13-8-111 I 18-3-0 I 13-1-11 0-7-0 0-7-0 3-11-5 Plate Offsets(X,Y)— I12:0-1-8,Edge],113:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.33 13-14 >651 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -0.53 13-14 >412 360 BCLL 0.0 Rep Stress Ina YES WB 0.61 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 81 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) 16=797/044,11=797/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2664/0,34=2664/0,4-5=-3503/0,5-6=-3503/0,6-7=2556/0,7-8=2556/0,8-9=2556/0 BOT CHORD 15-16=0/1564,14-15=0/3297,13-14=0/3200,12-13=0/2556,11-12=0/1731 WEBS 7-13=0/349,8-12=534/0,2-16=-1715/0,2-15=0/1206,4-15=-695/0,6-14=-7/395,9-11=1869/0,9-12=0/1118, 6-13=-853/0 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. Strongbadcs to be attached to walls at their outer ends or restrained by other means. t�Sc0 P R Ore, tc:;. �NGi NEF9 1029 870 2P f i r' N A - SAT OREG•N c]�Q<c!� �On AMBER -\\ r s 4. NER�P EXPIRES:06/30/2017 October 13,2015 WARNING-Verity design parameter:and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 rev.f0/03/20/S.BEFORE USE. , Design valid for use only with M7ek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not <a kl155 s stem.:Bvtoss use,the but ding:designer must verify the applicability of design parameters and property incorporate tho design into the.overall. .. - .• ,building design:Brociogi -indicated islmprexent'buckling of individual truss web and/or chord members only.Additional temporary and permanent bracin, s ary,�( - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the '"'� �x fabrication.storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Qually Criteria,DU-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642842 PL15-342_UPPER F14 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregoe 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:43 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-5UgHLNrgCgSNKJGttawgfty13SriPLdzWDprl WyTrik I 2-0-0 I I 1-10-1 I I 1-2-0 1 1- - 2-5-3 I Scale=1:21.0 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 63x4= 7 e e e• e 0 N _ 1111111111144 e o- e- o e 11 11 10 e 9 8 3x4= 3x5= 3x4= 1.5x3 11 3x4= 1 8-2-9 18-9-9 19-4-9 1 12-0-12 8-2-9 0-7-0 0-7-0 2-8-3 Plate Offsets(X,Y)— 16:0-1-8,Edgel,110:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.14 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.49 Vert(TL) -0.21 10-11 >670 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:54 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing direbtly 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) 12=525/0-2-8,8=525/0-1-12 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1397/0,3.4=1397/0,4_55=1183/0,5-6=1183/0 BOT CHORD 11-12=0/887,10-11=0/1518,9-10=0/1183,8-9=0/1183 WEBS 2-12=994/0,2-11=0/571,4-10=443/3,6-8=1277/0 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)12,8. 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. ' <sED PROFESS tc_ �cNGiNEk9 ia, '' 870 2PE C— yCP rN N 04>, OREG N cy5'Q�v �Or,�M8ER �\ S A. HE:ik EXPIRES:06/30/2017 October 13,2015 i I ®WARNING-Verify design parameters and-READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/03/2015 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,not a truss system.Before use,the building designer must verify the applicability of design.parameters and.properly incorporate this design into the overall e� building design. Bracing indicated is to prevent buckling of individual trussweb and/or chord members-only;nly.Additional temporary and permanent bracing MiT ekm is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/ri71 Qually Criteria,DSI-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642843 PL15-342 UPPER FG1 FLOOR GIRDER 1 1 . Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon • ' - 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 13 08:51:44 2015 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-ZgOfZjslz8aEyTr3QIRvC4VH4sH18sz6ItZOryyTrlj 1-4-12 1-4-0 1 1.5x3 II 2 3x4 = 3 1.5x3 II Scale=1:8.7 0 ' N K K K K 5 4 3x4= 3x4= 2-11-12 I 2-11-12 LOADING(psi) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) 0.00 5 '•" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.09 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:15 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=253/Mechanical,5=249/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-4=309/0,2-5=-304/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 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. 3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)188 lb down at 1-5-2 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:4-5=-10,1-3=100 Concentrated Loads(Ib) Vert 2=188(F) C?�5<<- 0,4G NE R <c),, e'''' 87022PE 9r WN % OREG4J1AOr, 8E8 .\\ s A. Heck EXPIRES:06/30/2017 October 13,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. �t Design valid for use only with MiTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not _,a.truss system..seforeµse,the building designer must verify the applicability of design parameters and properly incorporate-.thicdesign:nto the,overall .»' .t,budding design,Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Addihonol temporary and penn'anent=bracing -- •M,Tekw is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/fP11 QuaNfy Criteria,DSI-89 and SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus HeiOhts.CA 95810 Job Truss Truss Type Qty Ply POLYGON R45642844 PL1S-342_UPPER FG Floor Girder 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:43 2015 Page 1 ID:j7axn40sHnThIyaUAczwOszX1UY•5Uq 1LNrgCgSNKJGttawgfty3ZSv4PNPzWDprIWyTrlk I 1.6-0 I 1-5-10 I I 1-2-0 I I 1-414 I 2-6-0 I Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4 = 11 3 4 53x4= 6 s o 0i 0 N 1Ii! 9 e 8 0 3x4= 3x4= 3x4 = 3x4= I 3-2-10 13-9-10 14-4-10 I 8-6-8 I 3-2-10 0.7-0 0-7-0 4-1-14 Plate Offsets(X,Y)— 18:0-1-8,Edge),(9:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.04 9-10 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:39 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) 10=497/0-2-12,7=412/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-11=926/0,3-11=926/0,3-4=926/0,45=926/0 BOT CHORD 9-10=0/669,8-9=0/926,7-8=0/771 WEBS 2-10=-804/0,2-9=0/327,5-7=-833/0,5-8=0/303 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)10,7. 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)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)233 lb down at 2-2-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform LoadsVert:7-10=-8,1.6=-80 .\tplf) PR OFFOn Concentrated Loads (Ib) ,N:-..7' 19 ANG'N'.. /o2 VeiZt 87022P; �v-- i cV r•. y �'oj, OR GON rye NJ�O AMBER \\ �s A. HE��P EXPIRES:06/30/2017 .. ,, October 13,2015 a WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev,10/0312015 BEFORE USE. -- Design valid for use only with Woke connectors.This design is based only upon parameters shown,and is for an individual building component,not 1111 a truss system.Before use,the buiding:designer must verify:the applicability of design parameters and properly incorporate this design into the overall ,, building design;Bracing indicatednmto prevent:buckling of individual truss-Web arld/orchord members only.Additional temporary and permanent bracing - Mitek- - '-t :..1 is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Crilerla,DSI-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312 Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 3/" Center plate on joint unless x,y p y 4 (Drawings not to scale) offsets are indicated. I Damage or Personal Injury in= Dimensions are in ft-in-sixteenths. iiIiiik. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal orx-bracing,is always required. See BCSI. TOP CHORDS 01 „ 2. Truss bracing must be designed by an engineer.For '/16 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I Allriniff 1\11111",alipi pbracing should be considered. O_ O3. Never exceed the design loading shown and never OAstack materials on inadequately braced trusses. 1 O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c-e ce- css designer,erection supervisor,property owner and plates 0 ''i 'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint OMMINIMMI required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available In MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is 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 indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that / Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. kM O reaction section indicates joint 17.Install and load verticallyunless indicated otherwise. number where bearings occur. Min size shown is for crushing only. 18.Use of green or treated lumber may pose unacceptable ►--. environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPII: National Design Specification for Metal Mil 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Desi n Standard for Bracing. is not sufficient. g BCSI: Building Component Safety Information, r iTek6 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015 I 401-08 ..„ '530 , C4 Cs '. I — CO CO CO CO / , vi J2 _ l. J2C J3 _._ . k _. J3c Jit 712 J7 _._ 46„..11M J7C J9 _._ : 1 ......... E f . It /, „, . . J11 = -I- .•. 01, ea q J10 712 (1) En _ ..19 , . 1 ,. J12(10) .. ---- , . . . . . J12 (5) . 14:12 HGUS28 F.-- rUSM 111=3 KUM Mg' . J13 , —_,_:_ _ =_:1:::.• , , , ,, , n_ _ 12 - clA En , F.- r... .. . g, a ami LO zi CONFORMS TO DESIGN CONCEPT EN •.1 . 1 t, , 111 CONFORMS TO DESIGN CONCEPT WITH GARAGE LEFT 1 1GUSIONS AS SOWN in CONFORM TO DESIGN CONCEPT El1I - NM CONFORMI4G-REVISE AND RESUBMIT 0 iC=R,N.ISNT:ZSIGN CONCEPT WITH THIS SHOP DRAWING HAS BEEF REVIEWED FOR GENERAL CONFORMANCE 201-6" 0 -CONFORMINGREVISE S.RESOMAff WITH THE DESIGN CONCEPT OILY AND DOES NOT RELIEVE THE NON - MS MON MOOING NAN AEM NEM.FOR OMMAL NMENNOONC. 401-4.Y FABRICATOR/VENDOR OF RESPCNSIBILITY FOR CONFORMANCE WITH THE DESIGN DRAWINGS AND SPECIIICATIONS ALL OF WHICH HAVE PRIORITY ,AUFMNTMONNOM OF 1.£1,0NOMOOr FM OINNOMANOL wi,MM. MAYNNM S.CMCMONN.A.kNOMAME MONO AN.OF NORM MON OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. Ev, Alex Fukui TAILBRANDT ARCHITECTS By: Todd R. Eaton Date: September 19, 2014 CT ENGINEERING©fight CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW03/27/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL al :V PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER PLAN 5-A COFFERINFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD PLAN: DRAWN BY JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 5-A / A-A CHECKED BY: DESIGNER/ENGINEER OF FtECORD TO REVIEW AND APPROVE OF ALL & TR US S A COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. • ./. 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and,Truss. . r. 40'-0° AR1 AR1 ..— NI NI '.— , • e . , . . L9 J1 ., J1 N--- \ J2C \\\N \. . . J3 IL, • . • • , , 1 J4 „milk J7 J7 J8 , __ J8 J9.1..” I JUL_ / '/ / / - / _ J10 J11 ... • . J11 c., J10 . crFs F*7 J& 1412 ! 14 12 J7 14:12 1 1 ; / 1 A.__ 7: 2 ! --i J12(10 J13 (5) • HGUS26 F- 14:12 HGUS26 1 ; HUS26 \ 1 12 \I. E 1 . P3 , ; , • i, imcIL,„,...., .... 11+ ... • — D1 ,...._ a / • . ... Ci ,_,.... , --e En Z CONFORMS TO DESIGN CONCEPT E] CONFORMS TO DESIGN CONCEPT WITH GARAGE RIGHT REVISIONS AS SHOWN I 1 111-8° 1 0 CONFORMS TO DESIGN CONCEPT I0 fi:=g1SNT:TIETIGN CONCEPT WITH El NON-CONFORMING-R'BVISE AND RESUBMIT I 0 NON-CONFORMING-REVISE&RESUBMIT THIS SHOP DRAWING HAS BEEN REVIEWD FOR GENERAL CONFORKANCE I 20'-6 I WITH THE DESIGN CONCEPT ONLY AND OES NOT RELIEVE THE flaWATORAINOOR OF PESO...Skin fOO OfONFON,ANCE WIN MS. FABRICATOR/VENDOR OF RESPONSIBILI Y FOR CONFORMANCE WITH THE I 11.1 -0. ,t.,,,,Itic.,:nor.rxioNs Al0 PP,L'1,14,E CME-3 111.Of eomi iffNE mown'‘iiEr,mas mr.p rawmc DESIGN DRMINGS AND SPECIFICATION ALL or STILT HAvr.:FRIA!,I 15Y—.............B.Vithl.B.L_______ Date......V.22L4_ OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. MILBRANDT ARCHITECTS By: Todd R. Eaton Date: September 19,2014 CT ENGINEERING INC ©Copyright CompuTrus Inc.2006 —trfirit ILIE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/27/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND " ''.t ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER DESI PLAN 5-A COFFER INFORMATION.BUILDING GNER/F_NGINEER OF RECORD Paa 16":',\,, uffiber PLAN: DRAWN BY:JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 5-A / A-A CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL T R US S ''.., COMPANY ilk , ,.., DELIVERY LOCATION: SCALE: RDESIGNS PRIOR TO CONSTRUCTION. EVISION-3: 1/(3'',P 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4, No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall (BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988(MiTek). Wai 14:),P r i i 4.- 1 1 ` i 1')/117'`' l }4Ilx€w f`,,l`3tt IIII I IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.5' IBC 2012 MAX MEMBER FORCES 4WR/DDF/C-1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2= 0) 114 2-10=(-799) 2686 3.10= -300 336 BC: 2x4 KDDF#1&BTR SPACED 24.0' O.C. 2- 3= -3018) 1136 10.11=(-562i 2250 10- 4= -235) 629 WEBS: 2x4 KDDF STAND; 3- 4= -2885) 1241 11.12=(-258 1671 4.11= -736 574 2x4 OF STAND A LOADING 4- 5= -2255 1147 12-13=(-597) 2094 11- 5= -460 1077 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2255) 1147 13- 8=)-834; 2444 5-12= -460 1077 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= -2885 1241 12- 6= -736 574 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 7- 8= -3018 1138 6-13= -235 629 8- 9= 0) 114 13- 7=(-300) 336 OVERHANGS: 24.0' 24.0" LL = 25 PSF Ground Snow (Pg) Connector plate prefix desi nators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek M series THE BOTTOM CHORD DEAD LAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -378/ 2067V -323/ 323H 5.50' 3.31 KDDF ( 625) 43'- 9.5' -378/ 2067V 0/ OH 5.50" 3.31 KDDF ( 625) JT 2, 8: Heel to plate corner = 2.25" [COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0,036" @ -2'- 0.0' Allowed = 0.200' MAX TL CREEP DEFL = -0.043' @ -2'- 0.0' Allowed = 0.267' MAX LL DEFL = -0.167' @ 17'- 11.0" Allowed = 2.144' MAX TL CREEP DEFL = -0.321' @ 17'- 11.0" Allowed = 2.858" MAX LL DEFL = -0.036' @ 45'- 9.5" Allowed= 0.200' MAX TL CREEP DEFL = -0.043' @ 45'- 9.5' Allowed = 0.267' MAX HORIZ. LL DEFL = 0.076' @ 43'- 4.0' 21-10-12 21-10-12 MAX HORIZ. TL DEFL = 0.121" @ 43'- 4.0" 7-05-13 7-02-08 7-02-08 7-02-08 7-02-08 7-05-13 NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. 12 12 Design conforms to main windforce-resisting 7.00 F7. M-4x6 Q 7.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0 ASCE 7.101 5 .hf (All Heghts), Enclosed, Cat.2, Exp.B, NWFRS(Dir), IAN load duration factor=l.6 M-5x8(S) ads in- uthe ss dplaneeoffthe or wtruss ind 0only. M-5x8(5) 0.25" 0.25" �J QQ c, M � .', \ if M-1.5x3 M-1.5x3 v 13 0 0 r A ww Ks+ A • o 2 10 !'M-3x8 M 3x4 10.25" 0.251 M 3x4 M-3x8 B o • M-5x8(S) M-5x8(S) y y y y y y 1... y y 8-11-01 8-11-15 7-11-08 8-11-15 8-11-01 Jy 2-00 - 43-09-08 WEDGE REQUIRED AT HEEL(S). 2-00 �{�( � PROS JOB NAME : 5-A POLYGON NH B2 � � iiz �o� Scale: 0.1445 t/ WARNINGS: GENERAL NOTES,unless otherwise noted: pp[[-- "'j1-,,, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual '92 ••r.L. and Warnings before construction commences. building component.Applicability of design parameters and proper ,/F T r u s S: B 2Incorporation of component is the responsibility of the building designer. I"'/' 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.end at 10'o.c.respectively unless braced throughout their length by DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). ' �' DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "y OREGON �(/,f SEQ. : 6037152 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, ".. 'if N k. design loads be applied to any component and are for"dry condition"of use. /�/� -/it I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If V 14 necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage Is provided. F I`i I LA,. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center In II I 1111 IIII 311111 IIIIIII El TPINViCA in BCSI,copies of which will be furnished upon request. 9. ba Digitsgit coincidewith jointcenterate in Inches.in 10. r MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E indicatesiconnector design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(() 0) 114 2- 9=(-843) 2654 3- 9=(-300) 335 7- 8=(-2357) 628 BC: 2x4 KDDF #1&BTR SPACED 24.0° O.C. 2- 3=)-2998) 1127 9.10= -607) 2217 9- 4=I-234) 630 WEBS: 2x4 KDDF STAND; 3- 4= -2865) 1232 10.11= -267) 1637 4.10= -737) 574 2x4 DF STAND A LOADING 4- 5= -2234 1138 11.12= -584 2045 10- 5= -460 1077 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2229) 1164 12- 8= -829) 2355 5-11=1.450) 1055 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= -2794 1278 11- 6= -713 566 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8= -595 713 6-12= -258 552 12- 7=(-240) 354 OVERHANGS: 24.0" 0.0' LL = 25 PSF Ground Snow (Pg) pBEARING MAX VERT MAX HORZ BAG REQUIRED1BRG AREA C,CN,C18,CN18t(or rrno1prefixt) =CompuTrus, Inc BOTTOM LOCATION(S) SPECIFIED LBYIIBC STORAGE1 . LOCATIONS0'- 0.0" -380/AC2064V -302/TIONS ACT316H 5NS .50" 3.30ZE " KDDFP1 625 M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 43'- 6.2' -281/ 1855V 0/ OH 5.50" 2.97 KDDF ( 625) JT 2: Heel to plate corner = 2.25' ** For hanger specs. - See approved plans COND. 2 Design checked for net(•5 psi) uplift at 24 'ac spacing I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.036" @ -2'- 0.0' Allowed = 0.200' MAX TL CREEP DEFL = -0.043" @ -2'- 0.0' Allowed = 0.267' MAX LL DEFL = -0.163" @ 17'- 11.0' Allowed = 2.130' MAX TL CREEP DEFL = -0.314' @ 17'- 11.0" Allowed = 2.840' MAX HORIZ. LL DEFL = 0.074' @ 43'- 0.7' MAX HORIZ. TL DEFL = 0.117' @ 43'- 0.7' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 21-10-12 21-07-08 T ( Design conforms to main windforce-resisting 7-05-13 7-02-08 7 02-08 7-02 08 7-04 7 01 system and components and cladding criteria. Wind: 140 m ht h=25.6ft, TCDL=4.2,BCOL=6.0, ASCE 7-10t 12 12All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.00 M-4x6 Q 7.00 load duration factor=1.6, 4.0" Truss designed for wind loads 6 in the plane of the truss only. M-5x8(S) \ '\M315X3 025,O in C,,v / ,, o w T A It\v, 11;1 r. 0 9 10 'f 11 12 8** o M-3x8 M-3x4 0.25" 0.25" M-3x4 M-4x6 0 M-5x8(S) M-5x8(S) 1, 1, y y y y y 8-11-01 8-11-15 7-11-08 8-11-15 8-07-13 y 2-00 43-06-04 JOB NAME : 5-A POLYGON NH - B1 <(,, �ROF�6,' Scale: 0.1411 co lIN E WARNINGS: GENERAL NOTES,unless otherwise noted: ' !2 ZIT! 1? 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 4t. _'-.C92 0•P E 1.- Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper "00 0;4 0 ow. 2.204 compression web bradng must be Installed where shown+, Incorporation of component is the responsibility of the building designer. +^ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by y' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,r0' r!',- DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ® (C - 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '7'�'- OREGON� 4 SEQ. : 6037153 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, '7 AA. design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 6} 1 4, 2. y, fabrication,handling,shipment and Installation of components. Dnesessary. X71 O,i 7.Design assumes adequate drainage is provided. 4eR p I 1 V 6.This design is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center +'1 RI 1.. 11101 PRO O VIII III II 11101111 TPI/WTCA in BCSI,copies of which will be fumished upon request lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2= 0) 114 2-11=(-1431) 2572 3-11=( -152 192 15.10=(-182) 108 BC: 2x4 KDDF #1&BTR SPACED 24.0° O.C. 2- 3=�-3025) 992 11-12= -1288) 2429 11- 4=( -49 296 WEBS: 2x4 KDDF STAND; 3- 4= -2875) 987 12-13= -1034) 2330 4.12=( -445 367 2x4 DF STAND A' LOADING 4. 5= -2453)) 910 13-14= -850 2024 12. 5=((( -216 868 2x4 KDDF N1&BTI B LL( 25.0)+DLULON0 -443 150 7.0) BOTTOM CHORD = 10.0 PSF 5- 7= -2076) 878 14-15= -541 1259 17.13= 254 324 TC LATERAL SUPPORT <= 12°0C. UON. TOTAL LOAD = 42.0 PSF 7- 8= -2241) 822 13- 8= -226 582 BC LATERAL SUPPORT <= 12'OC. UON. 8- 9= -1563 594 8-14= -966 497 LL = 25 PSF Ground Snow (Pg) 9-10=( -141 ) 157 14- 9=� -329 1300 9-15= -2078 770 NOTE: 2x4 BRACING AT 24'OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATIONS SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -340/ 2071V -1791 367H 5.50' 3.31 KDDF 625 OVERHANGS: 24.0" 0.0° 43'- 6.3" -259/ 1936V 0/ OH 5.50" 3.10 KDDF 625 M-1.5x4 or equal at non-structural IGOND 2 De*ipn checked far net( pcf)splift at 24 "oc soaring. vertical members (uon). VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX LL DEFL= -0.036' @ -2'- 0.0" Allowed = 0.200" C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc MAX TL CREEP DEFL = -0.043' @ -2'- 0.0° Allowed 0.267" M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.165' @ 15'- 9.7° Allowed = 2.130' MAX TL CREEP DEFL = -0.296' @ 22'- 6.6" Allowed = 2.840' JT 2: Heel to plate corner = 2.25" ** For hanger specs. - See approved plans MAX HORIZ. LL DEFL = -0.080" @ 43'- 2.8" MAX HORIZ. TL DEFL = 0.114" @ 43'- 2.8" 0-04-15 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 19-11-1123-06-09,. Design conforms to main windforce-resisting ( system and components and cladding criteria. 5-03-05 5-00 5-03-08 6-06-14 6-11-13 6-11-13 7-00-01 ( T '( '(T T T T f Wind: 140 mphh=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), 15 09-12 load uration factor=1.b�, '( T Truss designed for wind loads 12 in the plane of the truss only. • 7.001/ M-4x6 M-5x6(S) M-3x4 0 25" 74-4x4 M-1.5x3 M-5X6(S) r, 7 y y R 80 0,25" r 0 + +' + + . M 1.5x3 + of 0 o 2! 11 1 'f 13 4 15* -/ M-3x8 M-3x4 �.25" M-3x4 0.25)' :11-4x4 M-5x8(S) M-5x8(S) J, y J. y y y J' y 7-11 7-06 9-05-08 9-03-12 9-04 y 2-00 43-06-04 JOB NAME : 5-A POLYGON NH - AH3 .``� PRpF9I Scale: 0.1504 �G.' t.I.' i/9 �0 1.Builder G.This GENERAL NOTES,unless upon the noted: 9 P E r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual L. building component.Applicability of design parameters and proper Truss: AH 3 and Warnings before construction commences. Incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction2'o.c.and et 10'o.c.respectively unless braced throughout their length by }` DES. BY: EE s the responsibility of the erector Additional permanent bracing of continuous sheathing such as plywood sheethin C and/or d wall BC. � ty. DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral brg required where shown++y ( ) / . +c, 4.No load should be apphed to any component until after all bracing and 4.Installation of truss is the responsibilty of the respective contractor. '� A�OREGON i, SEQ. : 6037154 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G. "*7d� A ' design bads be applied to any component. and are for"dry condition'of use. / }+' rZ0 .L_ TRANS I D: 4065 56 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if Q t 4 �� necessary. f�+ / fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. j�rR p IAA" 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II I I IIII I IIII VIII II II IIII IIII TPI/WfCA in SCSI,copies of which will be furnished upon request. lines coincide with jointcenterinches.lines. i 9.Digits nidtsize off platein MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 III I III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1$BTR LOAD DURATION INCREASE = 1.15 1- 2= 0) 114 2.11=(-1431) 2572 3.11=( -152) 192 15.10=(-182) 108 BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. 2- 3= .3025) 992 11-12= -1288) 2429 11. 4=( -49 296 WEBS: 2x4 KDDF STAND; 3- 4= -2875) 987 12-13= -1034 2330 4.12= -445 367 2x4 DF STAND A; LOADING 4- 5= -2453 910 13-14= -850 2024 12- 5= -216 868 2x4 KDDF #15BTR B LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= 0 0 14-15= -541) 1259 12- 7= -443 150 1 L ON BOTTOM CHORD = 10.0 PSF 5- 7= -2076 878 7-13= -254 324 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8= -2241 822 13- 8= -226 582 BC LATERAL SUPPORT <= 12'0C. UON. 8- 9.(-1563) 594 8-14= -966 497 LL = 25 PSF Ground Snow (Pg) 9.10=( -141` 157 14- 9=( -329 1300 9-15=(-2078 770 NOTE: 2x4 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ALL FLAT TOP CHORD AREAS NOT SHEATHED . LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA . i THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -340/ 2071V -179/ 367H 5.50' 3.31 KDDF 625 OVERHANGS: 24.0" 0.0' 43'- 6.3' -259/ 1936V 0/ OH 5.50" 3.10 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ICOND. 2: Design checked for net(•5 psf) uplift at 2a "oc spacing M,M2OHS,M18HS, 16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L(240, TL=LI160 JT 2: Heel to plate corner = 2.25" MAX LL DEFL = -0.036' @ •2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043' @ -2'• 0.0' Allowed 0.267" ** For hanger specs.• See approved plans MAX LL DEFL = 0,165" @ 15'• 9,7" Allowed 2,130' MAX TL CREEP DEFL = -0.296' @ 22'- 6.6" Allowed = 2.840" MAX HORIZ. LL DEFL = -0.080" @ 43'- 2.8' MAX HORIZ. TL DEFL = 0.114' @ 43'- 2.8' NOTE:Design assumes moisture content does 0-04-15 not exceed 19%at time of manufacture. 15-11-11 27-06-09 Design conforms to main windforce-resisting system and components and cladding criteria. T 5-03-05 5-00 5-03-08 6-06-14 6-11-13 6-11-13 7-00-01 Wind: 140 mphh=23.9ft, TCDL=4.2,BCDL=6.0 ASCE 7.10 T 1' T TT T 1' T 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 15-09-12 Truss designed for wind loads '( in the plane of the truss only. 12 M-5x6(S) M-5x6 S M-4x6 3 X25" =M-44x4 M-1.5x30 7.00 p 6 M 3x4 ( ) 0i 0.25" NI- v r /\/\/\+ * o o >41/-1.5x3 B 4 :,:) t. M-3x4 11 �•25" M-3x4 0.254 13* =M-4x4 M-5x8(S) M-5x8(S) y .1 1, /' 1, 1, y y 7-11 7-06 9-05-08 9-03-12 9-04 y 2-00 43-06-04 JOB NAME : 5-A POLYGON NH - AH2 <9,„,0 PR 6;� Scale: 0,1504 cJ `,lyOq(� 6;31 Scale: WARNINGS: GENERAL NOTES,unless otherwise noted: -<L,r V/L z/I ! .,, 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 4: T 92`1 P E 1-- Truss: AH2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at DES. BY,: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by d1ri ~ continuous sheathing such as plywooding(TC)andlor drywall(BC). ,,»+, ! DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON SEQ. : 6037155 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �, '�l >k A, design bads be applied to any component end are for"dry condition"of use. ,</ TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 0 14 2O fabrication,handling,shipment and Installation of components. nesignary. h r� { c7, 6.This design is fumished subject to the imitations set forth by 8.Platesnshall be locatedassumes onboth faces drainage iof trus ss,and placed so their center ded. e/7 t'}V L V V int center Ines. IIIIII VIII II I ILII III III I I I III M Te USA,Inc./CompuT us TPI/WTCA in BCSI,copies of (Software 7.6 6(1 L)E request. 10.For basic connectorlines coincide with oplate design values see ESR-1311,ESR-1988(MiTek) 9.Digits indicate size of plate In inches. EXPIRES:12/31/2015 111E111This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-06-04 MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WA/DDF/Cq=1.00 TC: 2x6 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 114 2-11= -1639 4875 11- 3=1 0) 300 9-16=(-4391) 1805 2x4 DF 2400F T1 2- 3= -5879 1836 11-12= -1642 4872 3-12= -366 286 16-10=f -342) 255 BC: 2x6 KDDF #1&BTR LOADING 3- 4= -5549 1990 12-13= -2387 5968 12- 4= -428` 1623 WEBS: 2x4 ODE STAND; LL = 25 PSF Ground Snow (Pg) 4. 5= 0 0 13.14= -2428 5968 12- 6= -1761 953 2x6 KDDF #2 A; TC UNIF LL 50.0 +DL 14.0 = 64.0 PLF 0'- 0.0° TO 12'- 0.0" V 4- 6= -4731 1764 14-15= -2062 4966 6-13= 0 419 2x4 DF STAND B' TC UNIF LL 100.0 +DL 28.0 = 128.0 PLF 12'- 0.0' TO 43'• 6.3" V 6- 7= -6028 2379 15-16= -1257 2945 13- 7= -4 166 2x4 KDDF STUD 0 BC UNIF LLI 0.0I+DLI 40.0 = 40.0 PLF 0'- 0.0' TO 43'- 6.3" V 7- 8= -5543 2225 7-14= -967 519 8- 9=(-3514 1448 14- 8= -312 1314 TC LATERAL SUPPORT <= 12'OC. UON. TC CONC LL( 500.0)+DL( 140.0)= 640.0 LBS @ 12'• 0.0° 9.10=( -100 112 8-15= -2455 1086 BC LATERAL SUPPORT <= 12'OC. UON. 15- 9= -684) 2397 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA NOTE: 2x4 BRACING AT 24°OC UON. FOR THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0' -1099/ 3690V -131/ 270H 5.50" 5.90 KDDF 625 43'- 6.3' -1506/ 3729V 0/ OH 5.50" 5.97 KDDF ( 625` OVERHANGS: 24.0' 0.0" IGOND 2' Design checked for nett p f5 ) uplift at 24 'or. spacing.) Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,C18,CN18 (or no prefix) = Compurrus, Inc MAX LL DEFL = -0.032' @ -2'- 0.0" Allowed = 0.200' M,M2OHS,M18HS,M16 = MiTek MT series MAX TL CREEP DEFL = -0.039' @ -2'- 0.0" Allowed = 0.267' MAX LL DEFL = 0.290' @ 19'- 5.3" Allowed = 2.130' ** For hanger specs. - See approved plans MAX TL CREEP DEFL= -0.569' @ 19'- 5.3" Allowed = 2.840" MAX HORIZ. LL DEFL = -0.108" @ 43'- 0.8" MAX HORIZ. TL DEFL = 0.171' @ 43'- 0.8'. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind:11-11-11 31-06-09 140( mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, load Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), T Trussddesigned uration ffor owind�loads 5-11-14 5-05-02 0-0,6,10 5-10-05 ,, 6-05 6-05 6-05 6-05-04 in the plane of the truss only. 11-09-12 T '0640# 12 M-7x8(S) M-5x10 7.00 =M-6x6 0 ' =M-8x6 =M-10x10 M-3x61 M 3x4 v CD + /\,/ + 0 + A o 'C':.:' on v A o M-4x12 2r� 11 12 ft it 0 MW CD 'r 14 i5 lb* -, M-1.5x3 M-3x10 8.25° =M-4x4 0.25 M-4x10 =M-8x8(S) =M-10x10(S) ), ), y i, ), y ), , , 5-10-02 5-05-02 8-02 8-00-04 8-00-04 8-00-08 y 2-00 43-06-04 JOB NAME: 5-A POLYGON NH - AH1 � �� PRpr`64> 6s Scale; 0.1519 �(�� t.1, �0 WARNINGS: GENERAL NOTES,unless otherwise noted: F177c' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 4t . ,r_E Truss: AH1 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c,and at 10'o.c.respectively unless braced throughout their length by ,�+ 4400.0* DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). /' ` "," DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �k C C C 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -si. �a. �� S E Q. : 6037156 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �1 design loads be applied to any component and are for"dry condition"of use. -I}� t•-• bo TRANS I D; 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if V 14 �`i fabrication,handling,shipment and installation of components. necessary. /�j 9 P Po 7.Design assumes adequate drainage is provided. "' {:f (t„A,. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111131 VTPI VYfCA In SCSI,copies of which will furnished upon request. Digit coincide with Joint center che. 9.Digits indicate size of tplate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/3 12015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2-11= -1212) 3463 11. 3=( -236) 849 17- 8=(-300) 336 BC: 2x4 KDDF#1&BTR; SPACED 24.0' O.C. 2- 3=(-4062) 1544 11-12= -1139 3226 3.12= 506) 350 2x4 DF 2400F B5 3. 4=(-3073) 1177 12-14= -797 2720 12- 4=) 0) 348 WEBS: 2x4 KDDF STAND; LOADING 4. 5= -2541 1132 13-15= 0 0 4.14= -567 259 2x4 DF STAND A LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5. 6= -2298 1240 14-15= -626 2374 5.14= -288 1055 DL ON BOTTOM CHORD= 10.0 PSF 6- 7= -2207 1142 15-16= -261 1600 5.15= -1419 749 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF 7- 8= -2812 1243 16-17= -595 2048 15- 6=) -558 995 BC LATERAL SUPPORT <= 12'OC. UON. 8- 9=(-2957 1138 17- 9= -836) 2403 6.16=I -434) 1178 L = 25 PSF Ground Snow (Pg) 9.10=( 0) 114 16- 7= •722 578 OVERHANGS: 24.0' 24.0" 7.17= -243) 599 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE Connector plate prefix designators: LIVE LOAD AT LOCATION(S SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series 0'- 0.0" -379/ 2067V -323/ 323H 5.50" 3.31 KDDF 625 43'- 9.5' -378/ 2067V 0/ OH 5.50" 3.09 DF ( 670` JT 9: Heel to plate corner = 2.25" _ �COND. 2: Design checked for net(-5 pat) uplift at 24 "oc a,pacing.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036' @ -2'- 0.0' Allowed 0.200" MAX TL CREEP DEFL = -0.043' @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.211" @ 14'- 6.0" Allowed= 2.144" MAX TL CREEP DEFL = -0.393' @ 14'- 6.0' Allowed = 2.858' 21-10-12 21-10-12 MAX LL DEFL = -0.036' @ 45'- 9.5" Allowed = 0.200' f f ' MAX TL CREEP DEFL = -0.043" @ 45'- 9.5" Allowed = 0.267" 2-09 5-10-085-10-08 T 7-04-12 7-02-08 7-02-08 7-05-13 I MAX HORIZ, LL DEFL = 0.102" @ 43'- 4.0" MAX HORIZ• TL DEFL = 0.166" @ 43'- 4.0" 7 00 M-4x6 7 00 NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. 4.0" 6 '�„( Design conforms to main windforce-resisting \ system and components and cladding criteria. M-5x8(S) M-5x8(S) Wind: 140 m hl h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 " (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0.25 0.25" load duration factor=1.6 Truss designed for wind loads A+ `� in the plane of the truss only. 0 o M-3x4 M-1.5x3 v /\41 7. M-3x4 / M-4x6 0 _. 12 " .,,,ft....__ __ A rn M-5x6 M-3x4 /' M-4x6+ old- x1015 0.25'16 M 3x4 M-3x89 O o -- 2.75 2.04 c= M-4x10 M18HS-5x16(S) 12 12 7 J• ' yy y y 1- ,-05-0 5-10-08 6-02 0-11-12 10-04-12 8-11-15 8-11-01 y y p y .-05-08 12-00-08 1710-04 27-05-04 ,2-00 2-00,., --00� 14-06 29-03-08 y y 2-00 43-09-08 2-000 PROF JOB NAME : 5-A POLYGON NH - 63 Scale: 0.1309 ``;� GIN,= 06:6%//0 WARNINGS: GENERAL NOTES,unless otherwise noted: LLQ l w iii *-}9 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 'r . ' `SPE 1"- Truss B3 and Warnings before construction commences. building component.Applicability of design parameters and proper �^ 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. .✓` 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). " DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ id (Z• 4.No bad should be tippled to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 37 OREGON 44,SEQ. : 6037157 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, Z, ' , Na TRANS I D: 406556 design loads be applied to any component. and are for"dry condition"of use. I.and r�C3 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if d 14 [. fabrication,handing,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. �'R IR1��,• I 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II I I III II II II IIII III I II III IIII TPINVECA in SCSI,copies of which will be furnished upon request Digitsgit coincide with joint ate In Inches.9. indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES'12/31/2015 IIIIIIIIIIIII) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.2' IBC 2012 MAX MEMBER FORCES 4WR/DDF/C -1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1- 2= 0) 114 2-15=(-1177) 3199 15- 3=( -99 614 22.13= -87) 221 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2- 3= -3891 1497 15.16= 931 2763 15. 4=(-277 430 13-14= -2471) 843 WEBS: 2x4 KDOF STAND; 3- 4= -3508) 1481 16.18=( -757` 2413 4.16='-342 253 2x4 DF STAND A LOADING 4- 5c -2938 1219 17.19= 0 0 16- 5= -121 527 LL( 25.0)+DL 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2388 1115 18-19= -556 2143 5.18= -543 368 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= 0 0 19.20= -544 2087 18- 6= -405 964 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 6. 8= -2026 1048 20-21= -542 2142 18. 8= -92 159 8- 9= -2115 1045 21-22= -720 2182 19- 8=(-486 183 LL = 25 PSF Ground Snow (Pg) 9-11= -1914` 992 22-14= -818 2248 8.20=( -93 265 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10.11= 0 0 20- 9= -33 154 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12= -2294 1043 9-21= -495 193 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13= -2668 1116 11-21= -327 826 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13.14= -367 444 21.12= -434 341 OVERHANGS: 24.0" 0.0" 12.22=( -68 268 M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -349/ 2064V -211/ 224H 5.50' 3.30 KDOF ( 625 Connector plate prefix designators: 43'- 6.2' -254/ 1828V 0/ OH 5.50" 2.92 KDDF ( 625) C,CN,C18,GN18 (or no prefix = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spscing.l ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 19-11-11 3-10-02 19-08-07 MAX LL DEFL = -0.036' @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043' @ -2'- 0.0" Allowed = 0.267" 4-02-11 4-04-07 1-08-13 i4-07-09 5-03-08 4-10-08 MAX LL DEFL = 0.174' @ 17'- 8.5" Allowed =. 2.130" ff ff ( MAX TL CREEP DEFL = -0.335' @ 22'- 10.8" Allowed = 2.840" 2-07-04 4-04-07 0-04-15 5-05-12 0-04-15 5-01-08 MAX HORIZ. LL DEFL = 0.095" @ 43'- 0.7" T T f 1' 1f f f 1-f ' ' MAX HORIZ. TL DEFL = 0.158" @ 43'- 0.7" 15-09-12 15-06-08 NOTE:Design assumes moisture content does '1' T T f not exceed 19%at time of manufacture. 12 M-3x8 M-3x4 12 Design conforms to main windforce-resisting 7.00(7 Q 7.00 system and components and cladding criteria. M-5x6 S M-4X6 M 4X6 Wind: 140 m ht h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7.10 ( ) e 9 M-5X6(5) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dlr), M duration factorl 6 0.25" Truss designed for wind .loads / 0.25" in the plane of the truss only. /2 C.; M-3x4 c7 +t +r +t + A3X 5 M-1.5x3 3 M-1.5x3 M 4x6 �/ co o /'M 5x10 M 3x4 o 17"` 9 2D 22 14* c M-4x6+ o M-5x10 M-3x4 0.2� M-3x4 M-4x6 0 0 2.75 1.89 a M-4x8 M-5x8(S) >12 y y 112012 / 1- J• y ), ,-05-0J 6-06-10 5-05-14 1,08-0, 5-07-14 5-05-12 7-06 7-07-12 y 2-05-08 13-01-04 y 2-00 25-11-08 y J, y 14-06 29-00-04 y 2-00 43-06-04 JOB NAME : 5-A POLYGON NH - BH3 .«..vk �Rofi� ,o Scale: 0.1286 C.1 /`` 12 zGIN �0 WARNINGS: GENERAL NOTES,unless otherwise noted: 44., �7 -y 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4- .92 S 0 P E r" Truss: BH3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bradng must be installed where shown+. Incorporation of component is the responsibility of the building designee ,,,Agroe ,„ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length bycontinuous sheathing such as plywood sheathing(TC)and/or d yweli(BC). . DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f "tr 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -� OREGON 4,/ SEQ. - 6037158 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L"" -P NtX A, design loads be appFed to any component. and are for"dry condition"of use. / -7). 2,-- , t�..L TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if Q 1 4, �f(} necessary. ` fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 4 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III 1111111111111111111111111111111 IIIII IIIIIIIIIIIIIII III TPI/WTCA in BCSI,copies of which will be furnished upon request. it coincideindictwith Joint ate ier che. 9.Digits indicate size of plate in inches. MiTek USA,JnC./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES 12/31% 01 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC i LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2= 0) 114 2-15=(-1177) 3199 15- 3= •99 614 22.13=(- X87) 221 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3= -3891 1497 15-16= -931) 2763 15- 4= -277 430 13.14=(-2471 843 WEBS: 2x4 KDDF STAND; 3- 4= -3508) 1481 16-18=) -757) 2413 4-16= -342 253 2x4 OF STAND A LOADING 4- 5= -2938 1219 17-19= 0 0 16- 5= -121 527 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -2388) 1115 18-19=) -556) 2143 5.18= -543 388 IC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= 0 0 19-20= -544 2087 18- 6= -405 964 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD= 42.0 PSF 6- 8= -2026 1048 20.21= -542) 2142 18- 8= -92 159 8- 9= -2115 1045 21.22= -720) 2182 19- 8= -486 183 LL = 25 PSF Ground Snow (Pg) 9.11= -1914) 992 22.14=( -818 2248 8-20= -93 265 NOTE: 2x4 BRACING AT 24'0C UON. FOR 10.11= 01 0 20- 9= -33 154 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-2294 1043 9-21= -495 193 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13= •2668 1116 11-21= -327 826 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14= -367 444 21-12= -434 341 OVERHANGS: 24.0" 0.0" 12.22=( -68 268 Connector plate prefix designators: BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series 0'- 0.0' -349/ 2064V -211/ 224H 5.50" 3.30 KDDF ( 625 ** For hanger specs. - See approved plans 43'- 6.2' -254/ 1828V 0/ OH 5.50' 2.92 KDDF ( 625) )coND. 2: Design checked far net(-5 put) uplift at 24 "pc s acn ing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.036" @ -2'- 0.0" Allowed = 0.200' MAX TL CREEP DEFL= -0.043" @ -2'- 0.0" Allowed = 0.267' MAX LL DEFL= 0.174" @ 17'- 8.5' Allowed = 2.130' 15-11-11 11-10-02 15-08-07 MAX TL CREEP DEFL= -0.335' @ 22'- 10.8' Allowed = 2.840' T '1' '1 T MAX HORIZ. LL DEFL = 0.095" @ 43'- 0.7' 4-02-11 4-04-07 1-08-13 4-07-09 5-03-08 4-10-08 MAX HORIZ, TL DEFL = 0.158" @ 43'- 0"7' T TT T T TT T T T 2-07-0� 4-04-07 0-04-15 f 5-05-12 T 0-044-15 5-01-08 I NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. 15-09-12 15-06-08 Design conforms to main windforce-resisting f T f 4 system and components and cladding criteria. 12 M-4x6 M-4x6 12 M-5x6(S) 7 M- x8 M- X4 1 1 Wind: 140 mphl h=23,9ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 7.00 M-5x6(S) Q 7.00 (All Nerghts), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=l.6 0.25" Truss designed for wind loads 0"25" in the plane of the truss only. .2 v '- M-3x4 p) + +1 +I + 0 Irl-3x5 C M-1.5x3 4(alik - M-1.5x3 M-4x6 l A1611........ o w " - 2 5 M-3x4 0 17 19 20 ? 22 ta* o M-5x10 0 M 5x10 M-3x4 0.2 M-3x4 M-4x6 0 M-4x6+ M-5x8(S) a 2.75 1.89 =__M-4x8 ( ) 12 J, y 1-90j,�2 1 y y y y 5-05-0 6-06-10 5-05-14 11108-02 5-07-14 5-05-12 7-06 7-07-12 y y-05-08 13-01-04 y 2-001 25-11-08 y r y 14-06 29-00-04 y 2-00 43-06-04 JOB NAME : 5-A POLYGON NH - BH2 GINE PR -,� Scale: 0.1286 s•" t,.1 i.9 `( WARNINGS: GENERAL NOTES,unless otherwise noted: �'t✓ ,7' 11 '~Tru1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual QZ '921 S P E 1- Truss: ss: B1-12 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. . 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4/I " Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). 'NW.- - DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ * 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. - OREGON <C/ SEQ. : 6037159 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �1 �1k A p T design bads be applied to any component and are for"dry condition"of use. ./ -7 oa. .. TRANS I Q: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If !3 i P necessary. fabrication,handing,shipment and Installation of components. /11 ' `L � 7. provided.esgnassumesaequaeraage RR � 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIII Ell 11111 11111 Illi III 10 11 III TPINVECA In BCSI,copies of which will be famished upon request. git coincidewith joint ate Inrnche. 9.Digits indicate size of plate In inches. �i C MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES;12I3 I I2©1.J 11111 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-06-04 HIP-0 SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 DF 2400F; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 114 2-15= -1844) 6771 15- 3=) -359) 1675 21-13=(-366) 278 BC: 2x6 KDDF #18BT#1881712x6 KDDF #18,BTR T2, T3 LOADING 3- 4=(-6514` 2010 16-17= -1666 5567 16.1 15-16= -1727 6287 14=) 7203718 13-22=( 0) 299 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5= -6058 2101 17-18= -2003 5967 4-17= -494 262 2x4'DF STAND A; TC UNIF LL( 50.0 +DL( 14.0 = 64.0 PLF 0'- 0.0' TO 12'- 0.0' V 5- 6= 0) 0 18-19= -2095 6120 17- 5= -631 2092 2x6 KDDF STAND B TC UNIF LL(( 100.0 +DL 28.0 = 128.0 PLF 12'- 0.0' TO 31'- 6.2' V 5- 7= -5197 1853 19.20= -2199 6298 17- 7= -1786 823 TC UNIF LL 50.0 +DL 14.0 = 64.0 PLF 31'- 6.2" TO 43'- 6.2' V 7- 8= -6026 2221 20.21= -2060 5951 7-18= -465 1243 TC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 0.0 +DL( 40.0)= 40.0 PLF 0'- 0.0' TO 43'- 6.2' V 8- 9= -5957 2233 21.22= -1418) 4762 18- 8=( 19 222 BC LATERAL SUPPORT <= 12'OC. UON. 9-10= -6194 2281 22.14= -1415) 4765 19- 8=) -779 384 IC CONC ) 500.0)+DL( 140.0)= 640.0 LBS @ 12'- 0.0' 10-12= -4749 1699 19- 9= 541 281 IC CONC LL( 500.0)+DL( 140.0)- 640.0 LBS @ 31'- 6.2' 11-12= 0 0 9-20= -282 337 NOTE: 2x4 BRACING AT 24'OC UON. FOR 12-13= -5572 1920 20-10= -89 673 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 13-14= -5833 1764 10-21= -1904 912 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-21=) -481 1760 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 24.0' 0.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES Connector plate prefix desi nators: 0'- 0.0' -1078/ 3764V -151/ 164H 5.50' 6.02 KDOF 625) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc 43'- 6.2" -994/ 3527V 0/ OH 5.50' 5.64 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series ** For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 "so spacing.! VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036' @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043' @ -2'- 0.0' Allowed = 0.267' MAX LL DEFL = -0.350" @ 21'- 11.8' Allowed = 2.130" MAX TL CREEP DEFL = -0.695" @ 21'- 11.8' Allowed = 2.840' MAX HORIZ, LL DEFL = 0.150" @ 43'- 0.7" MAX HORIZ. TL DEFL = 0.249" @ 43'- 0.7' 11-11-11 19 10 02 11-08-07 fT 1 . NOTE:Design assumes moisture content does 4-04 0-06-10 2.03-08 5-02-05 0-06-10 5-08-10 not exceed 19% at time of manufacture. 2-09 4-04 1.02-13 5-05-13 4-07-11 5-05-02 Design conforms to main windforce-resisting f f 1f T i - ,- ,- T'( f system and components and cladding criteria. 11-09-12 11-06-08 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 NHexghts), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1640�i ��640�1 T load duration factor=1.6 12 • 12 Truss designed for wind loads 7.00 M-5 12 M-3x5 M-7x8(S) M 5x10 Q 7.00 in the plane of the truss only. �� 7 M- x4 9 0.25" =M-4x4 11� y M-3x4 M-3x4 o M-3x8 °D M18HS-3x18 M-7x12 r• _. o � 16 17 t: ee B o =M-8x8 M-3x4 M-4x8 =M-8x8 19 0,2e M-3x10 M-1225x3 14. 0 M-4x6+ M-4x6+M18HS-7x14 a 2.75 2.75 - 71J-8x8(6) 12 12 -05-0$ 4-04 4-05-12 3-02-11.2-00, 8-01 7-11-04 5-05-02 5-06-14 , 2-005-05-08 12-00-08 2-00 27-00-04 , 2-00 43-06-04 JOB NAME : 5-A POLYGON NH - BH1 g o PRQ es,: Scale: 0.1366 b�zzI Jr / WARNINGS: GENERAL NOTES,unless otherwise noted: tl,r /nQJ ��/f717 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual (t' '72.S P E 1"' Truss: BH1 and Wamings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �+ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalt(BC). ,/r' ! DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ iCC 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7L OREGON .�,(0 SEQ. : 6037160 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, S} design loads be applied to any component and are for"dry condition"of use. / (� TRANS; I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �} 1 42 �� fabrication,handling,shipment and Installation of components. necessary. AA�� 7.Design assumes adequate drainage is provided. `V/ C5.t•i't t„ 6.This design is furnished subject to the Imitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center r7l fl 4. 1111111111111111111111 TPI WfCA In SCSI,copies of which will be furnished upon request. lines coincidedictwith Joint ate in nches 9.Digits indicate size of plate in inches. nln MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) E?{PI RES:12/31/2 1 III 11 III This PACIFICSLUMBprepared from computer input by ER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4:KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0 86 2- 8=(-104 734 3- 8.(-401) 388 BC: 2x4 KDDF R SPACED 24.0" O.C. ( -885 459 9. 60) -74) 602 4. 9-(-294) 595 WEBS: 2x4 KDDF STAND3. 4= 595 LOADING 4- 5= -885 459 9- 5=(-401) 388 IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= -1004 236 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= 0 86 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0' LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0' -184/ 975V -360/ 360H 5.50' 1.56 KDDF625 M,M2GHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 20'- 6.0' -184/ 975V 0/ OH 5.50' 1.56 KDDF ( 625I THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 1,1 ' r•...i i. . ' t - `.. 10-03 10-03 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' 5-02 5-01 5-01 5-02 MAX TL CREEP DEFL = -0.003' @ -1'- 0,0' Allowed = 0.133' T '' 1 '1' 1 MAX TLMCREEP DEFL = -0.043' @ 6'- 10.9' Allowed =AX 1.306' 12' 12 MAX LL DEFL = -0.002' @ 21'- 6.0' Allowed = 0.100' M-4x6 MAX TL CREEP DEFL = -0.003' @ 21'- 6.0' Allowed = 0.133' 14.00/ 4.0" 14.00 MAX HORIZ. LL DEFL = 0.011' @ 20'- 0.5" 4 MAX HORIZ. TL DEFL = 0.015' @ 20'- 0.5" NOTE:Design assumes moisture content does not exceed 199 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6 Truss designed for wind loads in the plane of the truss only. /0,1\ 6\\ M-1.5x3 r to 0 • 0, • O p o o0 M-3x4 M-3x4 0 M-5x6(S) 1, 1- y 6-10-15 6-08-02 6-10-15 J, ), y ), 1-00 20-06 1-00 JOB NAME : 5-A POLYGON NH - C2 Scale: 0.2044 5'<c � NIp�_�ls's,� WARNINGS: GENERAL NOTES,unless otherwise noted: 48514851 .C.'.45/21/177 -7 /+ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual CC' .n 3211 0 P E t- T r u s s C2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ` != DATE: 8/22/2014 the overall structure is the responsibility of the building designer, 3.2x Impact bridging or lateral bracing required where shown++ III (C. SEQ 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -yr OREGON to S E Q , 4 Mt. A, design loads be appled to any component. and are for"dry condition"of use. f Q TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if 14 �ty� fabrication,handling,shipment and Installation of components. necessary. 7.Design assumes adequate drainage is provided. V 1.. '. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIII I I II Ill I II Ell VIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincidewith joint center che. 9.DigitsIndicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0' �OQND. 2: Desitin checked for net(•5 psfl uplift at 24 "0c spacing.) TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Desi BC: 2x4IOF R1&BTR; SPACED 24.0" O.C, n assumes moisture content does g 2x4'KDOF M1&BTR 82 not exceed 19% at time of manufacture. LONDIOG Design conforms to main windforce-resisting <= TC LATERAL SUPPORT 12.00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12.00. UON. L ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Wind: 140 m h h=25.2ft TCDL=4.2 BCDL=6.0, ASCE 7-10, Connector plate prefix designators: � t , , C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) (All eights), Enclosed Cat.2, Exp.B, MWFRS(Dir), M,M2OHS,M18HS,M16 = MiTek MT series load duration factor=l.li, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 10-03 10-03 1' T T 12 IIM-4x4 12 3 /Al x14.00 .h a 0 m III M-3x4 1111111616. o _ c M-3x5(S) 0 M-3x4 y ), y 6-10-15 13-07-01 -• ), ), ), 1-00 20-06 1-00 JOB NAME : 5-A POLYGON NH - Cl ��Q`>�GPROF�S Scale: 0.2158 �J (fN�/ )��+7Jy' c' WARNINGS: GENERAL NOTES,unless othernise noted: 41 V ie"Z + r 4.11 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 4t' 92*.P E t" Truss, C1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown Y. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. B Y: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). !r!•" DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ! /(��- 4.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7, ,,,.OREGON ^N SEQ. : 6037162 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 4_ \>h design loads be applied to any component. and are for"dry condition"of use. / y �. ..1. TRANS 1 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if C} .14, 2- �� fabrication,handing,shipment and installation of components. necessary. 7.Design assumes adequate drainage Is ed. 'fib` �„ 6.This design is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center tl 1111 II II III III I I IITPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center Ines. 9.Digits indicate size of plate In Inches. 10. n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXf I C7 n ES;1 ZISj I2©1.5 1E111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 20-06-00 GIRDER SUPPORTING 43-09-08 FROM 7-00-00 TO 20-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/C -1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0 86 2- 9=(-1252 5318 2- 3= -8954) 2004 12- 7=( -820) 282 BC: 2x8 KDDF 2- -474) 2142 WEBS: 2x4 KDDF STANDR; LOADING 3- 4=( -8738 2060 10-11=-854 2004 9-1 . -1284 5552 3-10=I -192` 616 7-18=(-10200) 2302 2x6KDDF #2 A LL = 25 PSF Ground Snow (Pg) 4- 5- -6390 1640 11.12= -1154 5472 10- 4= -900 3994 TC UNIF LL 50.0))+DL((( 14.0). 64.0 PLF 0'• 0.0' TO 20'- 6.0" V 5- 6= -6390 1640 12.13= -1320 6044 4-11= -2838 804 TC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0' TO 7'- 0,0" V 6- 7= -8600 2028 13- 8= -1324 6066 11- 5= -2388 9292 BC LATERAL SUPPORT <= 12'0C. UON. BC UNIF LL 522.4))+DL 375.2)= 897.6 PLF 7'- 0.0' TO 20'- 0.0" V 7- 8= -10200 2302 11- 6= -2680 760 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 20'- 0.0' TO 20'- 6.0" V 6-12= -842) 3752 OVERHANGS: 12.0" 0.0' ADDL: BC CONC LL+DL= 3751.0 LBS @ 6'- 0.0' BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES} C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -1711/ 7507V -337/ 345H 5.50' 12.01 KDOF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20'- 6.0" -2153/ 9494V 0/ OH 5.50" 15.19 KDDF ( 625) --"e- ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Join together 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1,1 • I 'r ' ' nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 XX9" oc in 1 rows) throughout 2x4 top chords, MAX LL DEFL = -0.001' @ -1'- 0.0' Allowed = 0.100' XX 5" oc in 2 rows) throughout 2x8 bottom chords, MAX TL CREEP DEFL = -0.001' @ -1'- 0.0' Allowed = 0.133' 9" oc in 1 row s) throughout 2x4 webs, MAX LL DEFL = -0.069" @ 14'- 7.7' Allowed = 0.979' 9" oc in 2 row(s) throughout 2x6 webs. *** HANGER TO APPLY CONC. MAX TL CREEP DEFL = -0.175" @ 10'- 3.0' Allowed = 1.306" LOAD(S) EQUALLY TO ALL MEMBERS. MAX HORIZ. LL DEFL= -0.016' @ 20'- 0.5" 10-03 10-03 MAX HORIZ. TL DEFL = 0.034" @ 20'- 0.5' 3-02-042-11-08 4-01-04 4-01-04 2-09-12 3-04 NOTE:Design assumes moisture content does ff ff not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting 14.00/ M-5x8 14.00 system and components and cladding criteria. 6 5.0" Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.O, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-3x8 -3x6 CO 0 V) Alih5x12 M-5x1M-5x16 �0 0 o ��.m�ee �, o '' M-195x3 M-7 x12 10.25" M-61x10 M-3x10 0 y ***13751st-M-10 x10 (5) y y y y ,,3.02-04 2-08 4-04-12 4-04-12 2-08 3-02-04 , 1-00 20-06 JOB NAME : 5-A POLYGON NH - C3 �> o PROFe°s Scale: 0.1681 c,5 Z c 440 /40 WARNINGS: GENERAL NOTES,unless otherwise noted: 4-/Cf d 'f7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is far an Individual 4t' T 921.PE ti' Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. �+•` /"'"'� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ✓eF is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as od sheathing(TC)C and/or d II BC. WO phi ngcr ) y a( ) •"` DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown s s r C• 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -�f OREGON 1.(,f SEQ. : 603 7163 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G- /1y - \b• design loads be applied to any component. and are for"dry condition"of use. / 0 ..t„ TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q 1'4 6P fabrication,handling,shipment and Installation of components. necessary. 7.Designlatesassumes atedadequate hdrainagecis oftru ,provided. F. yf�A„ 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII I II VIII I III IIII I III I III I IIIITPIMIrCA In BCSI,copies of which will be furnished upon request. Anes coincidewith jointain lines. 9.Digits indicate size offpplatete inches. nches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/ 015 111110111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4,4ODF kl&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2.6=(-24) 286 6-3=(0) 307 BC: 2x4 KODF #1&BTR SPACED 24.0" O.C. 2.3=(-506) 111 6.4=(-24) 286 WEBS: 2x4 KDDF STAND 3.4= -506 111 LOADING 4.5=( 0) 86 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 12.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -111/ 604V -210/ 210H 5.50' 0.97 KDDF ( 625` Connector plate prefix designators: 11'- 8.0' -111/ 604V 0/ OH 5.50' 0.97 KDDF ( 625) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE M,M2OHS,MI8HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S SPECIFIED BY IBC 2012. (CQND. 2: Design checked far net(-5 osfl uplift at 24 'oc spacing.) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 5-10 5-10 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100' 1' T '1 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = -0.002" @ 12'- 8.0" Allowed = 0.100" 12 12 M-4x6 MAX TL CREEP DEFL = -0.003' @ 12'- 8.0' Allowed = 0.133" MAX TC PANEL LL DEFL = 0.281" @ 8'- 6.5" Allowed = 0.557" 14.00 34.0" \14.00 MAX TC PANEL TL DEFL = 0.497" @ 8'- 4.1" Allowed = 0.835" IC yMAX HORIZ. LL DEFL = 0.003" @ 11'- 2.5" MAX HORIZ. TL DEFL = 0.004° @ 11'- 2.5' NOTE:Design assumes moisture content does 4„ not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (AllHeights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load durationfactorl6Truss designed for wind loads in the plane of the truss only. 00 co 0 0 /11 u,s � '.5x3 M-3x4 0 ,1 J' y 5-10 5-10 y y y iv 1-00 11-08 1-00 JOB NAME : 5-A POLYGON NH - D2 V,IO PRO , Scale: 0.3596 t.t � /0 WARNINGS: GENERAL NOTES,unless otherwise noted: {Cy /21 ln n/A 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and la for an individual : .9G/$f E 3 Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web braang must be installed where shown+. Incorporation of component is the responsibility of the building designer. //, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,+ r/ , is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,r WV!- DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No bad should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -17 OREGON ((f SEQ. : 6037164 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. /.. 2j N design loads be appied to any component and ere far"dry condition"of use. /A q y ,�4 2-� 1�.,a_. TRANS I D: 40655 6 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if L.J V S fabrication,handling,shipment and Installation of components. necessary. 47 ./1,F110,,{ f- 7.Design assumes adequate drainage is provided. R F1 1 t-`" 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center MI I II II III I I I I I IITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center Ines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0' �QQND. 2: Design checked for net(•5 nsfl uplift at 24 'oc spacing.) TC: 2x4 KDDF N168TR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF N16BTR SPACED 24.0' O.C. not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12'OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF system and components and claddingcriteria. DL ON BOTTOM CHORD= 10.0 PSF P Connector plate prefix designators: TOTAL LOAD= 42.0 PSF Wind: 140 m h h=22.6ft TCDL=4.2,BCDL=8.0, ASCE 7.10 C,CN,CI8,C18 (or no prefix) =CompuTrus, Inc (All mph Heights), Enclosed, Cat.2, Ex B, MWFRS Dir M,M2OHS,M18HS,M16 = MiTek M series LL = 25 PSF Ground Snow (Pg) load duration'factor=1.6, P ( ) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall VON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for 5-10 5-10 complete specifications. - - 1' 12 11M-4x4 12 /- 14.00/ 3 \14.00 it T=1: o'' OP, Q o '.-- . � Alli �7. ,n i IIIlhht -/o M-3x4 M-3x4 A- 1' .1 ,J ) 1-00 11-08 1-00 JOB NAME : 5-A POLYGON NH - D1 .� ca INE ' Scale: 0.3526 {t*�C?�N� 9 �0 WARNINGS: GENERAL NOTES,unless otherwise noted: <<,r tIJ/G 1�!I F 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual ' .n7 PE f' Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper +G! 2.2x4 compression web bradng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. ,,.+` 3.Additional temporary bradng to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et 10111, DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by4,40111111. DATE: 8/22/2014 responsibilitybuilding g continuous sheathing such as pyw000duired sheathing(TC)and/or drywall(BC). "0"41911,,, the overall structure is the of the designer. 3.2x Impact bridgingor lateral bradngrequired where shown++ it 4.No bad should be tippled to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -7, OREGON .4t/ SEQ. : 60371 65 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 1,,- v ,\o design loads be applied to any component. and are for"dry condition"of use. / Q TRANS I D: 40655 6 5.CompuTrus has no control over and assumes no responsibility for the e•Design assumes full bearing at all supports shown.Shim or wedge If 4 , �Q'E fabrication,handling,shipment and Installation of components. necessary. JPS 6.This design is furnished to the limitations set forth by7.Designlatesassumes adequateadbothdrafacesace Is provided.u ,a ''/ p tf`f��, II I I II II1 1 III011111 I I I II El III 9 subject 8.Plates shall be located on of truss,and placed so their center f't TPINVTCA In BCSI,copies of which will be furnished upon request sines coincide with Joint center Ines. 9.Digits indicate size of plate In Inches. 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 11-08-00 GIRDER SUPPORTING 43-09-08 FROM 0-00-00 TO 4-08-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2= -5126 1156 1- 7= -684) 2978 7- 2=( -566 2502 BC: 2x6 KDDF #1&BTR 2- 3= -3372 842 7- 8= -680 2954 2- 8=(-1360 424 WEBS: 2x4 KDDF STAND; LOADING 3- 4= -3376 838 8- 9= -372` 1990 8- 3=(-1214) 4854 2x8 DF SS A; LL = 25 PSF Ground Snow (Pg) 4. 5.(-3446) 750 9- 5= -370) 1988 8. 4= -156) 306 2x6 IC LATERALKODF #2 SUPPORTB TC UNIF<= 12'OC. UON. BC UNIF LL BC UNIF LL 520.OI+DLI 320.0)= 820.0 PLF 4'- 8.0" TO 11'- 8.0" V 5- 6=� 0) 86 4- 9=� -17684 BC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ADDL: BC CONC LL+DL= 3551.0 LBS @ 5'- 8.0' LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 0.0" 12.0" 0'- 0.0" -1280/ 5692V -197/ 189H 5.50" 9.11 KDDF625 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 8.0" -688/ 3059V 0/ OH 5.50" 4.89 KDDF ) 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ICOND. 2: Desi n checked far net 5 ) uplift at 24 "oc s acixg.l M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M (ANDBOTTOMBOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=1/240, TL=L/180 2 ) complete trusses required. MAX LL DEFL = 0.021" @ 3'- 1.3" Allowed = 0.537" Lintogether 2 plywith 3"x.131 DIA GUN MAX TL CREEP DEFL = -0.058" @ 3'- 1.3" Allowed = 0.717" 9 MAX LL DEFL = -0.001" @ 12'- 8.0" Allowed = 0.100" nails staggered at: MAX TL CREEP DEFL = -0.001' @ 12'- 8.0" Allowed = 0.133" 9" oc in 1 rows throughout 2x4 top chords, 5" oc in 2 rows throughout 2x6 bottom chords, MAX HORIZ. LL DEFL = -0.005' @ 11'- 2.5" *** HANGER TO APPLY CONC. W 9" oc in 1 rows throughout 2x4 webs, MAX HORIZ. TL DEFL = 0.011" @ 11'- 2.5" LOAD(S) EQUALLY TO ALL MEMBERS. XX 9' oc in 2 row(s) throughout 2x6 webs. NOTE:Design assumes moisture content does 5-10 5-10 not exceed 19% at time of manufacture. T T 1' 3-03 2-07 2-07 3-03 Design conforms to main windforce-resisting T T T 1' T system and components and cladding criteria. 12 12 Wind: 140 mph h=22.6ft, TCDL=4.2,8001=6.0, ASCE 7.10, M-4x6 (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), 14.00 7 N14.00 load duration factor=1.6, 34.0" Trinuss thedplaneed offor thewloads truss only. > x51I M3x5 mnM-5x.� ��■`® 16.___ 4 o 1 M-3x8 M-8x10 M-1.5x3 M-5x10 0 y y ***3551# , y 3-01-04 2-08-12 2-08-12 3-01-04 y ), ), 11-08 WEDGE REQUIRED AT HEEL(S). 1-00 _to Ore JOB NAME : 5-A POLYGON NH - D3 'S(cY% PR 6S Scale: 0.2557GJ /0 WARNINGS: GENERAL NOTES,unless otherwise noted: UY/Z7 /9T �9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual `� •PG.cre Truss: D3 and Warnings before construction commences, building component.Applicability of design parameters and proper 0019., 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. Jf 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of o.c,and at 10'o.c,respectively unless braced throughout their length by continuous sheathing such as plywooding(TC)and/or drywall(BC). ,„..#141/No.= DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing requiredshed where shown++ w it 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON- 4G/ S E Q. : 6037166 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G,� V� 4,design loads be applied to any component. end ere for"dry condition"of use. h TRANS I D: 40655 6 5.CompuTrus has no control over and assumes no responsibility for the 6•Design assumes full bearing at all supports shown.Shim or wedge if s Q �`y necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. `R R 1L 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111 IIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. Digits Digits Indicate size of plate In Inches, MiTek USA,Inc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES :12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF @1&BTR LOAD DURATION INCREASE = 1.15 1.2= 0 86 2-0(0) BC: 2x4 KDOF @1&BTR SPACED 24.0" O.C. 2-3=(-217) 4=180 ( ) 0 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES OVERHANGS: 12.0' 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -32/ 399V -117/ 260H 5.50" 0.64 KDOF ( 625) 5'- 9.2" -164/ 198V 0/ OH 1.50" 0.32 KDDF 625 Connector plate prefix designators: LL= 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 139V 0/ OH 5.50" 0.22 KDDF ( 625` C,CN,C18,CN18 (or no prefix = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek M series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. IQOND. 2: Design checked far net( pcf)�plift at 24 'ac spa inm I 5-10 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" /- -V MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' MAX TC PANEL LL DEFL = 0.300" @ 3'- 6.1' Allowed = 0.559' MAX TC PANEL TL DEFL = -0.260" @ 3'- 4.1' Allowed = 0.838' MAX HORIZ. LL DEFL = -0.004' @ 5'- 9.2' MAX HORIZ. TL DEFL = -0,004' @ 5'- 9.2" NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria, Wind: 140 m hl h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10(All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dlr), load duration factor=l.6, nTruss designed for wind loads o in the plane of the truss only. M, 0m0 o�o /111 -kli 4=m M-3x4 f- y y 1, 1-00 6-00 (PROVIDE FULL BEARING' t 4 1 JOB NAME: 5-A POLYGON NH - J131. 13scale: 0.4281 ��<'O.°cCpN � ���d WARNINGS: GENERAL NOTES,unless otherwise noted: 4{r I Z Z/ -7 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 4t' !92„ell S Et E 1-- Truss: J13 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 8/22/2014 responsibility g designer. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). -4 4,... the overall structure Is the of the building 3.20 Impact bridging or lateral bracing where shown++ r 4,... 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON /,. SEQ. : 6037169 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, ,,, design loads be appied to any component. and are for"dry condition"of use. f �,�Y � TRANS I 0: `406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If 14 2, ty fabrication,handing,shipment and Installation of components. necessary. 41,E_ ti �S' 7.Design assumes adequate drainage is provided. ,Y1 (y r� 1+ 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center �'1!"i I(IIIA I III II III III(III VIII VIII(III(IIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines 9.Gaits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXP(RES:1:2/31/20 15 111 1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 ODE #1&BTR LOAD DURATION INCREASE = 1.15 1-2=S 0) 86 2.6=(0) 0 BC: 2x4 KDDF #i&BTR SPACED 24.0" O.C. 2-3=1-581) 500 3-4= -184)) 90 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 4.5= -21 0 BC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0' 3.0' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -22/ 375V -204/ 454H 5.50' 0.60 KDDF ( 625` C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF 1 625111 M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 5'- 11.2" -421/ 476V 0/ OH 1.50' 0.61 KDDF 6251 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 10'- 0.0' -125/ 122V 0/ OH 1.50" 0.16 KDDF 6251 THE BOTTOM CHORD DEAD kOAD IS A MINIMUM OF 10 PSF. f ICOND 2 Design checked far net( 5 pull uplift at 24 °9c s acp ing VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 yr 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 = -0.000" @ 10'- 3.0" Allowed = 0.025' MAX TL CREEP DEFL = -0.000' @ 10'- 3.0' Allowed = 0.033' MAX TC PANEL LL DEFL = 0.144' @ 3'- 4.8' Allowed = 0.576" MAX TC PANEL TL DEFL = -0.145' @ 3'- 2.5' Allowed = 0.864" MAX HORIZ. LL DEFL = -0.012' @ 9'- 11.2' MAX HORIZ. TL DEFL = -0.012' @ 9'- 11.2' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 14.00 system and components and cladding criteria. , cv Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 oAll Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6I r o Truss designed for wind loads c (NI in the plane of the truss only. o _ c) ,. ul 06-_. o - M-3x4 A- 1, y y 1, 1-00 6-00 4-03 (PROVIDE FULL BEARING;Jts:2 6.3.41 JOB NAME : 5-A POLYGON NH - J12 �tOPRpF� Scale: 0.2960 `co- G(NE --�� WARNINGS: GENERAL NOTES,unless otherwise noted: V /��yy2 �pC- � 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual 4 T 92 S 0 r E r Tr u s S: J12 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+ incorporation of component is the responsibility of the building designer. 3.Additional temporary Meting to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by011111. DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ..".48,80 - ts. DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral Madng required where shown++ w 40 "i" SEQ. : 6037170 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7 y OREGON �40 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, r7.i design loads be applied to any component. and are for"dry condition"of use. //1 -7 P. 2,0��'.�.- T BANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the e Design assumes full bearing at all supports shown.Shim or wedge if d 4> necessary. �+. i fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. CH filk-- 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center (IIIII I III IIIII IIIII IIIII IIIII(III(III(III TPIANiCA In BCSI,copies of which will be famished upon request. git coincide with joint aIn che. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 1111 11 IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/C -1.00 IC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1.2= 0))) 86 2-6=(0) 09 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=I.636) 500 3.4= -243 97 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4.5=( -76) 0 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD= 10,0 PSF OVERHANGS: 12.0' 10.6' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. SPECIES Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 376V -213/ 495H 5.50" 0.60 KOOF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 8.2' 0/ 138V 0/ OH 5.50" 0.22 KDDF (((( 625 M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 5'- 11.2' -415/ 473V 0/ OH 1.50" 0.61 KDDF 1625I LIVE LOAD AT LOCATIONS SPECIFIED BY IBC 2012. 10'- 0.0' -210/ 207V 0/ OH 1.50' 0.27 KDDF + 625 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 5 IGOND. 2: Design checked for net(3psf) uplift at 24 "Sc spacing I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=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 = -0.002' @ 10'- 10.6" Allowed 0.088' /12 MAX TL CREEP DEFL = -0.002' @ 10'- 10.6' Allowed = 0.117' MAX TC PANEL LL DEFL = 0.144" @ 3'- 4.8' Allowed 0.576' MAX TC PANEL TL DEFL = -0.145' @ 9'- 2.5' Allowed = 0.864' MAX HORIZ, LL DEFL = -0.014" @ 9'- 11.2' MAX HORIZ. TL DEFL = -0.014' @ 9'- 11.2' NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 in (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 Truss designed for wind Toads C; in the plane of the truss only. co vr 0 c 0 A- 1, ), y y 1-00 6-00 4-10-09 [PROVIDE FULL BEARING;Uts:2 8 3 4 JOB NAME : 5-A POLYGON NH - J11 Scale: 0.2753 �5<�ti `tO PN� �'4> 9 0 WARNINGS: GENERAL NOTES,unless otherwise noted: 4.r� f 4 L� / l I. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end Is for an Individual Q' 2 92,0 OPE c' T r it S S: J 1 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2 2x4 compression web braang must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at DES. BY: EE 2 o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). +,i! DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ CC SC f� 4.No load should be applied to any component until aver all bracing and 4.Installation of truss is the responsibility of the respective contractor. -3J , _- OREGON 4' E Q. 6037171 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be appied to any component. and are for"dry condition"of use. �� "�7.,a Q�� TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if 4 7 1 4 2 fabrication,handing,shipment and installation of components. necessary. /lie ` !y, 7.Design assumes adequate drainage is provided. `�'! AIM 4 V 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be locatedonboth faces of truss,and placed so their center lines ncide with IIII I I III IIII I III Hill IIII IIII IIII MTilekUSA,Inc./CompuTrus 8 Software 7.6.6(1 L)-E CA in BCSI,copies of which will be furnished upon request. 10.For basic connectoroplate design values see ESR-1311,ESR-1988(MiTek) int center lines. . 9.Digits indicate size of plate in inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' 0,C. 2-3=(-562) 497 3-4= -139) 88 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -22/ 375V -199/ 435H 5.50' 0.60 KDDF 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50' 0.22 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -417/ 474V 0/ OH 1.50" 0.61 KDDF 625 M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.6' -94/ 108V 0/ OH 1.50" 0.17 KDDF 625` LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. GOND 2' De=1gn checked for net( psfJynlift at 24 'ac s acp inB VERTICAL DEFLECTION LIMITS: LL=L/240, TL=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 TC PANEL LL DEFL = 0,144" @ 3'- 4.8" Allowed = 0.576' MAX TC PANEL TL DEFL = -0.146' @ 3'- 2,5' Allowed = 0.864" MAX HORIZ. LL DEFL = -0.012" @ 9'- 10.8' MAX HORIZ. TL DEFL = -0.012" @ 9'- 10.8" NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. Design conforms to main windforce-resisting, system and components and cladding criteria. 12 Wind: 140 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Hei.ghts), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14.00 7 load duration factor=l.6 ? Truss designed for wind loads o in the plane of the truss only. rl o N cm O o 0 � -/ 0 5' Cr - M-3x4 A- i' )' )- ), 1-00 6-00 3-11-09 IPRQVIDE FULL BEARING'Jts:2.5.3.41 JOB NAME : 5-A POLYGON NH - J10 '�' ' PROF 6t Scale: 0.2937 �� �` IZzl �{ WARNINGS: GENERAL NOTES,unless otherwise noted: /1 rp/ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual CC' 9 0(-E /- and Warnings before construction commences. building component.Applicability of design parameters and proper - T r u s s: J 10 Incorporation of component is the responsibility of the building designer. 2.204 compression web bracing must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c,and at 10'o.c,respectively unless braced throughout their length by �, DES. BY: EE is the responslMNty of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)C end/or d wall BC. 9(h ) their ( ) - DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ftlil CC 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibiNty of the respective contractor. 7 OREGON 1.tj S E Q. : 60371 72 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L.. vd A. design loads be applied to any component end ere far"dry condition"of use. .� } r�{3 �-.1.- TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 14 {� necessary. . �5 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. R R V 4,,, 6.This design is furnished subject to the Nmltations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III I I 0!I II I I HEIN IIII II III TPINYTCA In BCSI,copies of which will be furnished upon request. Digit coincidedictwith joint ate in nche. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 I III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 11.6' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODF H1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-483) 427 3-4= -111) 48 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 U LON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: - 12,0' 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) 0'- 0.0" -24/ 378V -179/ 391H 5.50' 0.80 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50' 0.22 KDDF ( 625` C,CN,C18;CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -377/ 439V 0/ OH 1.50' 0.56 KDDF 625 M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8'- 11.6" -50/ 55V 0/ OH 1.50' 0.09 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 pad) uplift at 24 `oc spacing.I A- -A VERTICAL DEFLECTION LIMITS: LL=L/240, TL=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 TC PANEL LL DEFL = 0.153" @ 3'- 4.8' Allowed 0.576" MAX TC PANEL TL DEFL = -0.156" @ 3'- 2.5' Allowed 0.864" MAX HORIZ. LL DEFL = -0.009" @ 8'- 10.8" MAX HORIZ. TL DEFL = -0.009" @ 8'- 10.8` NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14.00/ ; Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(D>.r), load duration factor=1.6, c' Truss designed for wind loads in the plane of the truss only. 0 o r N 0 r, co �! o/ 5" -A M-3x4 f- J, 1' J, y 1-00 6-00 2-11-09 (PROVIDE FULL BEARING:Jts:2.5.3.41 JOB NAME : 5-A POLYGON NH - J9 ' '. IN S Scale: 0.3208 c:c tAG c /0 WARNINGS: GENERAL NOTES,unless otherwise noted: EC/ r 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual T.92t$•P E 1" T r ii S s: IIIIIII VIII) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.6' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=I 0) 86 2-5=(0) 0 BC: 2x4 KDDF k1&BTR SPACED 24.0' O.C. 2-3= -417.1 361 3-4= -107 44 . 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 DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0' TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES 0'- 0.0' -24/ 378V -159/ 348H 5.50' 0.60 KDDF ( 625I Connector plate prefix desinators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 138V 0/ OH 5.50' 0.22 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2' -359/ 432V 0/ OH 1.50' 0.55 KDDF 625 M,M2OHS,M18HS,M16 ; MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.6' -20/ 11V 0/ OH 1.50' 0.02 KDDF 625 LIVE LOAD AT LOCATIONS SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 1.1 r, l, I. - VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100' i MAX TL CREEP DEFL = -0.003. 9 -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.197' 8 2'- 11.6" Allowed = 0,576" MAX TC PANEL TL DEFL = 0.178' 9 2'- 11.6" Allowed 0.864" MAX HORIZ. LL DEFL = -0.008. 8 5'- 11.2" MAX HORIZ. TL DEFL = -0.007. 8 5'- 11.2' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 41 Design conforms to main windforce-resisting 14.00 7 system and components and cladding criteria. Wind: 140 mphl h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 o Truss designed for wind loads v in the plane of the truss only. 0 o.;. 0 0 0 7,r- 2j_ � 2j_ �� o 0 5�- M-3x4 /- y )' )1 y 1.00 6-00 1-11-09 r JOB NAME : 5-A POLYGON NH - J8 Scale: 0.355944 ,1001R;17/4 oF� f�WARNINGS: GENERAL NOTES,unless otherwise noted: �"' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 4t' '92*$PE f Truss: J8 and Warnings before construction commences. building component.Applicability of design parameters and proper f 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. d^/ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: responsibility of the erector.Additional permanent bracing of 2' and at 10'o.c.respectively unless braced throughout their length by P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). `„ DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ M Q; 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 37 OREGON <4,SEQ. : 603 7174 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G. ?� a\bs A.. design loads be applied to any component. and are for"dry condition"of use. .l 4/,�42P ., . TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if �� necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage Is provided. " �1:11.1..k.. . I 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both feces of truss,end placed so their center III I Ell I II II 111 III 1111 II 111 III TPINVTCA in BCSI,copies of which will be furnished upon request. Digit coincide with joint centerInches.9.Digits indicate size of plate in Inches. M ITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 1E1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/,Cq=1.00 TC: 2x4 KDDF k18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2-5=(0) 0 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2-3_(-334) 185 3.4- 83 0 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 6L ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 11.6' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -341 393V -133/ 325H 5.50" 0.63 KDDF 625 Connector plate prefix designators: LL =25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 146V 0/ OH 5.50' 0.23 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 6'- 0.0' -288/ 272V 0/ OH 1.50" 0.35 KDDF ( 625 M,M2OHS,M19HS,M16 = MiTek Mt series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc soacing.I 4 -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=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 = -0.002' @ 6'- 11.6" Allowed= 0.096" MAX TL CREEP DEFL = -0.003' @ 6'- 11.6" Allowed = 0.128" MAX TC PANEL LL DEFL = 0.295' @ 3'- 7.3" Allowed = 0.576' MAX TC PANEL TL DEFL = -0.290' @ 3'- 5.2' Allowed = 0.864" MAX HORIZ. LL DEFL = -0.006" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.006' @ 5'- 11.2' NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 N (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), c) load duration factor=1.6 N- Truss designed for wind loads Nr in the plane of the truss only. i co co a 0) I 0 /1-3x4 - o y y ), y 1-00 6-00 0-11-09 , •:1 I I .. ,. O JOB NAME : 5-A POLYGON NH - J7 Scale: 0.3882 �5�'�` � p" F�$(.9 WARNINGS: GENERAL NOTES,unless otherwise noted: '+.1 �� � '"'. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4t' o920$PE 1-- T r u s s: J7 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length byWOW continuous sheathing such as plywood sheathing(TC)end/or drywell(BC). "!M'.' DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ tf CC 4.No bad should be appked to any component until after all bracing and 4.Installation of truss Is the responslbitty of the respective contractor. - OREGON ((f SEQ. : 6037175 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, x 4.), �bt . ` TRANSesign loads be applied to any component, and are for"dry condition"of use. j 14 y ZQ ..1}., v7 I406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 1 4 fabrication,handling,shipment and installation of components. Decessary. 7.Plates assumesadequateoneoth feces of truss,a. ,�`,,. 6.This design Is famished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center IIIIII I VIII I I I III IIII IIII IIII IIITPIIWfCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines.9.Digits Indicate size of plata In Inches. MiTek USA,Ina/CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1-2= 0 86 2.4=(0) 0 BC: 2x4 KDDF,#1&BTR SPACED 24.0" O.C. 2-3=(-223` 184 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 BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA L ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 402V -119/ 265H 5.50" 0.64 KDOF ( 625) 5'- 9.2' 0/ 145V 0/ OH 5.50' 0.23 EDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.6' -164/ 201V 0/ OH 1.50" 0.32 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = NiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ICOND. 2: Des' n checked far net 5 sf u LIVE LOAD AT LOCATION(S SPECIFIED BY IBC 2012, 1g ( P 1 plift at 24 "oc spacinm.l 5-11-09 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 '1 I MAX LL DEFL = -0.002° @ -1'- 0.0" Allowed 0.100' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0° Allowed = 0.133' /` -/ MAX TC PANEL LL DEFL = 0.333' @ 3'- 7.0' Allowed = 0.572' MAX TC PANEL TL DEFL = -0.285" @ 3'- 4.9' Allowed = 0.858" j( MAX HORIZ. LL DEFL = -0.004" @ 5'- 10.8' MAX HORIZ. TL DEFL = -0.004' @ 5'- 10.8° NOTE:Design assumes moisture content does not exceed 1996 at time of manufacture. 12 Design conforms to main windforce-resisting system and components and cladding criteria. 14.00 V Wind: 140 m ht h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, lAll Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), oad duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. u; v o F- 0 CO o_ 10o . ►- 4 r.=� M-3x4 /- ,1, ) y 1-00 6-00 JOB AME : 5-A POLYGON NH - J6 ;`.,i\t0 PRopes'GQ.' : Scale: 0.4179 /12 z /7!/3' �* WARNINGS: GENERAL NOTES,unless otherwise noted: 4..? ' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual - ;.921 OP E r Truss: J6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designee 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at - DES. BY: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by OAP' is the responsibility of the erector Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �4alm! DATE• 8/22/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ 18 (C 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. y 4 OREGON �to S E Q. : 60371 76 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, Nb" design loads be appaed to any component and are for"dry condition"of use. As. -� C) TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If v 11 c� `e- �tv� fabrication,handling,shipment and Installation of components. necessary. �a`/�' T 7.Design assumes adequate drainage is provided. ` b Uf - 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center rl("1 4. II I I 11 Ilfll 1 111111 I III IN TPI/WTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center anew 9.Digits Indicate size of plate in inches. Mtlek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES;12/31/2015 II III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODF #15BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2-4=(C) 0 BC: 2x4 KDDF #15BTR SPACED 24.0' O.C. 2-3.(-180) 157 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA iL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -22/ 375V -100/ 227H 5.50" 0.60 KDDF ( 625) 4'- 10.8' -166/ 179V 0/ OH 1.50" 0.29 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 70V 0/ OH 5.50" 0.11 KDDF 625 C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2 Design checked for net(-5 psfl uplift at 24 'oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" 4-11-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' '' f MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.029' A-' , MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.039' MAX TC PANEL LL DEFL = 0.140" @ 2'- 10.1' Allowed = 0.470' MAX TC PANEL TL DEFL = -0.132' @ 2'- 10,3" Allowed = 0.705' MAX HORIZ. LL DEFL = -0.003' @ 4'- 10.8' MAX HORIZ. TL DEFL = -0.003' @ 4'- 10.8" 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 14.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), cm load duration factor=1.6, c, Truss designed for wind loads co in the plane of the truss only. v c us 0 ili o� M-3x4 s- 1-00 6-00 •:1 1 .. 1. ,cO PR Ore JOB NAME : 5-A POLYGON NH - J5 Scale: 0.4549 5'� G SIN 90/0 WARNINGS: GENERAL NOTES,unless otherwise noted: 4C,, v �� � `I 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 4t' 92s SPE r T r u s s: J5 and Warnings before construction commences. building component.Applicability of design parameters and proper ,r� '/ 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. ! ,+!" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. B Y: EE 2•o.c.and at 10•o.c.such tivey unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as pywood sheathing(TC)and/or drywall(BC). DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.22(Impact bridging or lateral brat ng required where shown++ # C C 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -p OREGON 't, SE Q. : 60371 77 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L. �1 .,1% design loads be applied to any component. and are for""dry condition"of use. / •7.Y r�(} ..,�,,. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beefing at all supports shown.Shim or wedge if Q 1 4 necessary. e+'7 I)I f fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage Is provided. _r {- - 6.This design is furnished subject to the limitations set forth by 8.Plates shall be locatedppon both faces of truss,and placed so their center ch will be furnished upon lin s coincide with int II I I 11 111 IIIIIII ill 11111 II III TPI/WTCA in BCSI,copies of MiTek USA,lnc./COmpUT s iSoftware 7.6.6(1 L)-E request. 10.For basic connectoroplate nter Ines. 9. design values see ESR-1311,ESR-1988(MiTek) Digits indicate size of late in Inches. EXPIRES:12/31/2015 III) I �II Thiis IFIesignBprepared from computer i,put by LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DCF/Cq=1.00 TC: 2x4•KODF#1&BTR LOAD DURATION INCREASE = 1.15 1.2= 0 86 2-4=(0) 0 BC: 2x41KODF#1&BTR SPACED 24.0' O.C. 2.3=(-132) 131 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0" -10/ 346V -81/ 189H 5,50' 0.55 KDDF ( 625 3'- 10.8' -165/ 160V 0/ OH 1.50" 0.26 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 60V 0/ OH 5.50' 0.10 KDDF ( 625) C,CN,C18,0N18 (or no prefix) =CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for nett-5 psf) uplift at 24 "ac spacing I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed= 0.100" 3-11-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" T 'IMAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.079" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" /- -f MAX TC PANEL LL DEFL = 0.054' @ 2'- 2.1" Allowed = 0.367' MAX BC PANEL TL DEFL = -0.037' @ 3'- 1.4' Allowed = 0.339' MAX HORIZ. LL DEFL = -0.002" @ 3'- 10.8" 12 i MAX HORIZ. TL DEFL = -0.002" @ 3'- 10.8" NOTE:Design assumes moisture content does 14.00 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mphh=21.5ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, N All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dlr), o load duration factor=1.6, Truss designed for wind loads T; in the plane of the truss only. cr U-, c1 O to O pliO c) _� u=�4 M-3x4 1 A- I y ), y 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,3,4) • to P R ore- JOB .AME : 5-A POLYGON NH - J4 Scale: 0.5091 CJKv GN. I'fNry/J/�jp� 'v WARNINGS: GENERAL NOTES,unless otherwise noted: <{,r� !ZZ /I �^ ' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual ' !g�OPE { Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bradng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. �Aii/ 3.Additional temporary bracing to insure stability during construction iiir 2.Design assumes the top and bottom chords to be laterally braced at DES. B v. E E 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as DATE: 8/22/2014 responsibilitybuilding g bridging plywoodrsheathing(TC)ng(e s and/or d ywell(BC). " ,- the overall structure is the res nsibili of the designer. 3.2x Impact bdd in or lateral bracingrequired where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibifdy of the respective contractor. --n OREGON 4.,(4/ SEQ. : 603 7178 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, x11' design loads be appaed to any component. and are for"dry condition"of use. A 0 TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge if 6 1 4 rt �bo fabrication,handing,shipment and installation of components. necessary. �f I 7 B.This design is furnished subject to the Imitations set forth 0.Plates assumes adequateadobothdrhifae Is provided. '�/ "[s1-;,it 1„ II I I II II III VIII III I(III II III 9 1 by 8 Plates shall be located on faces of truss,and placed so their center r7 i TPIMIfCA In BCSI,copies of which will be furnished upon request. 9.lines coincide with joinppt cate In inches. enter lines.USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.FForribasiciconnectorplate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-81) 106 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SG.IN. SPECIES OVERHANGS: 12.0' 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0' -5/ 318V -62/ 153H 5.50" 0.51 KDDF ( 625) 2'- 10.8' -160/ 141V 0/ OH 1.50" 0.23 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 53V 0/ OH 5.50" 0.09 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net( osfl uplift at 24 'ac spacing.I REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.129' 2-11-09 MAX BC PANEL LL DEFL = -0.009' @ 2'- 8.6" Allowed = 0.254' f MAX TC PANEL TL DEFL = -0.016' @ 1'- 8.2' Allowed = 0.398' MAX BC PANEL TL DEFL = -0.030' @ 3'- 1.4' Allowed = 0.339' /- -V 12 MAX HORIZ. LL DEFL = -0.001" @ 2'- 10.8" MAX HORIZ. TL DEFL = 0.001" @ 2'- 10.8' 14.00 V U NOTE:Design assumes moisture content does not exceed 19's at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, N (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), c) load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. v 01 c L o./- pia o� ► ►�4 M-3x4 y y y 1-00 •:r r ." . 6-00 JOB NAME : 5-A POLYGON NH - J3 s'SIG pRpF,s Scale: 0.5712 7 12 1 p4 . WARNINGS: GENERAL NOTES,unless otherwise noted: tt,r p J7, "' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individualSf . a 92.S P E c"" T r II S S: J3 and Warnings before construction commences, building component.Applicability of design parameters and proper / 2.2x4 compression web bradng must be Installed where shown+, incorporation of component Is the responsibility of the building designer. .+' /'/' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE n o.c.and at 10'o.c,respectively unless braced throughout their length by ► is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)C and/or d wall BC. x,�rr g(r ) rY ) .�".:. DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ♦ CC 4.No bad should be rippled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -37 OREGON 4C/ SEQ. : 6037179 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to he used in a noncorrosive environment, 4 qa v, design loads be applied to any component. and are for"dry condition"of use. / •.p.3- e4- 151.1- necessary. A. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if V f 4 T fabrication,handling,shipment and Installation of components. Design as / �R R y k-\^• 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center (IIII I II VIII VIII VIII VIII IIII IIII IIII 7PIMlrCA in BCSI,copies of which will be furnished upon request. git coincidewith joint centernche. 9.Digits indicate size of plate in inches. M iTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see EBR-1311,ESR-1988(MITek) EXPIRES.12/31/2015 11 IIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF-N1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2.4=(0) 0 BC: 2x4 KDDF'N1&BTA SPACED 24.0" O.C. 2.3=(-62) 83 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C, VON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 6L ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 295V -44/ 117H 5.50" 0.47 KDOF ( 625) 1'- 10.8" -139/ 127V 0/ OH 1.50" 0.20 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 50V 0/ OH 5.50' 0.08 KDDF ( 625` C,CN,C18,CNI8 (or no'prefix) = CompuTrus, Inc M,M2OHS,M189S,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL r r r 'r, , , , REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133' 1-11-09 MAX TC PANEL LL DEFL = 0.004' 9 0'- 12.0' Allowed 0.163' 1,: MAX TC PANEL IL DEFL = -0.005' @ 1'- 1.4" Allowed 0.244" MAX BC PANEL LL DEFL = 0.009" 9 2'- 8.6" Allowed = 0.254' MAX BC PANEL TL DEFL = -0.023" @ 3'- 3.8° Allowed 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.8° 14.00/ MAX HORIZ. TL DEFL = 0.000' 9 1'- 10.8' NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. q Design conforms to main windforce-resisting ►� system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, Cy (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(D1r), o load duration factor=1.6 c) Truss designed for wind loads o in the plane of the truss only. '7 N O o Of- O O� 1110.-=4 110. 1_114 ♦4 -/ M-3x4 A- ), 1' 1, 1-00 (PROVIDE FULL BEARING;Jts:2.3.4I 6-00 JOB NAME: 5-A POLYGON NH - J2 �` 'O PR(1 e r Scale: 0.6380 �J (3A(�/� )}p�7' WARNINGS: GENERAL NOTES,unless otherwise noted: �4� +2 r+r/` / 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual °.CC .92..PE c' T r u s s: J 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+, Incorporation of component Is the responsibility of the building designer. �,.r` ,/,fir 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at "' DES. BY: EE 2'o.c.and at 10'o.c,respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or d 4 the overall structure Is the responsibility of the buildingdesigner. rywall(BC). ,,r+'"`-' CC DATE: 8/22/2014 Po b g 3.2x Impact bridging or lateral bracing required where shown++ t 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 A OREGON D" ,(j/ SEQ. : 60371 80 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, / b � TRANS I D: 406556 design loads be applied to any componentend are for"dry condition"of use. �.• r1 S 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14 G ��" fabrication,handing ,shipment and Installation of components. necessary. 7.Design assumes adequate drainage Is provided. /.t+, t i 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center "^+l r-1 }+Y INVTCA in I,copies of which will be himished upon lines coincide with joint center ines. II I I 11 ILII 111 III 1111111 11 111111 MiTTPe USA,Inc./CompuTrus Software 7.6.6(1 L)E request. 19.0.Digits abasic connectorcplate otdesign values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 III I III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1-2= 0 86 2-4=(0) 0 BC: 2x4 KDDF MISBTR SPACED 24.0' O.C. 2.3=(-99) 174 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. SPECIES OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0" -170/ 327V -26/ 82H 5.50' 0.52 KDDF ( 625) 0'- 10.8' -74/ 166V 0/ OH 1.50" 0.27 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50' 0.08 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL .• r. r r. t. REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.001" @ 0'- 8.2' Allowed = 0.059" MAX TC PANEL TL DEFL = -0.001" @ 0'- 7.9" Allowed = 0.088' MAX BC PANEL LL DEFL = 0.007' @ 2'- 8.6' Allowed = 0.254' MAX BC PANEL TL DEFL = -0.020' @ 3'- 3,8' Allowed = 0.339' 0-11-09 T f MAX HORIZ. LL DEFL = -0.001" @ 0'- 10.8" MAX HORIZ. TL DEFL = 0.001' @ 0'- 10.8' 12 NOTE:Design assumes moisture content does 14.00 7 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting ANCHOR TO RESIST UPLIFT system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 /- All HHeidurghts) ,tionfEnclosed, Cat.2, Exp.B, MWFRS(Dir), loadTruss designed for wind=1.6loads in the plane of the truss only. cp ca sr O� i co O �� CO O/- �� ��4 -3x4 1-00 'PROVIDE FULL BEARING;Jts:2,3,4( 6-00 JOB NAME : 5-A POLYGON NH - J1 Scale: 0.6505 `�� C�, �pNFess/C7 , WARNINGS: GENERAL NOTES,unless otherwise noted: ., a"I F-f -7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4 92 0 0 t-E c Truss: J1 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. ,,.�" /Air" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,.� - is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: EE continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). ` '. DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ w t' C 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'to OREGON (j S E Q. . 6037181 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 1„'` ',g �u Nb'' AC TRANS I D: 406556 design loads be appled to any component. and are for"dry condition"of use. ff A..5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q 14 P �� fabrication,handling,shipment and installation of components. Desessary. 6.This design Is furnished subject to the limitations set forth by0.Design assumes adequate one bothdtface iso rovis,and r♦��„ 11111111111111111111111 III III IIII IIII 9 1 8.Plates shall be located on faces o�truss placed so their center TPI/WfCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center che. 9.Digits indicate size of plate in inches. n o q MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/201 IIIIII VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDOF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 86 2- 8=(-50) 53 8- 7=(. 0) 18 BC: 2x4 KODF #1&BTR SPACED 24.0" 0.C. 2- 3=(-446) 269 7- 9=(-60) 63 7- 3=( 0) 52 WEBS: 2x4.KDDF STAND 3- 4=(-411) 287 3- 9=(-77) 73 LOADING 4- 5=(-237) 93 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -83) 0 BC LATERAL'SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 11.6" BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector-plate prefix designators: 0'- 0.0" 0/ 287V -133/ 325H 5.50" 0.46 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 2'- 10.8" -159/ 259V 0/ OH 1.50" 0.33 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 8.8" 0/ 65V 0/ OH 5.50" 0.10 KDDF ( 625) 5'- 11.6" -209/ 221V 0/ OH 1.50" 0.28 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP , ; AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=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" 6-11-09 MAX LL DEFL = -0.003' @ 6'- 11.6" Allowed = 0.096" ' .' MAX TL CREEP DEFL = -0.003' @ 6'- 11.6' Allowed = 0.128" MAX TO PANEL LL DEFL = 0.007' @ 1'- 2.4' Allowed = 0.196" MAX TC PANEL TL DEFL = 0.007" @ 1'- 2.4" Allowed = 0.295" MAX TO PANEL LL DEFL = 0.011' @ 4'- 8.8" Allowed = 0.290' MAX TC PANEL TL DEFL = -0.012' @ 4'- 7.5' Allowed = 0.434" MAX HORIZ. LL DEFL = -0.0061' 8 5'- 10.8" MAX HORIZ. TL DEFL = -0.006' @ 5'- 10.8' 12 NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. 14.00 7 Design conforms to main windforce-resisting o system and components and cladding criteria. Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 00 load duration factor=l.6, c M 4X6 Truss designed for wind loads of in the plane of the truss only. pp 8� u7 fr'wr_da�i o u7 o M-1.5x3 . N 8 M-3x4 M-3x4 Cr, 3x4 1, y y 2-03-12 3-08-04 1-001, 2-05-08 4-06-01 > ), 6-00 0-11-09 'PROVIDE FULL BEARING;Jts:2,4,9,5' JOB NAME : 5-A POLYGON NH - J7C , (,. PROF�ss Scale: 0.2881 .SCJ 'NzzI ! �� WARNINGS: GENERAL NOTES,unless otherwise noted: �Cr 's7 4 i/T y 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual et' p 920$P E f"- Truss J 7C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+. dip Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced et DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and et 10'o.c.respectively unless braced throughout their length by 46'. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ (r SEQ. 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON ' S E Q. : 6037182 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 4„ 11 ,. t A. design bads be applied to any component. and are for"dry condition"of use. /!� -' }. rs� TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge it 14 �t. fabrication,handling,shipment and Installation of components. Design assumes - 7.Platesassumesaaed on eoth face isprovided.truss, 'R `�`,,. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII I I II II II III II I I I IIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 (III I VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2-7.(-32) 52 7-6=S 0 18 BC: 2x4 KDDF #1&BTR SPACED 24.0' 0.C, 2-3=)-372) 267 6-8='-39` 62 6-3=1 0` 52 WEBS: 2x4 KDDF STAND 3-4=(-338) 286 3-8=(-76) 48 LOADING 4.5=(-112) 82 TO LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERA!; SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED pRG AREA OVERHANGS 12.0' 0.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ($PECIES) Connectorplateprefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' 0/ 268V -119/ 265H 5.50" 0.43 KDDp� ( 625) g 2'- 10.8' -205/ 274V 0/ OH 1.50' 0.35 KDDF ( 625) C,CN,C18 CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 8.8' 0/ 61V 0/ OH 5.50" 0.10 KDDF ( 625) M,M2OHS,M18HS; 16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.6' -83/ 100V 0/ OH 1.50' 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacing.' AID BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L(240, TL=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 TC PANEL LL DEFL = -0.004' @ 1'- 5.6" Allowed = 0.196" MAX TO PANEL TL DEFL = 0.007" @ 1'- 2.4' Allowed 0.295' 5-11-09 MAX TO PANEL LL DEFL = 0.016" @ 4'- 7,5" Allowed> 0,290' T f MAX TC PANEL TL DEFL = 0.015' @ 4'- 7.5" Allowed = 0.434' - MAX HORIZ. LL DEFL = -0.004" @ 5'- 10,8" MAX HORIZ. IL DEFL = -0.004" @ 5'- 10.8" NOTE:Design assumes moisture content does • not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14.00 7Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), CD load duration factor=1.6, r' Truss designed for wind loads v'' M-4x6 in the plane of the truss only. ra . 4s1N .,- •' M-1.5x3 CD M-3XA hi- x40 M-3x4 y ), ), 2-03-12 3-08-04 1, ,L y y 1-00 7 2-05-08 3-06-08 y 6.00 !PROVIDE FULL BEARING:Jts:2.4.8.51 JOB NAME : 5-A POLYGON NH - J6C `c` iNER, ,�d' Scale: 0.3244 ,,,c; /Z1/ WARNINGS: GENERAL NOTES,unless otherwise noted: �(,rGYJ .y 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual "- T 920 0 P E c- Truss: J6C and Warnings before construction commences. building component.Applicability of design parameters and proper sft'/��M 2.2x4 compression web bracing must be Installed where shown+. Incgrporation of component Is the responsibility of the building designer. /"" 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• E E is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 8/22/2014 responsibilitybuilding designer. continuous ri sheathing such as plcingoequired were sh)own 4-drywell(BC). !- + the overall structure Is the of the 3.20 Impact bridging or lateral bracingrequired where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. q OREGON (U SEQ. 6037183 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L,,. -y, o1X A. TRANS I D: 406556 design bads be applied to any component and are for"dry condition"of use. / +�.. Q 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If E} 14 2 �1,'* fabrication,handpng,shipment and installation of components. necessary. ( 7.Design assumes adequate drainage Is provided. �R R 1 L�- 6.This design is fumished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11 I I ��II III II III 111 III TPI/WI'CA In BCSI,copies of which will be famished upon request. lines coincide with joint center lines. 1 11 9.Digits indicate size of plate in inches. MITek USA,Inc./CompuTrus Software+7.6.6(11_)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Wet) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=) 0) 86 2.7=(-32) 52 7.6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-372) 267 6.8=(-39) 62 6.3=( 0) 52 WEBS: 2x4 KDDF STAND 3.4=(-338) 286 3-8=(-76) 48 LOADING 4.5=(-112) 82 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" 0/ 268V -119/ 265H 5.50' 0.43 KDDF ( 625) Connector plate prefix designators: 2'- 10.8" -205/ 274V 0/ OH 1.50' 0.35 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 8,8" 0/ 61V 0/ OH 5.50' 0.10 HOOF ( 625) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.6' -83/ 100V 0/ OH 1.50' 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP IQDND. 2: Design checked far net(-5 psf) uplift at 24 'ac s eco incl AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=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 TC PANEL LL DEFL = -0.004" @ 1'- 5.6" Allowed = 0.196" MAX TC PANEL TL DEFL = 0.007" @ 1'- 2.4" Allowed = 0.295' 5-11-09 MAX TC PANEL LL DEFL = 0.016' @ 4'- 7.5' Allowed = 0.290" f f MAX TC PANEL TL DEFL = 0.015' @ 4'- 7.5' Allowed = 0.434' f- -/ MAX HORIZ. LL DEFL = -0.004' @ 5'- 10.8" MAX HORIZ. TL DEFL = -0.004" @ 5'- 10.8' o NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 1E system and components and cladding criteria. 14.00 V Wind: 140 mph, h=22.7ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. v M-4x6 co iiiikbh4444b c:, Al.... to 2-m u'i 8' ,,,_ 7 o M-1.5x3 o M-3x4 M-3x4 0 M-3x4 A,- ), y 2-03-12 3-08-04 y y y y 1-001, 2-05-08 3-06-08 y 6-00 (PROVIDE FULL BEARING:Jts:2,4,8,5I JOB NAME : 5-A POLYGON NH - J5C '�`(��� PR s Scale: 0.3224 � ��lG.��/ 1 �(,� WARNINGS: GENERAL NOTES,unless otherwise noted: lH '$y 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 4t. .921!P E l' and Warnings before construction commences. building component.Applicability of design parameters and proper ,�M` Truss: J5C P incorporation of component is the responsibility of the building designee +" �,„0,'"� 2.2x4 compression web brad must be Installed where shown+, 2.Design assumes the top end bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 1g'o.c.respectively unless braced throughout their length by DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)C and/or d wail BC. � DATE: 8/22/2014 gR ) ry ) the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ♦ (r 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. =v7 OREGON 40 ' SEQ. : 6037184 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, L,. 4, - Nt. A, design loads be applied to any component. and are for-dry condition"of use. / --.7 P' 'X° ..t-, TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If d 1 4 �� fabrication,handing,shipment and installation of components. necessary. p { { g P Po 7.Design assumes adequate drainage Is provided. 41 'R rl I lw 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III II I III VIII III (III III(III III(IIITPINVECA in BCSI,copies of which will be famished upon request. lines coincide with jointpIn Inches. 0.Forcenter Ines. late MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E9. basic its isio connectcate size or plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DU 18 BC: 2x4'KDDF #1&BTR SPSPACED 24.0TION ' 1 15 0.C. 2.3=( 86 -150) 0 6-8=(-70) 98 6.3 =82 ( 0) 52 WEBS: 2x4 KDDF STAND 3-4= 14 44 3.8=(-119) 86 LOADING 4.5=( 0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -34/ 317V -63/ 154H 5.50" 0.51 KDDF ( 625) Connector plate prefix designators: 2'- 10.8" -101/ 127V 0/ OH 1.50" 0.16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0' 0/ 88V 0/ OH 5.50" 0.14 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek M series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc soacing.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=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 TL CREEP DEFL = -0.004" @ 2'- 3.8' Allowed = 0.159' MAX LL DEFL = 0.000' @ 0'- 0.0" Allowed = 0.129' MAX TC PANEL LL DEFL = 0.008' @ 1'- 2.4" Allowed = 0.196' 3-11-09 MAX BC PANEL TL DEFL = -0.008' @ 3'- 9.4' Allowed = 0.201' T "r MAX HORIZ. LL DEFL = 0.005' @ 5'- 8.8' f- -1 MAX HORIZ. TL DEFL = 0.006" @ 5'- 8.8' NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 14.00/ Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6 Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, % o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, r.- Truss designed for wind loads At' 0 in the plane of the truss only. vNO 0 c, rx).i ,~ to �����. ,7 ► a M-1.5x3 o M23x4 c' M-3x4 M-3x4 7- 2-03-12 3-08-04 ,b 1, 1, 1-00 , 2-05-08 3-06-08 6-00 (PROVIDE FULL BEARING:Jts:2,4,8J JOB NAME: 5-A POLYGON NH - J4C .<,„ o PRo��0,� Scale: 0.4172 �`�J ��/ZZ�� �(,, WARNINGS: GENERAL NOTES,unless otherwise noted: <t,/ -GQ' G 1X 7 - 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �' ;'•9`�S 0 P E c' Truss: J 4C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2.4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility Mtge building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. B Y: EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheaths such as wood sheaths C and/or d II BC. " !• DATE: 8/22/2014 responsibilitybuilding designer. bridgingPN bracing required�� s � ) 1,C the overall structure is the res nsibil' of the 3.2x Impact bd in or lateral re cared where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -S1r OREGON ,(V S E Q. : 6037185 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G„ `Or design loads be applied to any component. and are for"dry condition"of use. / �,.• Q TRANS I D: 40655 6 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes on bearing at all supports shown.Shim or wedge if 14 2 ��y�` fabrication,handling,shipment and Installation of components. Desessary. 7.Plates assumes adequatedonboth drainage Is sed. ` fj``„ 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIII'III II II I III IIII IIIII I I I IIITPI/WfCA in BCSI,copies of which will be famished upon request. lines coincide with Joint center lines. --- 9.Digits indicate size of platete In Inches. MiTek USA,Inc./CompuTrus Software+7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXP)RES:12/31/201 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2= 0) 86 2-6=(-58) 82 6.5= 0 18 BC: 2x4 KDDF N1&8TR SPACED 24.0" 0:C. 2-3= -150) 0 5.7=(-70) 98 5-3= 0 52 WEBS: 2x4 KDDF STAND 3-4= 14) 44 3-7= -119 86 LOADING TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES OVERHANGS: 12.0" 0.0" 0'- 0.0" -33/ 317V -62/ 153H 5.50" 0.51 KDDF 625 LL = 25 PSF Ground Snow (Pg) 2'- 10.8" -108/ 72V 0/ OH 1.50' 0.11 KDDF ( 625 Connector plate prefix designators: 6'- 0.0' 0/ 88V 0/ OH 5.50' 0.14 KDDF ( 625) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IQOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 2 11-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' '1' '' MAX TL CREEP DEFL = -0.004" @ 2'- 3.8' Allowed = 0.159" -/ MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.129' 12 MAX TC PANEL LL DEFL = 0.006" @ 1'- 2.4" Allowed 0.196' M-4x6 MAX BC PANEL TL DEFL = -0.008" @ 3'- 9.4" Allowed = 0.201' 14.00 7 4 MAX HORIZ. LL DEFL = 0.005' @ 5'- 8.8" MAX HORIZ. TL DEFL = 0.006' @ 5'- 8.8' NOTE:Design assumes moisture content does 444N ..... nut exceed 19% at time of manufacture. CD Design conforms to main windforce-resisting e; system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, CO (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), v load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. 0 A.. AIIINAPI o� �� c immim BM 7 M-1.5x3 • c. MEMN Pi-3x4 c M-3x4 M-3x4 y 1, y 2-03-12 3-08-04 I y I I 1-00 j, 2-05-08 3-06-08 6-00 -1 I:J: I/play 1Mt�:17:19(;hglfiii'][!r1 JOB NAME : 5-A POLYGON NH - J3C ` � PROF*, Scale: 0.5570 c.;\ , IN,�- 4,, WARNINGS: GENERAL NOTES,unless otherwise noted: v /2 Zi �-7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual ' .921 I P E c" Truss: J3C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+, incorporation of component Is the responsibility of the building designer. '- '`'"' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). _,.r' DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ! Cr. 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON to SEQ. : 6037186 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G Zj NI'''. A. design loads be applied to any component. and are for"dry condition"of use. /may 4 y ,�a r.Q .4„ TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if c/ 1y cessary. fabrication,handling,shipment and installation of components. Dnesign assumes 41. . �1 4 g P Po 7.Design assadequate drainage is provided. `z Ft R"y 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be locatedonboth faces of truss,and placed so their center - - INVTCA In I,copies of ch will be furnished upon lines coincide with nt center Ines. II I I I II II I III 1111111111 M Te USA,(nCJCompuTru'Software 7.6.6(1 L)-Z request. 10.For basic connectoroiplate design values see ESR-1311,ESR-1988(MITek) 9.Diggs Indicate size of plate In inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" TC: 2x4 KDDF#18BTA IBC 2012 MAX MEMBER FORCES 9Wf16.5F(Cg0).08 LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-6=(•30) 39 6.5=( 0) 8 BC: 2x4 KDDF p1&BTR SPACED 24.0" O.C. 2.3=(-96) 0 5-7e(.43) 53 5.3=( 0) 49 WEBS: 2x4 KDDF STAND 3.4= •33 35 3.7=(-56 45 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0)LONDING TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES OVERHANGS: 12.0" 0.0' 0'- 0.0' -33/ 281V -44/ 117H 5.50' 0.45 KDOF 625 LL =25 PSF Ground Snow (Pg) 1'- 10.8' -144/ 97V 0/ OH 1.50" 0.16 KDDF ( 625) Connector plate prefix designators: 6'- 0.0' 0/ 62V 0/ OH 5.50' 0.10 KDDF ( 625) C,CN,C18,CN18 (or no prefix = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net( psf)yplift at 24 "or�pacinc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-11-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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 = 0.001' @ 1'• 4.2" Allowed = 0.069" 12 MAX TC PANEL TL DEFL = 0.004' @ 0'- 10.4' Allowed = 0.140' 14.00/ MAX BC PANEL TL DEFL = -0.013' @ 3'- 4.2" Allowed = 0.222' MAX HORIZ. LL DEFL = -0.002" @ 5'- 4.7' M-4x6 MAX HORIZ. TL DEFL = 0.002" @ 5'- 4.7' 11 NOTE:Design assumes moisture content does II not exceed 19's at time of manufacture. • �� o Design conforms to main d claddingresisting system and components and cladding criteria. M c Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, c4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), vload duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. et) co ... -_._ 7 -' 0 � r1ml ""4 0 M-1.5x3 or- 6 0 M-3x4 M-3x4 l 1• 1, y 1-03-12 4-00-15 0-07-05 y 1, y y 1-00 1, 1-05-08 4-06-08 y 'PROVIDE FULL BEARING:Jts:2,4.71 6-00 JOB NAME : 5-A POLYGON NH - J2C Scale: 0.6194 co.- lA_``y GINE.,�7���6:p WARNINGS: GENERAL NOTES,unless otherwise noted: 444 V 6 (1//IM491.- I' �f I+ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual Q' .CJ.`2"�7 E 1•^' Truss: J 2C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web braang must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �'" DES. BY: EE2'o.c.and at 10'o.c.respectively unless braced throughout their length by . is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). ,,."4111IFe,. DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. .�� AOREGON Ofit �4 . S E Q. :. 60371 87 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc noncorrosive environment, ^V design loads be appled to any component. and are for"dry condition"of use. /t TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 4 • 14 2 '3 fabrication, `1- febdcatlon,handkng,shipment and installation of components. necessary. V� 7.Design assumes adequate drainage is provided. ty ,i V 6.This design is furnished subject to the Fmitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center l 4 lin s ide with IIIIII VIII VIII I III'III VIII III I III'IIIMTTPe USA,InCINVTCA In JCompuTrus Software 7.6.6(1 L)Z I,copies of which will be furnished upon request. 10.Forbasicbasicconnectorplate design values see ESR-1311,ESR-1988(MITek)co int center Nnes. 9.Digits indicate size of plate in inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF1Cq=1.00 TC: 2x4 KDOF N1&BTA LOAD DURATION INCREASE = 1.15 1.2=( 0) 114 2-4=(0) 0 BC: 2x4 KDDF kt&BTR SPACED 24.0" O.C. 2-3=(-159) 91 IC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES OVERHANGS: 24.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -82/ 513V -57/ 192H 5.50" 0.82 KDDF ( 625 1'- 9.2" -113/ 294V 0/ OH 5.50" 0.47 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 11.8' -101/ 192V 0/ OH 1.50' 0.31 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (GOND 2' Design checked far net(3 put) uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.036' @ -2'- 0.0" Allowed = 0.200' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043" @ -2'- 0.0' Allowed = 0.267' MAX BC PANEL LL DEFL = 0.007' @ 1'- 0.1' Allowed = 0.054' MAX BC PANEL TL DEFL = -0.008" @ 1'- 0.1' Allowed = 0.072' MAX HORIZ. LL DEFL = -0.001' @ 7'- 11.1' MAX HORIZ. TL DEFL = -0.001' @ 7'- 11.1' f- NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 ') system n andfcomponents s to landlcladdingrcriteria. 7.00 17- Wind: 140 mphhe21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=l"� Truss designed for wind loads in the plane of the truss only. m 0 in 0 'CD- CO ro 0 o/- -� c 2=� 4►� M-3x4 A- . . y y ; 2-00 2-00 5-11-13 (PROVIDE FULL BEARING;Jts:2.4,3l JOB NAME : 5-A POLYGON NH - SJ2 �t >Vt� PRpr SS Scale: 0.4859 �� �'�1�Z�� /0� WARNINGS: GENERAL NOTES,unless otherwise noted: ('' r7' 17 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 4. .92•SPE re Truss: SJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper "', 2.2x4 compression web bredng must be Installed where shown+, incorporation of component is the responsibility of the building designee f 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ��Yr» 2'o.c.and at 10'sc.respectively unless braced throughout their length byjmw.^-- DES. By: E E s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "."4111.11P. ." DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ♦ /. l� SEQ. : 603 7188 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. = OREGON 4 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used in a non-corrosive environment, �1 design bads be applied to any component. and are for"dry condition"of use. - }v' r�,0 0..L TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Decessa assumes full bearing at all supports shown.Shim or wedge if Q 4 fabrication,handing,shipment and installation of components. ry. "x e�t3 I I ,. g P Po 7.Design assumes adequate drainage is provided. a.This design Is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II I I 11111 IIII II IIII III IIII TPI/WTCA In BCSI,copies of which will be furnished upon request. Digitsgit coincide with joint centerte lines. 9.linenindicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 III All This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS , TRUSS SPAN 3'- 11.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0 114 2-4=(0) 0 BC: 2x4 KDDF k1&BTR SPACED 24.0' 0.C. 2-3=(-90) 48 IC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES OVERHANGS: 24.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0" -160/ 578V -30/ 119H 5.50" 0.92 KDDF ( 625) 1'- 9.2" -123/ 82V 0/ OH 5.50" 0.10 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'• 11.8" -44/ 94V 0/ OH 1.50" 0.15 KDDF ( 625) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc M,M2OHS,M18HS,d16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (COND. 2: Design checked for net(-5 psf) uplift at 24 "ac spacing.) REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.036' @ -2'- 0.0' Allowed 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043' @ -2'- 0,0' Allowed 0.267' MAX BC PANEL LL DEFL = 0.003' @ 1'• 0.1' Allowed = 0.054" 12 MAX TC PANEL TL DEFL = 0.007' @ 1'- 5.1" Allowed = 0.407" 7.00 MAX HORIZ. LL DEFL = -0.000' @ 3'- 11.1' -/ MAX HORIZ. TL DEFL = -0.000' @ 3'- 11.1" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 m ht h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 o lAll Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), oad duration factor=1.bt Truss designed for wind loads o in the plane of the truss only. N N 4) O co F c)/-- 211111A-411111 41111.--- � M-3x4 1 ), y 1, 1, 2-00 2-00 1-11-13 'PROVIDE FULL BEARING:Jts:2,4,31 ,i\c.0 PR04 JOB NAME : 5-A POLYGON NH - SJ1 Scale: 0.6869 5' ' GINaS (P WARNINGS: GENERAL NOTES,unless otherwise noted: 4// y /21/[77 *'$y 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 4t. .92 /PE I" T r ii S S• SJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper J 2.204 compression web bradng must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 411,,,,,,00'''' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• EE 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,,..04.480100.,- DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ! [,C• /� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -39 OREGON toSE Q 6037189 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncy orrosive environment, dd,I \ `�A.� design loads be appEed to any component. and ere for"dry condition"of use. / •1 3. 2Q T TRANS' I D: 406556 5.CompuTrus has no control over and assunars no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If C 1 4 .dQ' fabrication,handling,shipment and Installation of components. Desessary. .4 9 Po 7.Design assumes adequate drainage is provided. "r lit41♦0- 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II II 11111111111111111111111 TPINVTCA In BCSI,copies of which will be famished upon request. Digit coincidentwith joint aIn Inches.9.Digits Indicate size of plate in Inches. M MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIOIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 9.5° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF @18BTR LOAD DURATION INCREASE = 1.15 1-2= 0) 72 2.5=(-37) 50 3.5=(-178) 140 BC: 2x4 KDOF @16BTA SPACED 24.0" O.C. 2-3=I-82) 64 WEBS: 2x4 KDOF STAND 3-4= -7) 3 LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT n= 12'OC. UON. DLON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 24.0" 0.0' 0'- 0.0" -128/ 546V -22/ 80H 5.50" 0.87 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.5' -27/ 235V 0/ OH 5.50" 0.38 KDDF 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing I BOTTOMVERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 CHORD CHECKED FOR 10PSF LIVE LOAD. TOPAllowed = w MAX LL DEFL = 0.040" @ -2'- 0.0' Allowed = 0.200 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267° MAX TC PANEL LL DEFL = 0.059" @ 3'- 1.6" Allowed = 0.318" 5-05-12 0-03-12 3-12 MAX TC PANEL TL DEFL = -0.072" @ 2'- 11.4" Allowed = 0.476" 12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 5.8" MAX HORIZ. TL DEFL = 0.000° @ 5'- 5.8" 4.00 is- NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M-1.5x3 Design conforms to main windforce-resisting 4 system and components and cladding criteria. Wind: 140 mpht h=20.1ft, TCDL=4.2,BCDL=6"0, ASCE 7-10 Z load =411,4=i% Cat.2, Exp.B, MWFRS(Dir), Truss designed for wind loads N in the plane of the truss only. c, v el" O N N '.-/-(h IC 0 2 5 1 M-3x4 M-1.5x3 A- 5-05-12 0-03-12 2-00 5-09-08 JOB NAME : POLYGON PLAN 5A NH - H2 <(.. PROFe6s Scale: 0.6156 ELA~GJ• . 1r/////..9 (Ny WARNINGS: GENERAL NOTES,unless otherwise noted: / f////lyryQ O-xf H2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual T-9211 e PE 1'' Truss: H2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designers' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: EE is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.such ativ y unless braced throughout their length by � Ire p ty permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,.+" VW,• " DATE: 9/3/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f /� CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7_ OREGONI �,(0: S E Q corrosive environment, ik design loads be applied to any component and are for"dry condition"of use. / .q TRANS I D: 407311 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if a . 14 S ��'E- fabrication,handing,shipment and installation of components. necessary. A.. 1 S 7.Design assumes adequate drainage Is provided. 'v, LS b y i -- 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center +l fl L 111111 1111111111111 III 11111 III IIITPWVTCA In BCSI,copies of which will be furnished upon request lines coincide with joint center Ines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Wok) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 7.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' 0.C. 2-3=(-57) 13 IC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES OVERHANGS: 24.0' 0.0' TOTAL LOAD= 42.0 PSF 0'- 0.0" -144/ 476V 0/ 48H 31.00' 0.76 KDDF ( 625` 1 2'- 6.2" -29/ 61V 0/ OH 1.50" 0.10 KDDF625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 2'- 7.0' -70/ 22V 0/ OH 0.00' 0.00 KDDF ( 625` C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) Mplift at 24 'oc s acing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.040" @ -2'- 0.0' Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043' @ -2'- 0.0" Allowed = 0.267' 12 MAX HORIZ. LL DEFL = -0.000" @ 2'- 6.2" 4.00 MAX HORIZ. TL DEFL = -0.000" @ 2'- 6.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, load duration factor=1.6 f 3 Truss designed for wind loads in the plane of the truss only. '' NI- 0 Cd N O T o� �_�� c:, W 4 1 M-3x4 y ,1 y 2-00 2-07 JOB NAME: POLYGON PLAN 5A NH - H1 ,,Y` ' Ico N fibs, Scale: 0.7786 '`/3/1r D" WARNINGS: GENERAL NOTES,unless otherwise noted: 4.t F q 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual 4t' ;92 s•PE r Truss: H1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. �1,�p 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,I" .+ DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 9/3/2014 responsibilitybuilding designer. continuous0Iactsi ing such l bracingas cingo required sheathing(TC)where s shownor drywall(BC). ' r C' the overall structure is the of the 3.2z Impact bridgingor lateral re wired where ++ � 4.No load should be app8ed to any component until after all bracing and 4.Installation of truss is the responsiblity of the respective contractor. ••ff OREGON to SEQ. : 6048199fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,, "! Nik A. TRANS I D: 40731 1 design loads be appted to any component. and are for"dry condition"of use. /h so 4r 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge if V 1 4 ��1 fabrication,handling,shipment and installation of components. Dnecessary. 44 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage is truss,ed. 'P R`�`„ II I I I III I Milli III i III I III III III 9 8.Plates shall be located on both faces of and placed so their center TPIANfCA in BCSI,copies of which will be furnished upon request lines coincide with Joint center lines.9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015