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Plans (389) momma \J � SW U~,'k.�-��Q1' 't} ' MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-343_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: R45642845 thru R45642860 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. �(?E0 PR°FFss ‘AGf NEtcR 87022PE 9c- o y 'oj, OREGON 2� < ' AMBER �O C`S A. HEk EX' ' :06/30/ / 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 R45642845 PL15-343_UPPER F01 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 13 08:51:58 2015 Page 1 ID:j7axn40sHnThIyaUAczw0szX1 UY-8NEyW14gRLFddvIFEhBm14aAVwwQ4nAz2y8K8yTrIV I 2-6-0 II 2-2-9 1 1 1-2-0 I I 2-4-11 I Scale=1:28.6 1.5x3 II 3x5= 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 3x5 = 1.5x3 II 1 2 3 4 5 6 7 8 e- e / � \ e o o N N 4. 13 12 11 10 `� 3x4= 3x8= 3x4= 3x4 = 3x4= tt 10-8-1 11-4-9 I 9-11-9 0.711 1101:7%1 1017 0 1 1 156-0-32 I 9-11-9 0-7-0 0-1-8 Plate Offsets(X,Y)— [10:0-1-8,Edgel,[11:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.40 11-12 >487 360 BCLL 0.0 Rep Stress lncr YES WB 0.56 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=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. �-p`Ep P R OFFS, �c\�� SNI;,INEF9 cSj0�9 w 87022PE r--- co N cv — N 7 �ATOREG N cy�O4v .pO ‘M8ER \1 On A. HE?`�P EXPIRES:06/30/2017 October 13,2015 4 4 a.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 MTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not tp a truss system.Before use,the building 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 temporary and permanent bracing Milek 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/IPI1 Qualify Criteria,DSB-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 R45642846 PL15-343_UPPER F02 FLOOR 5 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:58 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-8NEyW14gRLFddvIFEhBml4etVOMQ6mAz2y8K8yTrIV 1 1-6-0 1 1-3-4 11 0.8-3 1 I 2-3-0 I I 1-2-0 1 I 1-0-5 I 2-6-0 1 Scale=1:27.7 1.5x3 II 3x4= 1.5x3 11 3x4= 1.5x3 11 3x4= 1.5x3 11 3x4= 1.5x3 11 1 2 34 4 5 6 7 8 9 10 e - - -Ze- o 11111%444rfi r 4414444N J ° o - o e e e o 17 15 14 13 12 11 3x4= 3x6= 4x5 = 3x5= 1.5x3 11 3x4 = 3x4= 1 3-0-4 I 15-10-12 3-0-4I 12-10-8 Plate Offsets(X,Y)— 17:0-1-8,Edge],112:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.07 13-14 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.29 Vert(TL) -0.10 13-14 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.01 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:74 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 6-0-0 oc bracing. REACTIONS. (lb/size) 16=1266/0-5-8,17=-335/Mechanical,11=456/Mechanical Max Uplift 17=-426(LC 4) Max Gray 16=1266(LC 1),17=4(LC 3),11=457(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/1294,3-4=0/750,4-5=0/750,5-6=-1002/0,6-7=-1002/0,7-8=-1099/0, 8-9=1099/0 BOT CHORD 16-17=-664/0,15-16=-1294/0,14-15=0/331,13-14=0/1099,12-13=0/1099,11-12=0/890 WEBS 3-16=718/0,2-17=0/798,2-16=-882/0,5-14=0/737,5-15=-1177/0,9-11=-960/0, 9-12=0/379,3-15=0/856 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. 4)CAUTION,Do not erect truss backwards. <��Ea PR Op �c�� ANG i NFFR ,&2 Q 8 I 2PE /9r ySAT OREGO ti� 44/ �On�M$ER 0� �O `., A. He¢�P EXPIRES:06/30/2017 October 13,2015 ®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 MiTeki connectors.This design is based only upon parameters shown,and is for an individual building component,not IS a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing !Alibi(' 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/SPll Quality Criteria,DSB-89 and BCSI 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 R45642847 PL15-343_UPPER F03 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mirek Industries,Inc.Tue Oct 13 08:51:59 2015 Page 1 ID:j7axn40sHnThIyaUAczw0szX1 UY-dZoKir2iRIT6FnUyoxCQJFdkUvGo9WJBihhtbyTrlU I 2-6-0 I I 2-5-1 1 1 1-2-0 1 1 2-4-11 I Scale=1:28.9 1.5x3 II 3x5= 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 3x6 = 1.5x3 11 1 2 3 4 5 6 7 8 '-' 0.01.11.11.11.1...... 11111111111111111411411414441. 111111141111111141111141111111111111111 - ." grim o a e Ne- . e 1 12 11 10 9 3x4= 3x8= 3x4= 3x5= 3x4= 10-10-9 rI 11-7-1 I 10-2-1 10_01131 f 1-5-9 1 1 16-7-4 I 10-2-1 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y)— [10:0-1-8,Edge],[11:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud 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 Incr 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=-2508/0,3-4=-2508/0,4-5=-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=0/1041,4-12=-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. '<<.:1 RF c O P ©� ss �c\� �cNG[NEF'7 X01" 87022PE r 7 N r� N �Aj, OREGSN (y5 O� 'AO EMBER �1 �S A. Heck EXPIRES:06/30/2017 October 13,2015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. M, 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 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MITekT 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/TPI1 Quality Criteria,DSB-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 R45642848 PL15-343_UPPER F04 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:59 2015 Page 1 ID:j7axn40sHnThIyaUAczw0szXl UY-dZoKir2iRIT6FnUyoxCQJFdgXvD69WMJBihhtbyTrrU I 2-3-0 I 1 1-4-11 ii 1-2-0 11 1-0-9 1 2-6-0 I Scale=1:31.6 1.5x3 I I 3x6= 1.5x3 II 3x4= 1.5x3 I I 3x4 = 1.5x3 I I 1.5x3 I I 4x5= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 _,04404,400.400004„ _ 10000.0000000eo _ o e • 001 'N-. JeLN oe ee 4 0 1 15 14 13 12 11 3x4= 3x8 = 3x5= 3x4 = 4x4 = 3x4 = 14-3-11 I 13-1-11 13-8-111 I 18-1- 13-1-11 0-7-0 0-7-0 3-9-9 Plate Offsets(X,Y)— 112:0-1-8,Edge],113:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft 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/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=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=-2635/0,4-5=-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. �((, O PROFFS, 14G.4c' 04G]NEF9 /q2 870 2PE 7 L '0j, OREGO ti OI 0,--1EMBER .% S A. H ERCP EXPIRES:06/30/2017 October 13,2015 % H ®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 h based only upon parameters shown,and is for an individual building component,not �q a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` C 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/TPIl Quality Criteria,DSB-89 and SCSI Building Component Safety 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 R45642849 PL15-343_UPPER F05 Floor 9 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:00 2015 Page 1 ID:j7axn40sHnThIyaUAczw0szX1 UY-51MiwB2KC2bztw38MfjjfrS9u5JbVuvuTQMRF P 1 yTrIT I 1-3-0 1 1 1-1-1 1 1 1-20 I I 2-4-15 I 2-6-0 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 m ,2": e e 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 1057-0913-7m 5-0.96 20-9-8I 14-5-9 0-7-0 -7-0 5-1-15 Plate Offsets(X,Y)— [12:0-1-8,Edge],[18:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d 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=-4.495/0,9-10=-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. �\�<��GP 4- `s/0 2 Q� 87022PE 9r yN ,0/ N �Aj, OR EG N rye Ow 9O */8ER \‘ OSA. HO\ EXPI RES:06/30/2017 October 13,2015 t _ ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE P111-7473 rev.10/032015 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 �p a truss system.Before use,the building 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 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/TPIT Quality Criteria,DSB-89 and BCSI Building Component Safety 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 R45642850 PL15-343_UPPER Foe Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:01 2015 Page 1 ID:j7axn40sHnThIyaUAczwOszX1 UY-Zxw57X3yzMjgU4eKwMEuOgiAJi57dZUcfoAoxTyTrIS 1-4-n 2-6-0 I 1 1.5x3 II 2 3x4= 3 1.5x3 II _= Scale=1:8.7 111 II I Aiii,10111 l,lI1 0 N r ' I 5 =' 4 3x4= 3x4= r-8I 4-1-0 -8 3-11-8 I LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft 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. (lb)-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. <° ‘ik0 PROFFss 870 2PE vo 9t 7 N >" SATOREG•N (yam <l// OS A. He?, EXPIRES:06/30/2017 October 13,2015 iIMMO 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 Mirek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not �e a truss system.Before use,the building 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 temporary and permanent bracing M 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/1911 Qualify Criteria,DSB-89 and BCSI 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 Job Truss Truss Type Qty Ply POLYGON R45642851 PL15-343_UPPER F07 Floor 5 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 13 08:52:02 2015 Page 1 ID:j7axn40sHnThIyaUAczwOszX1 UY-18UTKt4akgrh6EDXU317wtFEy6GyMs8mtgwLTwyTrIR 1 1-7-12 1 1 1-8-15 1 1 1-2-0 11 1-4-9 1 1-6-0 I 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 1.1 r _ ! o e / 41411111411114411141111141 aa / _ O e e e e e ee e e i _ W, 19 OM 16 15 14 13 3x4 II 3x6= 3x8= 3x5= 3x5= 1.5x3 II 3x4 = 3x4= 1 1-10-12 2-114 17-5-4 I 1-10-12 0-1-8 19-5-0 Plate Offsets(X,V)- [2:0-3-0,Edge],(8:0-1-8,Edge],[13:0-1-8,Edge],[19:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud 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 IBC2012/TPI2007 (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. �,Wd PR oFCC�, 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ��\�t ANG I N- cSjO�� LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 $ I 2 P E , r Uniform Loads(plf) Vert:12-19=-8,1-11-80 , Concentrated Loads(lb) (f) CVVert:1=-304(F) 4. (n\ / -y >, OREGO el, 9C, `iii '\1 �S A. Heck EXPI RES:06/30/2017 October 13,2015 i mi ®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 MiTekv connectors.This design b based only upon parameters shown,and is for an individual building component,not t9 a truss system.Before use,the building 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 temporary and permanent bracing Milel 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/TPI1 Quality Criteria,DSB-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 R45642852 PL15-343_UPPER F08 Floor 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:02 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-18UTKt4akgrh6EDXU317wtFLO6PFMzVmtgwLTwyTrIR I 2-6-0 10-5-10 1 1 1-2-0 I I 1-4-14 Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4= 3 4 53x4= 6 "‘ 0 0 Ne, �e/ e e ef 10 9 e 8 e 3x4 = (� 3x4= /✓�/ 3x4= 3x4= I 3-1-2 31-1�0 3-9-10 I 4-4-10 4]6-2 8-6-8 I 3-1-2 0-1- 0-7-0 0-7-0 0-1- 4-0-6 Plate Offsets(X,Y)— [8:0-1-8,Edge],[9:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 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 BCLL 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 Ib 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. <jk° P R pFFss 743INE \ `z 87022P, !: i . _ >" y -0j, OR GON (5 9C) AMBER 1' �`.3A. HE-C) EXPIRES:06/30/2017 October 13,2015 t AA , A 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 MTek&connectors.This design is based only upon parameters shown,and is for an individual building component,not �s a truss system.Before use,the building 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 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/IPli Quality Criteria,DSB-89 and BCSI Building Component Safety 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 R45642853 PL15-343 UPPER F09 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:02 2015 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-18UTKt4akgrh6EDXU317wtFL26Q_M?fmtgwLTwyTrIR I 2-6-0 I 0-S-6 I 1 1-2-0 I I 1-7-2 Scale:1"=1' 11.5x3 I I 2 3x4 = 31.5x3 I I 4 3x4= 51.5x3 I I 0 0 N A r \\\\\ e 1.5x3 I I /KC 9 8 7 6 3x4= 3x4= 3x4= I 3-0-14 31-21 3-9-6 1 4-4-6 1 6-2-8 1 3-0-14 0-1- 0-7-0 0-7-0 1-10-2 Plate Offsets(X,Y)— [4:0-1-8,Edge],[8:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) l/defl Ud 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 IBC2012ITPI2007 (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. (lb)-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. ��,E0 PROFFs6' �c:;..co NGiNEF7 /o2� 870 2PE y`J' />"NNI �Aj, OREGO rte O<U • 90 AMBER \�' OS A. Heck EXPIRES:06/30/2017 October 13,2015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/032015 BEFORE USE. Milli 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 building design. Bracing indicated is to 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/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 1 Job Truss Truss Type Qty Ply POLYGON R45642854 PL15-343_UPPER F10 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:03 2015 Page 1 ID:j7axn4osHnThlyaUAczwOszX1UY-VK1rYC5CVzzYkOojlnHMT5nQtWc?5LTv6KgvoMyTrIQ 1 2-3-0 1 1 1-7-11 I I 1-2-0 1 1 1-4-9 1 1-6-0 1 Scale=1:26.9 1.5x3 11 3x5= 1.5x3 11 3x4= 1.5x3 I I 3x4= 1.5x3 11 3x5= 1.5x3 11 1 2 3 4 5 6 7 8 9 e - o / o e + o O \ / N e e 1` 14 13 12 11 3x4= 3x6= 3x6= 1.5x3 11 3x4= 3x4= 12-3-11 I 11-1-11 P 1-8-11 1 1 15-5-4 11-1-11 0-7-0 n-7-0 1-1-9 1 Plate Offsets(X,Y)— [6:0-1-8,Edge],[11:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.18 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.71 Vert(TL) -0.28 12-13 >663 360 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight 70 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) 15=673/0-4-4,10=673/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2121/0,3-4=2121/0,4-5=-2434/0,5-6=-2434/0,6-7=1775/0,7-8=-1775/0 BOT CHORD 14-15=0/1291,13-14=0/2467,12-13=0/1775,11-12=0/1775,10-11=0/925 WEBS 7-11=-417/0,2-15=-1416/0,2-14=0/910,4-14=-380/0,5-13=-274/0,6-13=0/820,8-10=-1112/0,8-11=0/1049 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. �<<-��D P R p�Fsts �c. �NGiNEF4, /(2 cc ji87022PE 9r ( N 7 )s OREG N ti� �N �O EMBER ,\1 �O On A. HEP`�P EXPIRES:06/30/2017 October 13,2015 t WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE III-7473 rev.10/03/2015 BEFORE USE. 1/1111. Design valid for use only with Mirek0 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 building design. Bracing indicated B to 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI 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 Job Truss Truss Type Qty Ply POLYGON R45642855 PL15-343_UPPER Eli Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:03 2015 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-VK1 rYC5CVzzYkOoj 1 nHMT5nVTWIK5Qgv6KgvoMyTrIQ I 2-6-0 10-5-10 I I 1-2-0 I I 1-6-14 I Scale=1:16.4 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4 5 6 0 O N N04 e ° e e 3x4= 1d 9 8 3x4= 3x4= 3x4= I 3-1-2 3-2-10 3-310 I 4410 4]6-12 8-8-8I 3-1-2 0-1- 0-7-0 0-7-0 0-1-8 4-2-6 Plate Offsets(X,Y)— [8:0-1-8,Edge],[9:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud 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. V PROF 2 �� 87022PE 9r N 7 ��), OREGO (o 4N O Son 13ERON Pc' `S A. HE?` EXPIRES:06/30/2017 October 13,2015 1 , WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mill.,- 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 verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking 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/TPI1 Quality Criteria,DSB-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 R45642856 PL15-343_UPPER F12 Floor 6 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:04 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-zVWDIY5rGH5PLYNvbUob?IKcYwzDgoB2L_PSYoyTrIP I 2-6-0 2-3-5 1 1 1-2-0 I I 2-4-11 I 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 6 7 8 No / IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII\ 11114411111111 a a / • O N O e ee - 1 12 11 10 3x4= 3x8 = 3x4= 3x4= 3x4= 10-8-13 11-5-5 I 10-0-5 10-po{13 11-3-131 I 16-5-8 I 10-0-5 0-98 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y)— [10:0-1-8,Edqe],[11:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud 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/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=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. '(CEO P R 0, ss Q�c\cJ ENG]NER /D�'y 8 12PE / r 7 N 7 'o)., OR EGO (f' <U 9O �4BER \1 " On `S A. HEp`�P EXPIRES:06/30/2017 October 13,2015 t I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. MN, Design valid for use only with MSeMB 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 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 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/TPI1 Quality Criteria,DSB-89 and SCSI Building Component Safety 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 R45642857 PL15-343_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 08:52:04 2015 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-zV4 DIY5rGH5PLYNvbUob?IKYhww3gnT2L_PSYoyTrIP I 2-3-0 1 11-4-11 1 1 1-2-0 11 1-2-5 2-6-0 I . Scale:3/8"=1' 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 4x5 = 1.5x3 II 1 2 3 4 5 6 7 8 9 10 2 N a a e \ 'e e 1-- 15 14 13 12 7jX�? 3x4= 3x8 = 3x5= 3x4= 4x4= 3x4=- 14-3-11 14-3-11 I 13-1-11 13-8-111 1 18-3-0 I 13-1-11 0-7-0 0-7-0 3-11-5 Plate Offsets(X,Y)— [12:0-1-8,Edge],[13:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) I/deft L/d 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 Incr YES WB 0.61 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=797/0-4-4,11=797/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2664/0,3-4=-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. Strongbacks to be attached to walls at their outer ends or restrained by other means. eco G N -,Q `r�0 Ki 87022PE r N 5.y SAT OREGO ryo tvu �O �c4BER 1\ ‘O OSA. HO\ EXPIRES:06/30/2017 October 13,2015 t _ ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED AOTEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MlTekSO connectors.This design is based only upon parameters shown,and is for an individual building component,not �Q a truss system.Before use,the building 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 temporary and permanent bracing Mil"e'Ak$ 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/TP11 Quality Criteria,DSB-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 R45642958 PL15-343_UPPER F14 Floor 6 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:05 2015 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-Rj9bzu6T1 bDGzix69CJgYWfoWKMsZ14Cae904EyTrIO 2-0.0 I I 1-10-1 I I 1-2-0 I I 2-5-3 Scale=1:21.0 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 3x4= 7 0 N ° e o- u �J�f 1,1 11 10e 9 u�7 3x4= 3x5= 3x4= 1.5x3 II 3x4= I 8-2-9 18-9-9 I 9-4-9 I 12-0-12 8-2-9 0-7-0 0-7-0 2-8-3 Plate Offsets(X,Y)— [6:0-1-8,Edge],[10:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d 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 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) 12=525/0-2-8,8=525/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1397/0,3-4=-1397/0,4-5=-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. <<-\\ PR°FFss c�5 �NG]NE -9 /a2 870 2PE 444 pr' N � 7Aj, OREGON ti; i C� OBER 11 �`J A. HERCP EXPIRES:06/30/2017 October 13,2015 t , a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 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 �o a truss system.Before use,the building 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 temporary and permanent bracing Frei(' 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/7P11 Quality Criteria,DSB-89 and BCSI Building Component Safety 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 R45642859 PL15-343 UPPER FG1 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:06 2015 Page 1 ID:j7axn4OsHnThlyalJAczwOszX1 UY-vvjzAE75ouL7brWljvg35jP2XjoSIpQLoluZchyTrlN 1-4-12 l 1-4-0 1 1 1.5x3 II 2 3x4 = 3 1.5x3 II Scale=1:8.7 0 N ,< r { 5 4 3x4 = 3x4= I 2-11-12 I 2-11-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft 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/TP12007 (Matrix) Weight:15 Ib 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) 4(" .NG N F'7 SSD 2 c, 870 2PE 91' 5. N n� 'e <C /�), OREGsN ryO� M10R � OS� 1 A. HECk EXPIRES:06/30/2017 October 13,2015 3 _ WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 5111-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTeh®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 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M Tekt 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/TPI1 Quality Criteria,DSB-89 and SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus HeiaMs,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642860 PL15-343_UPPER FG Floor Girder 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 13 08:52:05 2015 Page 1 I ID:j7axn40sHnThIyaUAczwOszX1 UY-Rj9bzu6T1 bDGzix69CJgYWtgOKQEZKsCae904EyTrIO 1-6-0 I 1-5-10 I I 1-2-0 I I 1-4-14 I 2-6-0 Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 I I 1.5x3 I I 1 23x4 = 11 3 4 53x4= 6 0 c, A 7.- N e e e e e 3x4= (� 1C11 9 8 3x4= 3x4= 3x4= I 3-2-10 1 3-9-104-4-10 4-410 I 668 I 3-2-10 0-7-0 0-7-0 4-1-14 Plate Offsets(X,Y)— [8:0-1-8,Edge],[9:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 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 Incr NO WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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=-926/0,4-5=-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 3-10(1(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 Loads(plf) P� ��0 QFe rr Vert:7-10=-8, <C•1-6=-80 � o ' Concentrated Loads(Ib) ' ' NG[N'= 9 �p Vert:11=-169(B) �r ' 87022PE 9r N N 7 �Aj, OREG N ti� 1v� 9O AMBER '`i " OSA. HO; 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.10/03/2015 BEFORE USE. MIll Design valid for use only with MTeks 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 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mileks 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/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Symbols b rin System General fety Notes PLATE LOCATION AND ORIENTATION 1 /4 s " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damageor Personal In offsets are indicated. I Ijury ran= Dimensions are in ft-in-sixteenths. 1114bh,. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 2. Truss bracing must be designed by an engineer.For 0-1/16" 4 wide truss spacing,individual lateral braces themselves 0 may require bracing,or alternative Tor I _� U p bracing should be considered. O li U 3. Neverckexceed the inadequately uatloaelygraced and never stack materials on inadequately braced trusses. O- 4. Provide copies of this truss design to the building 1. For 4 x 2 orientation,locate C6-7 I- designer,erection supervisor,property owner and plates 0 'Ad' from outside BOTTOM CHORDS all other interested parties.11‘ 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 required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connectorlates. THE LEFT. p 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. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE 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 relyon lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, 9 or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. V..., 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint 16.Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. ® number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. ler 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. M M is not sufficient. Teko BCSI: Building Component Safety Information, 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 40'-0' 11-11 GARAGE RIGHT I -'4 n R st n 4 R n 4 g q AR, ASJ1 — ASJ1 —I-1"v ASJ2 -- L / ,, . , ASJ2 8:12V' AHI(2) " . /v AH3 , AHaC AH5C AH6 1r AH7 '* .... Al (4) Di _ AH7 // AH6 6:12 8:12/ �- _ ® AH4 ® 8H3 7 / BH2 _ 6:1! RN1(9) — 2 (2) E,(3) •�z 8:12 D, -- ^ � 6:12 I v 4� • ■ 8 CONFORMS TO DESIGN CONCEIT f— / / :1 t 8' it, ❑ CONFORMS TO DESIGN CONCE kITh Io REVISIONS AS SHOWN ©X CONFORMS TO DESIGN CONCEPT —1 El NON-CONFORMING-REVISE ANU RESUBMIT ©CONFORMS TO DESIGN CONCEPT WITH �� r�1 SHOP DRAWING HAS BEEN R VIEWED FOR GENERAL CONFORMANCE REVISIONS NOTED GV 5'S"'H i>f DFSIGN DINDFPT ON AND DOES NOT RELIEVE THE 0 NON CONFORMING REv5E&RESUBMIT 91-6' F,ADR1GATOF/VENDGA PECO'J,;E=L:TY FDR GuPJFOA'J.ANCE`i,IITH DES:3:DR.A1t_'du"S AN oFE FI AT:D'do A.LL^F o'�I<:DH HAVE 7?IORITV B._CODES c,Wy. ,,_ Jnr ff. OVER ISS SHOP DRA,JI dG. CO RAu R SHALL';ERIFY ALL DIf/EP.SIDNS, By alexia Fokm Date 9/22/14 L `wy By: Todd R. Eaton Date: September 19, 2014 MILBRANDT ARCHITECTS CT E N G I N E E R I 1 © 9ht CompuTrus Inc.2006 BUILDER. ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/31/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND PROJECT TITLE. REVISION-1: DRAW NGS FOR.TRu ALL FIE/RTER PLAN 5-B COFFER DESIGNER/ENGINEER pawn DES ONSIBLE F RAL OF RECORD �. PLAN. DRAWN BY JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS umber 5 / B TO TRUSS CONNECTIONS.BUILDING CHECKED BY. DESIGNER/ENGINEEROF RECORD TO & TRUSS REVIEW ANDIOR COVE OF T 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. 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). 4. '' IN 'b I. � " . # ; t P eI An, �.. :7! 7 4 X41.266.4 , '� t "` 1 ' EXPIRES 6r.3011S IIIIIIIIHIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 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) 42 2-10=(-958) 2635 3.10=(-31B) 336 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3001) 1231 10-11=(-697) 2186 10- 4=(-120) 564 WEBS: 2x4 KDDF STAND 3- 4=(-2717) 1165 11-12=(-716) 2136 4.11=(-785) 486 LOADING 4- 5=(-1912) 966 12- 8=(-960) 2567 11- 5=(-551) 1293 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1912) 966 11. 6=(-785) 486 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2717) 1165 6.12=(-120) 565 TOTAL LOAD = 42.0 PSF 7- 8=(-3001) 1231 12- 7=(-318) 336 OVERHANGS: 10.0" 10.0" 8- 9=( 0) 42 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -276/ 1775V -226/ 226H 5.50" 2.84 KDDF ( 625) 40'- 0.0" -276/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) ICOND. 2: Design checked for net(-5 Dsf) uplift at 24 "oc spacing,) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.178" @ 20'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.330" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.070" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.117" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES 20-00 20-00 NOT EXCEED 19% AT TIME OF MANUFACTURE. f T Design conforms to main windforce-resisting 7-00-05 6-05-13 6-05-13 6-05-13 6-05-13 7-00-05 system and components and cladding criteria. 12 12 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 1.----- M-4x6 \I 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 4.0" Truss designed for wind loads /- 5 ,r+' in the plane of the truss only. M-5x6(S) "44M-5x6(S) 3.1 0.25" 0.25" CO) 0 c 0o M 1.5x4 A11410M-1.5x4 iler/A M CO O (O V se ` -,-�"4 O cp o `' -3x8 M-3x4 16.25" M-3x4 M-3x8o M-5x8(S) y 1, ), y y y y 10-03-04 9-08-12 9-06-12 10-03-04 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - Al Scale: 0.1552 \ o P Q ��f� WARNINGS: GENERAL NOTES,unless otherwise noted: `� j -{ 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 f7 Truss': Al 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. r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathingsurespectively h atsv hood sheath braced throughoutsheathing(TC) del wall r BC h by M! DATE: 7/11/2014 p 9(r s n ( ) /`w Q. the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ I� 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 to SEW. : 5992791 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,. r�TK ly, design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports / 'Q)� 2,0 s shown.Shim or wedge if 11/ ' 14, fabrication,handling,shipment and installation of components. necessary. .yrj *ttyyt�-� P 7.Plates assumes adequate ne drainagehfaces is truss, +::r-y r 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 IIIIII VIII II II IIII I I I VIII VIII IIII IIII TPIPA rCA in BCSI,copies of which will be furnished upon request. git coincide with jointcenter che. 9.Digitssindsize of tplate in inches.. MiTek USA,(1C./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1371,ESR-1988(MiTek) EXPIRES.121331+/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 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) 42 2.12=(•1420) 2608 12- 3=( 0) 291 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(•3048) 1745 12-13=(-1422) 2605 3.13=(-547) 259 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-2505) 1688 13-14=(-1231) 2235 13- 4=(-102) 534 IC LATERAL SUPPORT <= 12"OC. UON. 4- 5=( -597) 766 14.15=(•1231) 2235 13- 6=(-348) 150 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1683) 1035 15-16=(-1449) 2605 14- 6=( 0) 311 BC LATERAL SUPPORT <= 12"OC. UON, DL ON BOTTOM CHORD = 10.0 PSF 5. 7=( -481) 778 16-10=(•1447) 2608 6-15=(-348) 150 TOTAL LOAD = 42.0 PSF 6- 8=(-1683) 1035 8-15=(-102) 534 NOTE: 2x4 BRACING AT 24"OC UON. FOR 7- 8=( •597) 766 15- 9=(-547) 259 ALL FLAT TOP CHORD AREAS NOT SHEATHED $ LL = 25 PSF Ground Snow (Pg) 8- 9=(-2505) 1688 9-16=( 0) 291 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0.1 =(•3048) 1745 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012 10.111=( 0) 42 OVERHANGS: 10.0" 10.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0° -460/ 1775V -197/ 197H 5.50" 2.84 KDDF ( 625) Unbalanced live loads have been 40'- 0.0" -460/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) considered for this design. Connector plate prefix designators: 'COND. 2: Design checked for net(-5 ssf) uplift at 24 "oc spacing.' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.001" @ 0'--10,0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0,111" MAX LL DEFL = 0.235" @ 22'- 7.4" Allowed = 1.954" MAX TL CREEP DEFL = -0.334" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.098" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.123" @ 39'- 6.5° 17-11-11 4-00-10 17-11-11 DESIGN ASSUMES MOISTURE CONTENT DOES T NOT EXCEED 19%AT TIME OF MANUFACTURE. 7-03-04 6-05-04 4-0000-05 4-03-03 6-05-04 7-03-04 ( k Design conforms to main windforce-resisting 14-00 2•03-0 system and components and cladding criteria. 14-00 Wind: 140 mph, h=23.7ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-4x6 M-4x6 12 load duration factor=1.6, M-3x8 6.00 / 5 ,t R7 6.00 Truss designed for wind loads c:, in the plane of the truss only. M-4x6M-4x6 Ma »� $ �/ -5x6(S) M-5x6(S) v q 0.25" 0.25" rn + + 9 o 0 M O Ch 12 13 14 "I 15 16 1 o o IM-3x8 M-1.5x4 M-3x8 0.25" M-3x8 M-1.5x4 M-3x8 o M-5x6(S) y ), ), ), y y ), y y 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 0-10 40-00 y y 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH7 Scale: 0.1547 ` '° PR0F,S Cf� GIN ° ROri WARNINGS: GENERAL NOTES,unless otherwise noted: . t44 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 ,,{{11 Truss: AH 7 and Warnings before construction commences. building component.Applicability of design parameters and proper y i 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. DES. BY: BS 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Adop 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: 7/11/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). ,, � P Y 9 3.2x Impact bridging or lateral bracing where shown++ 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. r*4 SEQ. : 5992792 dfastenersesign are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 7� ,gg��OREGON 40 TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. L 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 i, 1,4 AS fabrication,handling,shipment and installation of components. necessary. V 6.This design is furnished subject to the limitations set forth by7.Designlaesassumes adequateatedon drainage is truss,and I�� IR VIII VIII VIII VIII VIII 11111111111 8.Plates shall be tl both faces of truss, placed so their center '7 TPI/1NfCA 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:12/3"1/2015 111111111 IIIIH11III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-12=(-1076) 2619 12- 3=( 0) 291 SPACED 24.0" 0.C. 2- 3=(-3057) 1363 12-13=(-1078) 2616 3-13=(-534) 316 BC: 2x4 KDDF SANDR 3. 4=(-2492) 1266 13.14=( -957) 2433 13- 4=(-267) 708 WEBS: 2x4 KDDF STAND LOADING 4- 5=( 0) 0 14-15=( -957) 2433 13- 6=(-540) 250 IC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4. 6=(-2136) 1206 15-16=(-1130) 2616 14- 6=( 0) 311 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-2136) 1206 16-10=(-1128) 2619 6.15=(-539) 250 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 8.15=(-268) 708 8- 9=(-2492) 1266 15- 9=(-534) 316 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-3057) 1363 9-16=( 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 42 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BRG AREA OVERHANGS: 10.0" 10.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX LOCATIONS REACTIONS REACTOIONS SRZ IZE 50.G 1W.ED(SPECIES) Connector plate prefix designators: 0'- 0.0" -319/ 1775V -156/ 156H 5.50" 2.84 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 40'- 0.0" -319/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2; Design checked for net(-5 Dsf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.209" @ 26'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.358" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.083" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.127" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 15-11-11 8-00-10 15 11-11 T f Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-03-04 T 6-05-04 2-03 0 4-00 05 T 4-00-05 T 03 0� 6 05 04 7 03 04 1' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f load duration factor=1.6, Truss designed for wind loads 14-00 14-00 in the plane of the truss only. 57 M-4x6 12 12 M-4x6 M-33 x8 a 6.Do s.00 M-5x8(S) y "' M-5x8(5) a 0.25" 0925" 0 3 + + 9 co p0 co co O v 1 8 ,,, f 9 .., 9 ._ 1 o 0 12 13 14 T 15 16 o M-3x8 M-1.5x4 M-3x8 0.25" M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) * * * * * * > y y 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 y y 0-10 40-00 0-10 JOB NAME: POLYGON PLAN 5-B NH - AH6 ``;Cs(C Glae s'° Scale: 0.1547 WARNINGS: GENERAL NOTES,unless otherwise noted: tL - 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 ' ! •aro r- T r u s s: AH6 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 is the responsibility of the erector.Additional permanent bracingof 2'c.c.and at 10'c.c.respectively unless braced throughout their length by ji�p. DES. BY: BS Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). . "!" DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • ` 4. Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON 40 SEQ. : 5992793 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, �� 'qT,q QhiX A. design loads be applied to any component. and are for"dry condition"of use. V 14, 'e- h 6.Design assumes full bearing at all supports shown.Shim or wedge ifa�S, ' TRANS I D: 403334 5.CompuTrus has no control over end assumes no responsibility for the necessary. t nn V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. i'i n,L-\'- 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 111111111111111111 TPIAIYfCA in BCSI copies of which will be furnished upon request. git coincide with Joint tecenter liche. 9. Digitssoincde 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:1213112015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 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) 42 2.10= ) ( 0) BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. ( (-931 2619 10- 3= 2918 WEBS: 2x4 KDDF STAND 3- 3=(-3057) 1165 10.11=(-933) 2616 3-11=(-534) 368 3- 4=(-2492) 1038 11.12=(-698) 2433 11- 4=(•241) 708 LOADING 4. 5=(-2136) 1015 12.13=(-698) 2433 11- 5=(-527) 203 IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2136) 1015 13-14=(-957) 2616 12- 5=( 0) 311 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2492) 1038 14- 8=(•955) 2619 5.13=(-527) 203 TOTAL LOAD = 42.0 PSF 7. 8=(-3057) 1164 6.13=(-241) 708 8- 9=( 0) 42 13- 7=(-534) 368 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 7.14=( 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 10.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -247/ 1775V -155/ 155H 5.50' 2.84 KDDF ( 625) Connector plate prefix designators: 40'- 0.0" -247/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series ICOND, 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111° MAX LL DEFL = 0.179" @ 20'- 0.0" Allowed = 1,954" MAX TL CREEP DEFL = -0.358" @ 20'- 0,0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0' Allowed = 0.111" MAX HORIZ. LL DEFL = 0.076" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.127" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 1996 AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 13 11-11 f. 12-00-10 13-11-11 load duration factor=1.6, Truss designed for wind loads T f in the plane of the truss only. 7-03-04 6-08-07 6-00-05 6-00-05 6-08-07 7-03-04 12 12 6.001/ M-4x6 M-3x8 M-4x6 6.00 f- M-5x8(5) ®" M-5x8(S) 0.25" 0.25" ANN- M 0 M /. .cit 1 9 .« �9 .« -I 13 14 �� oa o IM-3x8 M-1 5x4 M 3x8 1u•25' M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) J, y y y y y ) y , 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 , , 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-6 NH AH5 es Scale: 0.1547 ,,,<,;C'' G N ``o WARNINGS: GENERAL NOTES,unless otherwise noted: 4.11 4` dig, i ;5: "Y-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 fL, („r1{'", Truss: AH5 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. .X 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at l ' DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2' and at 10'o,c.respectively unless braced throughout their length by e continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). rafirr, DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.Na 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. : 5 992794 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, �� An /`. design loads be applied to any component. and are for"dry condition"of use. "'.. TRANS I D: 403334 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 0 14, St3 T" necessary. �` ca, fabrication,handling,shipment and installation of components. 'VI. '- V 7.Design assumes adequate drainage is provided. 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 1..IIIVI VIVII IVI VIIII 7PI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide withjoint center linea 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 1E1411 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-14=(-1134) 2587 3-14=(-135) 235 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2- 3=(-3022) 1414 14.15=(-1211) 3183 14- 4=(-296) 899 WEBS: 2x4 KDDF STAND 3- 4=(-2812) 1314 15.16=(-1289) 3398 14- 6=(-976) 443 LOADING 4- 5=( 0) 0 16-17=(-1264) 3183 6-15=( -32) 304 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2455) 1236 17.12=(-1187) 2587 16. 7=(-197) 130 BC LATERAL SUPPORT <= 12"OC, UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3285) 1508 7-16=(-197) 130 ( TOTAL LOAD = 42.0 PSF 7- 8=(-3285) 1508 16- 8=( -32) 304 8-10=(-2455) 1236 8.17=(-976) 443 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 10.17=(-296) 899 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=(-2812) 1314 17-11=(-135) 235 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=(-3022) 1414 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.13=( 0) 42 OVERHANGS: 10.0" 10.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SD.IN. (SPECIES) M,M20HS,M18HS,M16 = MiTek MT series 0'- 0.0" -304/ 1775V -111/ 111H 5.50" 2.84 KDDF ( 625) 40'- 0.0" -304/ 1775V 0/ OH 5.50' 2,84 KDDF ( 625) !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.273° @ 20'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.495" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.094" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.146" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 11-11-11 16-00-10 11-11-11 Wind: 140 mph, h=22.2ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, T T T T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-01-08 4-07 2-10-09 5-01-12 5-01-12 2-10-09 4-07 5-01-08 load duration factor=1.6, f T -03-06 T f fi 2-03-0 'r T Truss designed for wind loads in the plane of the truss only. 10 00 10-00 ' , 1' 1' 12 M 4x6 6 M-5x6(S) 9 t2 M-4x6 6.001/ 4 M-6 x4 7 y 0.25" M-3 3x4 0 6.00 o M-1°5x s M- 1"5x4 ro \/\/X , CO CO o 1144 1 '(--i- 17 40,03C, o IM-3x8 M-3x8 0.25" 0.25' M-3x8 M-3x8 o M-5x6(S) M-5x6(S) y y > ), ,1 y 9-06-12 7-00-01 6-10-05 7-00-01 9-06-12 y y y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH4 GIN ' ii, s Scale: 0.1547 j WARNINGS: GENERAL NOTES,unless otherwise noted: <L,r 1J) f( -;a 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 { k Q I' Truss: AH4 and Warnings before construction commences. building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. .,r 2.2x4 compression web bracing must be installed where shown ti 2.Design assumes the top and bottom chords to be laterally braced at -°� DES. BY: BS 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4/ t. is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). _,r" ",r DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ r° SEQ. : 5992795 Cr 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 `V 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 design loads be applied to any component, and are for"dry condition"of use. -•�- / '�� 2,� TRANS S I D: 403334 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 1 4, necessary. ^CCyy fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. "^•fl RILL. 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 101111111111111111111111111 TPIANrCA in BCSI copies of which will be furnished upon request. git coincide with jointpate nr che. 9.Digitssoncde size oinplateetinches.. 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 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR 2-. 3v( 0) 42 3.14=(--974) 25871 3.14=(-275) 307 SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 3- 3=(-3022) 1237 14-14=( -974) 3183 13- 4=(-275) 899 3- 4=(•2812) 1094 14-15=(-1050) 3398 13- 5=(-976) 397 LOADING 4. 5=(-2455) 1044 15.16=(-1012) 3183 5.14=( •43) 304 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3285) 1278 16-11=(-1044) 2587 14- 6=(-192) 143 BC LATERAL SUPPORT <= 12"OC. UON, DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3285) 1285 6-15=(-192) 133 TOTAL LOAD = 42.0 PSF 7- 9=(-2455) 1061 15- 7=( -35) 304 NOTE: 2x4 BRACING AT 24"OC UON. FOR 8. 9=( 0) 0 7-16=(-976) 389 ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) 9-10=(•2812) 1112 9-16=(-269) 899 10.11=(-3022) 1247 16.10=(-136) 293 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=( 0) 42 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 10.0" 10.0" Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA C,CN,CI8,0N18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series 0'- 0.0" -241/ 1775V -111/ 1118 5,50° 2.84 KDDF ( 625) 40'- 0,0" -245/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) 'COND. 2: Design checked for net(-5 0sf) uplift at 24 "oc soacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.246" @ 20'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.495" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ, LL DEFL = 0.088" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.146" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 0-06-08 9-11-11 'N' Wind: 140 mph, h=21.7ft, TOOL=4.2,BCDL=6.0, ASCE 7-10, 19-09-05 10-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 5-01-08 4-10-03 4-10-09 5-01-12 5-01-12 4-07-044-07 5-01-08 Truss designed for wind loads ff in the plane of the truss only. 10-00 12 /- 6.00 1/ M-4x6 M- x4 M-5 66(0)25" M-9x4 8 M-4x6xS6.00 U y M-1.5x k04-1.5x4u; O 3 O • N Co O M f-- /- o 1 '" w O 13 4'r ' 4 16 2 4 O M-3x8 M-3x8 b.25" 0.25' M-3x8 M-3x8 0 y y M-5x6(S)6M-5x6(S)1y y y y 9-06-12 7-00-01 6-10-05 7-00-01 9-06-12 0-10 40-00 0-10 yy JOB NAME : POLYGON PLAN 5-6 NH - BH3 Scale: 0.1461g 0 � o�ss WARNINGS: GENERAL NOTES,unless otherwise noted: / "tom' 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 44" s },i Truss: BH3 and Warnings before construction commences. building component.Applicability of design parameters and proper GGG 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. DES. BY: BS 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 DATE: 7/11/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywoodrequired sheathing(TC)s and/or drywall(BC). P Y 9 3.2x Impact bridging or lateral bracing 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 J,, SEQ. : 5992 796 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, �� A_ ^V design loads be applied to any component. and are for"dry condition"of use. ,`"1 A, +4., TRANS I D: 403334 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if i0 `*1 1 ,20 4,fabrication,handling,shipment and installation of components. necessary. �}' 7.Design assumes adequate drainage is press, . /1)z.r-y'O- 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 r-i n IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E lines coincide withjoint center lines. 9. Digits indicate size of plate in inches. 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 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-13=(-1214) 2654 3-13=( -13) 272 SPACED 24.0" 0.C. 2- 3=(-3102) 1424 13-14=(-2120) 5340 13- 4=( -309) 975 2x6 KDDF #1&BTR T2 3- 4=(-3143) 1441 14-15=(-2516) 6278 13- 6=(-2713) 1079 BC: 2x6 KDDF #1&BTR LOADING 4- 5=( 0) 0 15-16=(-2516) 6278 6-14=( -51) 491 WEBS: 2x4 KDDF STAND LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4. 6=(-2796) 1339 16.17=(-2432) 5740 14- 7=( -945) 423 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-5392) 2262 17.18=(-1207) 2684 15- 7=( 0) 258 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7. 8=(-5741) 2555 18.11=(-1204) 2686 7-16=( -596) 200 8- 9=(-2744) 1321 16- 8=( -11) 311 LL = 25 PSF Ground Snow (Pg) 9-10=(-2748) 1332 8-17=(-3796) 1672 NOTE: 2x4 BRACING AT 24"OC UON. FOR10-11=(-3111) 1425 17- 9=( -913) 2127 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=( 0) 42 17-10=( -354) 293 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10.18=( 0) 180 OVERHANGS: 10.0" 10.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -289/ 1775V -118/ 118H 5.50" 2.84 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 40'- 0.0" -250/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.536" @ 19'- 6.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.975" @ 19'- 6.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.097" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.148" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 7-11-1116-10-08 4-10-13 10-03 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, ( .' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3-00-12 05-03 4-03-15 7-02-06 5-07-11 4-07-05 4-07-06 5-07-10 load duration factor=l.6, Truss designed for wind loads -05-12 in the plane of the truss only. 6-00 12 M-4x6 12 12 6.00 I/ 6.001/ 4.0" '16.00 9 'fn' 5 oM-5x6 M-3x8 M-3 Qx8 M-5x16 ° M-3x4 ti, v M-1"5x4 0. v o c 3 + N A 0 O f- /- ;:i7 1 T '� 6 17 18 `112:o o /M-3x8 M-4x12 10.25" M-1.5x410.251' M-5x12 M-1.5x4 M-3x8 0 =M-8x8(S) =M-8x8(S) =M-8 y(S) y y y y y y b y 5-04-12 7-02-06 6-10-14 5-04-03 4-10-13 4-09-02 5-05-14 y 0-10 40-00 0-10 Scale: 0.1481 `4,, Nr '4 JOB NAME : POLYGON PLAN 5-B NH - BH2 /l WARNINGS: GENERAL NOTES,unless otherwise noted: ' ♦ r �✓1.. L.1 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 '` _ e$ Truss: BH2 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 temporarybracing 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 DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r'''` ".. DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 i Cr 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 >K 'Y SEQ. : 5992797 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 applied to any component. and are for"dry condition"of use. ��,� � 14, t. 6.Design assumes full bearing at all supports shown.Shim or wedge if TRANS I D: 403334 5.CompuTrus has no control over end assumes no responsibility for the necessary, 4/ n 1 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center 111111 VIII VIII VIII VIII VIII VIII IIII IIIITPI k U Ain nc./ 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.ICompuTrua Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/20.1 5 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40-00-00 GIRDER SUPPORTING 6-00-00 FROM 12-00-00 TO 19-00-00 IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq=1.00 IC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 42 2.12=( -958) 5580 3-12=( -120) 766 9-17=(0) 138 2x6 KDDF #1&BTR T2 2- 3=( -6484) 1158 12-13=(-2356) 12824 12- 4=( -390) 2390 BC: 206 KDDF #1&BTR LOADING 3. 4=( -6788) 1218 13.14=(-2778) 15096 12- 5=(-7208) 1432 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( -6064) 1108 14.15=(-2778) 15096 5.13=( -330) 2050 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 40'- 0.0" V 5- 6=(-13056) 2488 15.16=(-2114) 12140 13- 6=(-2176) 410 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 12'- 0.0" V 6- 7=(-12140) 2210 16.17=( -754) 4772 14- 6=( -310) 1738 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 50.0)+DL( 54.0)= 104.0 PLF 12'- 0.0" TO 19'- 0.0" V 7- 8=( -5222) 946 17.10=( -752) 4772 6.15=(-3278) 800 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 19'- 0.0" TO 40'- 0.0" V 8- 9=( -5218) 952 15- 7=( -258) 1390 9-10=( -5482) 926 7-16=(-8536) 1596 NOTE: 2x4 BRACING AT 24"OC UON. FOR ADDL: BC CONC LL+DL= 841.0 LBS @ 11'- 8.0" 10.11=( 0) 42 16- 8=( -750) 4348 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 1384.0 LBS @ 19'- 6.0" 16- 9=( -300) 328 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 10.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -629/ 3446V -118/ 1188 5.50" 5.51 KDDF ( 625) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 40'- 0.0" -507/ 2917V 0/ OH 5.50" 4.67 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M,M2OHS,M18HS,M16 = MiTek MT series ( 2 ) complete trusses required. [COND. 2: Design checked for net(-5 sof) uplift at 24 "oc soacing.I ** HANGER BY OTHERS TO APPLY CONC. Join together 2 ply with 16d Common nails staggered at VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.000" @ 0'--10.0" Allowed = 0.083" LOAD(S) EQUALLY TO ALL MEMBERS. 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.000" @ 0'--10.0" Allowed = 0.111" 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.401" @ 19'- 6.0" Allowed = 1.954" + Laterally brace to roof diaphragm. 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -1.255" @ 19'- 6.0" Allowed = 2.606" MAX LL DEFL = 0.000" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.000" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.070" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.166" @ 39'- 6.5" 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=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 5-11-11 18-10-08 4-10-13 10-03 Truss designed for wind loads f f f f "( in the plane of the truss only. f3-00-122-10-15( 6-03-15 7-02-06 5-07-11 4-07-05 4-07-06 5-07-10 12 12 M-4x6 12 6.00 I/ 6.00E/ \I 6.00 / 4.0" - 8 o M-5x6 M-3x10 M-3x10 M-5x16111000. M-3x4 o M-1"5x4 5 2 6 in 0 3 + t + M o M-3x6 4. 0 /- /- 'o iVt 1` 1122 13 'f � 14 '� 15 16 17 .1 4 o M-3x8 M-5x12 0.25" M-3x6 0.25' M-5x12 M-1.5x4 c M18HS-7x14(S) ** M18HS-7x14(S) 11r841# 11384# Q/ l,p 5-04-12 7-02-06 6-10-14 5-04-03 4-10-13 4-09-02 5-05-14 9719 JOB NAME :° POLYGON PLAN 5-B NH - BH1 40-00 Scale: 0.14810 10 �` � 6'61 WARNINGS: GENERAL NOTES,unless otherwise noted: t„� bit -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 r7{Gt, Truss: BH 1 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 t their at DES. BY: BS 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 ��I► continuous sheathing such as plywooding(TC)and/or drywall(BC). .lr DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -1A. /� 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 /.. S E Q 1pr TRANS I D: 403334 `V design loads be applied to any component. and are for"dry condition"of use. V5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if 7 L1, � fabrication,handling,shipment and installation of components. necessary. 8,This design Is furnished to the limitations set forth by7.Designlaesassumes adequate onne drainage ios gro sed. 4/I 'R R �`,,, VIII VIII VIII VIII(IIII VIII IMAM IIII 9 subject 8.Plates shall be located both faces of truss,and placed so their center TPI/WfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 8.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-1088(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 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) 42 2-15=(-1678) 3991 15- 3=(-353) 977 12.23=(0) 242 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4625) 1974 15.16=(-1549) 3653 3.16=(-721) 416 WEBS: 2x4 KDDF STAND 3- 4=(-3338) 1493 16.17=(-1176) 2930 16- 4=( -19) 289 LOADING 4- 5=(-2840) 1382 17-18=(-1056) 2757 4-17=(-519) 279 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 19.20=( 0) 0 17- 5=(-400) 969 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2481) 1295 18-20=(-1045) 2776 17- 7=(-640) 312 TOTAL LOAD = 42.0 PSF 7. 8=(-2785) 1416 20.21=(-1031) 2727 7.18=(-153) 492 8- 9=(-2797) 1389 21.22=(-1092) 2794 18- 8=(-182) 325 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.11=(-2288) 1229 22-23=(-1136) 2635 20- B=(-665) 315 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=) 0) 0 23.13=(-1134) 2638 8.21=( -75) 153 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-2643) 1300 21- 9=( 0) 216 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=(-3077) 1361 9-22=(-710) 315 OVERHANGS: 10.0" 10.0" 13-14=( 0) 42 11-22=(-284) 807 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 22-12=(-385) 243 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -308/ 1775V -133/ 133H 5.50" 2.84 KDDF ( 625) 40'- 0.0" -309/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) ICOND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacing.[ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.260" @ 16'- 6.2" Allowed = 1.954" MAX TL CREEP DEFL = -0.466" @ 16'- 6.2" Allowed = 2.606" 0-01-05 MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" f' MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" 13-11-11 12-00-10 13-11-11 MAX HORIZ. LL DEFL = -0.122" @ 39'- 6.5" 2-09 4-05-12 4-05-12 -05-04 6-01-04 2 03-0 6-03-04 MAX HORIZ. TL DEFL = 0.188" @ 39'- 6.5" f f T 21-03-0 f 3-04-13 5 05 04 DESIGN ASSUMES MOISTURE CONTENT DOES 12-00 12-00 NOT EXCEED 19%AT TIME OF MANUFACTURE. T T T T Design conforms to main windforce-resisting 12 M-83x4 10 12 system and components and cladding criteria. 6.00i/ M-4x65 M-33x8 M-3x4 M-4x6 6.00 i Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, , _ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-3x44 M-3x4 Truss designed for wind loads o + 2 in the plane of the truss only. r:- %M-4x43 M-3x8 co 0o o w o M 3X8 ��..,--9,,,,,,14 � /-",:38 o v 1 . - ` 15 16 17 18' ".r° ' �- -.�4 0 o M-5x8 M-3x4 M-3x6 M-5126 20 0.2g' M 3x8 M-1235x4 0 0 o M-3x4+ M-4x10 M-3x4+ 1.89 v M-5x6(S) a 2.75 12 12 09 1 , y-05-0 4-05-12 4-07-08 1,08-0, 6-03-06 6-01-04 5-05-04 6-01-08 , , 0-1y0 2-05-08 11-11 ,2-00 23-07-08 0;10 y y 14-04-08 25-07-08 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH5C Scale: 0.1332 `c� "(10M0sA,� WARNINGS: GENERAL NOTES,unless otherwise noted: �/jr -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 Q s.92 e i E "f.1-- Truss: Truss: AH 5 C 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. �r _ 3.Additional temporary bracing to insure stability dudng construction 2.Design assumes the top and bottom chords to be laterally braced at ,r• • DES. BY: BS is the responsibility of the erector.Additionalpermanent bracingof 2'o,c,and at 10'o.c.respectively unless braced throughout their length by40411111P • P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). f,#d DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bddging or lateral bracing required where shown++ ♦ tCC�I• 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. -3 OREGON W SEQ. : 5992799 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.- .4f rtij IN design loads be applied to any component, and are for"dry condition"of use. /6, ;"14:4C),;60- fabrication, '9}•` 2t} TRANS I D: 403334 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, c2 fabrication,handling,shipment and installation of components. necessary. ' - U P P 7.Designassumes adequate ne othinac a is s {j( 4,,, 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII IIII VIII VIII VIII IIII IIII TPIIWfCA in BCSI,copies of which will be furnished upon request. Digit coincide iat with joint nr che. 9.Digits oini ide size of tplate eintinches.. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES 12/31./2015 IIIIIIIIIIIOI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.13=(-1439) 3991 13- 3=(-298) 977 9.20=(•264) 807 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4625) 1712 13-14=(-1329) 3653 3.14=(•721) 386 20-10=(•387) 302 WEBS: 2x4 KDDF STAND 3- 4=(-3338) 1292 14.15=(-1028) 2930 14- 4=( -14) 289 10.21=( 0) 242 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4- 5=(-2840) 1155 15.16=( -815) 2757 4.15=(-519) 342 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=(-2481) 1098 17-18=( 0) 0 15- 5=(•337) 969 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2785) 1177 16.18=( -812) 2776 15- 6=(-640) 244 TOTAL LOAD = 42.0 PSF 7- 8=(-2797) 1159 18-19=) -802) 2727 6-16=(-161) 492 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 258- 9=(-2288) 1038 19.20=( -834) 2794 16- 7=(-104) 312 ALL FLAT TOP CHORD AREAS NOT SHEATHED PSF Ground Snow (Pg) 9-10=(-2643) 1076 20-21=( -972) 2635 18- 7=(-665) 253 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10-11=(-3077) 1172 21.11=( -970) 2638 7-19=( -55) 136 11-12=( 0) 42 19- 8=( 0) 216 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 8-20=(•710) 275 OVERHANGS: 10.0" 10.0" Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) M,M20HS,M18HS,M16or = MiTek MT series 0'- 0.0" -242/ 1775V -133/ 133H 5.50" 2.84 KDDF ( 625) 40'- 0.0" -242/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) !COND. 2: Design checked for net(-5 osf) uplift at 24 "oc soacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.232" @ 16'• 6.2" Allowed = 1.954" MAX TL CREEP DEFL = -0.466" @ 16'- 6.2" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.112" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.188" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 11-11-11 16-00-10 11-11-11 T T Design conforms to main windforce-resisting 2-09 4-05-12 4-08-15 T-01-0i 6-01-04 5-04-13 5-08-07 6-03-04 system and components and cladding criteria. 2 T T T 12 2-05-0 T Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 V M-4x6 M-4x6 =t2 (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), 5 M- x4 M- x8 M- x4 y 6.00 load duration factor=1.6, Truss designed for wind loads "., in the plane of the truss only. M-3x4 a v O o 3x4 CO %M-4x4 + 3 c0 M-3x8 0 CV O .. -; M o 1 r0 s o o , 1M-5x8 M 3x4 M-3x8 1617 1B 0.251'9 2D 2i �2 4 M-3x4+ M-5x6 M-4x10 M-3x6 M-1.5x4 M-3x8 0 M-3x4+ a 2.75 1.89 o M-5x6(S) V2-09-12' 12 y y X12 y y , -05-0$ 4-05-12 4-07-08 1y08-0 6-03-06 6-01-04 5-05-04 6-01-08 0-1? 2-05-08 11-11 y2-00 y y 23 07-08 Oy 10 14-04-08 25-07-08 0-10 40-00 yy 0-10 JOB NAME : POLYGON PLAN 5-6 NH - AH4C Scale: 0.1499 �` c3 PROP WARNINGS: GENERAL NOTES,unless otherwise noted: [[.�.. [//( t, '. 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 �Lt```J ,� {,L, * C"-T 41/2, `S� i-- Truss: AH4C and Warnings before construction commences. building component.Applicability of design parameters and proper 7G L 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. DES. BY: BS 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 „ DATE 7/11/2014 continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). "�`� 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.( ©N ,rC SEQ. : 5992800 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- qt�_ N 1,, TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. " 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 � 142S1 -V- fabrication,handling,shipment and installation of components. necessary. iy 6.This design is furnished subject to the limitations set forth by7.Designlaesassumes adequate onne oc drainage is trussed. +1 V I IIIIII VIII VIII VIII VIII VIII VIII IIII IIII 8 Plates shall be located both faces of truss,and placed so their center +T TPI/WlCA in BCSI,copies of which will be furnished upon request. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 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) EXPIRES:12/31/2015 1E1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-17=(-1427) 3488 17- 3=( -209) 663 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4158) 1779 17.18=(-1262) 3045 17- 4=( -186) 353 WEBS: 2x4 KDDF STAND 3- 4=(-3725) 1660 18.19=(-1439) 3656 4.18=( -191) 182 LOADING 4. 5=(-3215) 1467 20-21=( 0) 0 18- 5=( -402) 1134 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 19.21=(-1501) 4109 18- 7=(-1196) 523 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2846) 1359 21.22=(-1559) 4171 7.19=( -269) 907 TOTAL LOAD = 42.0 PSF 7. 8=(-4286) 1837 22.23=(-1449) 3686 8-19=( -85) 46 8- 9=(-4282) 1836 23.15=(-1108) 2440 19- 9=( -253) 596 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-4019) 1727 21- 9=( -822) 404 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=(-3994) 1670 21-10=( -192) 106 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-13=(-2515) 1227 10-22=( -310) 220 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=( 0) 0 22.11=( -80) 536 OVERHANGS: 10.0" 10.0" 13-14=(-2863) 1308 11.23=(-1427) 576 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 14.15=(-2908) 1337 13-23=) -284) 91B Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15-16=( 0) 42 23.14=( -2) 204 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA JT 15: Heel to plate corner = 2.00" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -300/ 1775V -89/ 898 5.50" 2.84 KDDF ( 625) 40'- 0.0" -301/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" 9-11-11 20-00-10 9-11-11 MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.381" @ 21'- 6.8" Allowed = 1.954" T MAX TL CREEP DEFL = -0.712" @ 21'- 6.8" Allowed = 2.606" 2-08-08 2-03-03 3-01-04 5-07-13 3-01-02 3-10 MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" TT T T "( T f Q MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" 2-01-12 2-10-0,1---0:1-05 2-01-12 5-04-05 2-03-0 3-10-08 MAX HORIZ. TL DEFL = 0.207" @ 39'- 6.5" 8-00 8-00 DESIGN ASSUMES MOISTURE CONTENT DOES 12 M-5x6(S) 12 NOT EXCEED 19%AT TIME OF MANUFACTURE. 6.00 �l 6.00 Design conforms to main windforce-resisting -3x4 M-3x4 12 system and components and cladding criteria. A- M-5x6 =M 4x4 M-4x6 5 7 M-185x4 9 k t.a5" =M-141 x4 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x4 - wr (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 M-1.5x4 load duration factor=l,6, o + 4 Truss designed for wind loads ,,, M-1"5x4 in the plane of the truss only. 0 o M 3x8 ��, � 6 N- v o- vil' 18 j 23 1 0 Q o M-5x10 M-3x8 M-6x1021 0.2e'P M-3x8 M-3x8 c M-3x4+ M-3x4+ M-4x12 - 2.75 1.89 - M-5x8(S) 1y2 y ) y y2 y y y 2-00 5-06-12 6-04-04 1-00-12 9-03-04 8-02-04 7-06-12 y y y y y > y 0-10 2-00 11-11 y2-00 24-01 0-10 13-11 26-01 y y y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH3Scale: 0.1400 c`c`' � 0,N �� WARNINGS: GENERAL NOTES,unless otherwise noted: 'tU / 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. E -r- Truss: AH3 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 �rr�1r DES. BY: BS Is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by %MwA po y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ` DATE: 7/11/2014 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 atter all bracing and 4.Installation of truss is the responsibility of the respective contractor. '�7� OREGON t. .c r SEQ. : 5992801 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are lobe used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. /0 �` 1.4 �.� TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design ece na assumes umes full bearing at all supports shown.Shim or wedge if t {y� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ^R R)L' V 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 I 11111 VIII VIII 1111111 111 VIII 111 IIII TPIAN(CA in BCSI,copies of which will be furnished upon request. git coincide twith joint pate nr liche. 9.Digitssindsize of plateetinches.. 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 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15IBC 2012 MAX MEMBER) 3488 FORCES15 4( - 6 )Cg6 .00 BC: 2x4 KDDF #1&BTR 2- 3=( 0) 42 2-16=(-1096) 15. 4=( -161) 663 21-12=(0) 204 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2- 3=(-4158) 1554 16-16=(-1096) 3045 15- 4=( -173) 353 3- 4=(-3725) 1463 16-17=(-1145) 3656 4.16=( -192) 258 LOADING 4- 5=(-3215) 1216 18-19=( 0) 0 16- 5=( -358) 1134 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2846) 1133 17-19=(-1245) 4109 16- 6=(-1196) 451 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4286) 1560 19-20=(-1292) 4171 6-17=( -275) 907 TOTAL LOAD = 42.0 PSF 7- 8=(-4282) 1558 20.21=(-1162) 3686 7-17=( -85) 56 8- 9=(-4019) 1481 21-13=( -978) 2440 17- 8=( -184) 596 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-3994) 1421 19- 8=( -822) 337 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-2515) 1026 19- 9=( -182) 104 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-2863) 1085 9.20=( -310) 224 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=(-2908) 1176 20.10=( -84) 536 OVERHANGS: 10.0" 10.0" 13-14=( 0) 42 10-21=(-1427) 518 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 11.21=( -266) 918 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) JT 13: Heel to plate corner = 2.00" 0'- 0.0" -235/ 1775V 89/ 89H 5.50" 2.84 KDDF ( 625) 40'- 0.0" -236/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.} VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.354" @ 21'- 6.8" Allowed = 1.954" MAX TL CREEP DEFL = •0.712" @ 21'- 6.8' Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0,083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.124" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.207" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES 7-11-11 24-00-10 7-11-11 NOT EXCEED 19%AT TIME OF MANUFACTURE. 2-01-13 1,3-01-07j, 0-01-04 5-07-13 5-04-05 5-01-02 4-01-03 3-10-08 T Design conforms to main d claddingresisting 1 system and components and cladding criteria. 2-08-08 2-08-05 01-1 12 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-3x4 M-5x6(S) (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(Dir), M-5x6a 6.00 6.00 V 5 M- x4 M-1 5x4 0 5"" =M-4x4 M-4x6 load duration factor=l.s, 1 e 10 1 Truss designed for wind loads M-3x4 in the plane of the truss only. v 4 M-1.5x4 o M-1.5x4 `� 2 • v o o M 3x8 3/ p o - 15 M-5X10 16 17 '' 4 c, 0 o M-3x4+ M-3x8 18 1s 0 21 1 0 M-3x4+ M-6x10 0.25' M-3x8 M-3x8 0 1.89 v M-4x12 M-5x8(S) a 2.75 12 y y 12 y y ,Jr' y > y2-00, 5-06-12 6-04-04 1-, O-12, 9-03-04 8-02-04 7-06-12 y y 0-1y0 2-00 11-11 ,2-00 24-01 01-10 1 y 13-11 26-01 0-10 40-00 y y 0-10 JOB NAME : POLYGON PLAN 5-6 NH - AH2 Scale: 0.1550 ��a4& ' N 0 ,0 WARNINGS: GENERAL NOTES,unless otherwise noted: ' 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 g{ h II h E y;,. Truss: AH 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 77 GG L 1 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: BS 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 plywooding(TCand/or drywall(BC). DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2o Impact bridging or lateral bracing requiredmeed where shown++ trt 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 iI- SEQ. : 5 992802 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 applied to any component. and are for"dry condition"of use. TRANS I D: 403334 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 14, 2-(3.‘„,,i$. fabrication,handling,shipment and installation of components. Dnecessary. V 7.Design assumes adequate drainage is provided. 4/ ' ,R j V 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center I VIII VIII VIII VIII VIII VIII VIII IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-Zlines 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) ExPlREv1.12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40-00-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR• LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 42 2-14=(-3052) 8834 14- 3=( -652) 2126 10-20=(-562) 1884 2x6 KDDF #1&BTR T2, T3 2- 3=(-10036) 3504 14.15=(-2800) 8048 3-15=( -842) 308 20.11=(-288) 726 BC: 2x6 KDDF #1&BTR LOADING 3- 4=( -7926) 2942 15-16=(-4330) 11250 15- 4=( -860) 2530 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( -7068) 2654 16.17=(-5512) 14076 15- 5=(-4662) 1980 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=(-11444) 4480 17-18=(-5048) 12796 5.16=( -398) 1412 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 34'- 0.0" V 6- 7=(-14240) 5666 1B-19=(-5020) 12570 16- 6=(-2954) 1272 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 34'- 0.0" TO 40'- 0.0" V 7- 8=(-12464) 5012 19-20=(-4110) 10414 6.17=( -414) 1192 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 40'- 0.0" V 8- 9=(-11704) 4500 20.12=(-1888) 5362 17- 7=( -946) 2576 9.10=( -5842) 2162 18- 7=(-2594) 1180 NOTE: 2x4 BRACING AT 24'OC UON. FOR TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 10-11=( -6516) 2378 18- 8=( -114) 122 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 34'- 0.0" 11.12=( -6230) 2234 8.19=(-1142) 820 12-13=( 0) 42 19- 9=( -392) 1702 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9-20=(-4962) 2222 OVERHANGS: 10.0" 10.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -1152/ 3391V -65/ 65H 5.50" 5.43 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 40'- 0,0" -1152/ 3391V 0/ OH 5.50" 5.43 KDDF ( 625) ( 2 ) complete trusses required. Join together 2 ply with 16d Common nails staggered at ICOND. 2: Design checked for net(-5 csf) uplift at 24 "oc spacing.' 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.000" @ 0'--10.0" Allowed = 0.083" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.000" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.565" @ 16'- 4.5" Allowed = 1.954" + Laterally brace to roof diaphragm. MAX TL CREEP DEFL = -1.074" @ 16'- 4.5" Allowed = 2.606" MAX LL DEFL = 0.000" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.000" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.137" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.220' @ 39'- 6.5' 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=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-11-11 5 11-11 (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), 28-00-10 load duration factor=l.6, T T Truss designed for wind loads 2-09 3-02-11� 3-08-05 4-05 2-03-08 6-02-11 5-11-03 5-06 2-10-15 3-00-12 in the plane of the truss only. T T 4 320# ' ' T T T 320# T T 12 12 6.00 M-7x8 S M-5x6 M 4x10 M-3x10 6.00 4 M 5x8 =M 6x4 M-4x4 0-- g 0 y T3.r., , M-1.5x4 %M 4x s �1 M o co M-3x10 f /p� o r o o 1 _�'. *�14 15 16 17 "7-,----•°-. }9 20 '..-7.1%3 �3 o M-6x8 M-4x10 =M-4x4 :=10.10x10 180.25' M-4x10 M-3x8 0 0 o M 3x4+ M18HS-7x14 =M-8x8(S) M-3x4+ a 2.75 M 3x4+ M-3x4+ 12 2.75 0 y /2-11-041,1 ), 12 y J' y y Jr' , ,p-05-0 4-06-12 4-05 ,2-00/, 9-02-04 9-00-08 5-04-12 , y 01-1p -05-08 11-11 2-00 23-07-08 (1,-'T yip 0-10 40-00 0-10 JOB NAME: POLYGON PLAN 5-B NH - AH1Bcale: 0.1548 � ' "Opt. 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 �' LC. •; 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 budding designer. ,r. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at P rY 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). N'f"!mmt DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Cr 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. "f7 ,q.OREGON t. SEQ. :TRANS I D: 40333444 5992803 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 .'''''i)' C1 -��11 design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition"of 'use0 1 s1. 2, '. 6.Design assumes full bearing at all supports shown.Shim or wedge if fX necessary. rC� V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is prodded. <R R I t-t"• 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 111111111111111111111141 TPI VYTCA in BCSI,copies of which will be furnished upon request. lgit coincideictwithizjoint center liinches.9.Digits indsize of tplate in ilines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Muck) EXPIRES:12131/2015 111411 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' TC: 2x4 KDDF k1&8TR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF lit&BTR SPACED 24.0" O.C. DESIGN ASSUMES MOISTURE CONTENT DOES 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 criteria. DL ON BOTTOM CHORD = 10.0 PSF yP cladding Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 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 UON. M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for 4-09 4-09 complete specifications. T 12 12 6.00 I/ \I 6.00 UM-4x4 A- 3 1 1 co c N co 2 4 O/ co —/O .4- — — d O M-3x4 M-3x4 ), J, y y 0-10 9-06 0-10 • JOB NAME : POLYGON PLAN 5-B NH - Cl Scale: 0.6187 `�-` ° 9 WARNINGS: GENERAL NOTES,unless otherwise noted: .44 r;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 4:t' v•7P� i 4 f•^ Truss: Cl 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 r DES. BY: BS 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 � r continuous sheathing such as plywood sheathing(TC)s and/or drywall(BC). !� , DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �' C ft 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 44, SEQ. : 5992804 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, „`t design loads be applied to any component. and are for"dry condition"of use. , ' '46h TRANS I D: 403334 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, T fabrication,handling,shipment and installation of components. necessary. 8.This design is furnished subject to the limitations set forth by7.Designlaesassumes adequateatedon both drainage is truss,and. "r 'R�,�1„ IIIIII I II VIII IIII VIII VIII VIII III IIII 9 1 8.Plates shall be located faces of truss, placed so their center TPI/WfCA in SCSI,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-198a(MiTek) EXPIRES:12/31/2015 11 IIIIIII This design prepared from computer input by PACIFIC LUMBER-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) 42 2- 7=(-252) 1166 3- 7=(-283) 205 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1392) 328 7- 8=( -95) 772 7. 4=(-101) 446 WEBS: 2x4 KDDF STAND 3- 4=(-1216) 326 B- 6=(-246) 1169 4- 8=(-101) 450 LOADING 4. 5=(-1218) 339 8- 5=(-287) 206 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1395) 339 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 10.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -143/ 961V -92/ 98H 5.50" 1.54 KDDF ( 625) Connector late no ix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 6.0" -107/ 860V 0/ OH 5.50" 1.38 KDDF ( 625) C,CN,C18,CN18 (late ror no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2OHS,M18HS,M16 = MiTek MT seriesBOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP COND. 2: Design checked for net -5 rsf urlift at 24 "oc sracint. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = •0.001" @ 0'-•10.0" Allowed = 0.111" MAX LL DEFL = -0.037" @ 13'- 5.8" Allowed = 0.979" MAX TL CREEP DEFL = -0.075" @ 13'- 5.8" Allowed = 1.306" MAX HORIZ. LL DEFL = 0.016' @ 20'- 0.5" MAX HORIZ. TL DEFL = 0.026' @ 20'- 0.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 10-03 10-03 f T - Design conforms to main windforce-resisting 5-03-14 4-11-02 4-11-02 5-03-14 system and components and cladding criteria. 1( T T T l' Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), M-4x6 Q 6 00 load duration factor=1.6, 6.00 Truss designed for wind loads 4 in the plane of the truss only. f- I I 11 M-1.5x4 M-1.5x4 Lo \i/li I I I I I I r' c ui co co 0 0 - v Cr te 7 II 8 **6 0 o M-3x4 0.25" M-3x4 M-3x4 O M-5x6(S) y ) ), ) 7-00-03 6-05-11 7-00-03 ) ) y 0-10 20-06 JOB NAME : POLYGON PLAN 5-B NH - D2 ` s,�, Scale: 0.2933 / WARNINGS: GENERAL NOTES,unless otherwise noted <1„ f a r -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 Gh t, Truss: D2 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: BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �/ p Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �y pe DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Cr 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 to SEQ. : 5992805 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.- 'le til A.. design loads be applied to any component and are for"dry condition"of use. / 4�^' �� -`}- TRANS I D: 403334 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 14, fabrication,handling,shipment and installation of components. ecessary. is hh P 7. n assumes adequate drainage is provided. +::rl RIO- 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 III VIII IIII I III II IIID IIIIIII TPI WrCA in BCSI copies of which will be furnished upon request. git coincide with jointche. 9. Digitssincde size of tplate in inches.li . 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 21'- 4.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF lei&BTR; LOAD DURATION INCREASE = 1.15 1-3=(•522) 168 1.5=(-127) 422 3.5=(0) 214 2x6 KDDF k1&BTR T1 SPACED 24.0" O.C. BC: 2x4 KDDF #1&BTR 2-3=( 0) 0 5-4=(-123) 424 WEBS: 2x4 KDDF STAND LOADING 3-4=(-539) 187 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT<= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12°OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -382/ 424V -32/ 34H 137.50" 0.68 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 20'- 6.0" -68/ 417V 0/ OH 5.50' 0.67 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.' M-1.5x4 or equal at non-structural BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 vertical members (uon). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.000" @ 11'- 0.0" Allowed = 0.083" MAX TL CREEP DEFL = 0.000" @ 11'- 0.0" Allowed = 0,111" Connector plate prefix designators: MAX TL CREEP DEFL = -0.012" @ 15'- 9.0" Allowed = 0.572" C,CN,CI8,CNI8 (or no prefix) = CompuTrus, Inc Refer to CompuTrus standard MAX TC PANEL LL DEFL = 0.007" @ 13'- 2.0" Allowed = 0.291" M,M2DHS,MI8HS,M16 = MiTek MT series gable end detail for complete MAX HORIZ. LL DEFL = 0.003" @ 20'- 0.5" specifications. MAX HORIZ. TL DEFL = 0.005" @ 20'- 0.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 10-03 10-03 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T '' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14-03 1-06 4-09 load duration factor=1.6, inuss thedped offor thewind trussoads 12 -M-4x4+ 12 planeonly. 6.00i/ -----.1 6.00 ab M-4x6- 0 3 s M-3x4+ co 0 1 v> 0 Cr al -- 0 0 g M-3x6 M-1.5x4 M-3x4 c J, M-3x6(S) y ), 11-05-08 y y J, ) 15-09 4-09 0-10 20-06 y JOB NAME : POLYGON PLAN 5-B NH - D1 Scale: 0.2992 ��•v, CIN°P, ,,, WARNINGS: GENERAL is 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 t... Truss: D1 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: BS 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 ��t► DATE: 7/11/2014 responsibility 0continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). / �e the overall structure is the res onsibilit of the building designer. 3.2x Impact bridging or lateral bracing 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. : 5992806 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, �� d_ & +y TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. "l "� A. 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 " 121, 2. fabrication,handling,shipment and installation of components. necessary. �}.�''"t-� �-yQ 7.Design assumes adequate drainage is provided. "-rl t-f 1 Lk"- V 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 IIIIII 1101 VIII 1111 VIII VIII VIII IIII IIII TPI/WfCA in BCSI,espies of which will be furnished upon request. lines coincide with joint ate in che. 9.Digits indicate size of plate in inches. 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:12/31/201 IIIIIIIIIIIIII 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 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2.5=(-40) 429 5-3=(0) 265 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. 2-3=2.3=(-574) X13 5 .4=(-40) 429 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON 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 SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" 0'- 0.0" -96/ 594V -50/ 57H 5.50" 0.95 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 11'- 8.0" -58/ 489V 0/ OH 5.50" 0.78 KDDF ( 625) ** For hanger specs. - See approved plans Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'GOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M M20HS,M18HS,M16 = MiTek MT seriesVERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.026" @ 8'- 6.3" Allowed = 0.383" MAX TC PANEL TL DEFL = 0.075" @ 8'- 6.3" Allowed = 0.575" MAX HORIZ. LL DEFL = 0.003" @ 11'- 2.5" 5-10 5-10 MAX HORIZ. TL DEFL = 0.006" @ 11'- 2.5" T DESIGN ASSUMES MOISTURE CONTENT DOES 1212 NOT EXCEED 19N AT TIME OF MANUFACTURE. 6.00I/ I I M-4x4 �I6.00 Design conforms to main windforce-resisting 4"0" system and components and cladding criteria. / 3,� Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, \ (All duration, 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 C,) 0 M M -IIIIII ill -11111111 ' --/O Tr 121111111111111111111111111111111111111111111111111111111111111111MA .:1- 0 C?/- 1 j� 5 4 :*rD ' M-3x4 M-1"5x4 M-3x4 y y y 5-10 5-10 0-10 11-08 JOB NAME : POLYGON PLAN 5-6 NH - E2Scale: 0.4999 0 R Of? WARNINGS: GENERAL NOTES,unless otherwise noted: 4Z? //! `$'",. 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• 4' i�r Truss: E2 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 �ri�p 2'o.c,and at 10'o.c.respectively unless braced throughout their length by ,0" ,/r DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andfor drywall(BC). / ' � tr DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ♦ y " SEQ. : 5992807 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 to 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, �A, ' 2N\4`. As. design loads be applied to any component. and are for"dry condition"of use. 6 14 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 8'Designassumes full bearing at all supports shown.Shim or wedge if �` fabrication,handling,shipment and installation of components. necessary. ---P Rn p P 7.Design assumes adequate drainage is provided. rl n)O" 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 11111111111114111111 TPIMlrCA in BCSI copies of which will be furnished upon request. git coincide with joint center linche. 9. Digitssoini ide 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:12/31/201 5 IIIII II I II IIII This design prepared from computer input by Y PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" ICOND. 2; Design checked for net(-5 sof) uplift at 24 "oc spacin I TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 g' BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 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 Design conforms to main windforce-resisting DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 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 UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. 5-10 5-10 complete CompuTrus end detail for T 12 12 6.00 V' LIM-4x4 Q6.00 /— 3 M O CO O Cr) c') 2 4 Of M V O O — — V c, 1 //////////////////////////////////////////////////////////////////////////////////////////// 5 o O M-3x4 M-3x4 y y 0-10 11-08 y y 0-10 JOBNAME : POLYGON PLAN 5-6 NH - El Scale: 0.5949 A\ ' ° c6-:.9A�WARNINGS: GENERAL NOTES,unless otherwise notedj/)/ Tici `tom'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: ♦ r,, E Truss: E 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 7GG 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. .X 3.Additional temporary bracing to insure stability during wnstruclion 2.Design assumes the top and bottom chords to be laterally braced at .r DES. BY: BS 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 in ere and/or drywall(BC). ,.R'ow; DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ —1101 Ct" 4SEQ. : 5992808 .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 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 design loads be applied to any component. and are for"dry condition"of use. yl TRANS I D: 403334 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 1 'L0 Ca T fabrication,handling,shipment and installation of components. necessary. c2{ 7.Design assumes adequate drainage is provided. P.R 1{-.�- V 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 n I IIIIII IIIII IIIII IIIII IIIII IIIII IIIII IIII IIIITPI/WfCA 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 t0.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/20 1 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 20-06-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1.2=(-125) 101 1.4=(-54) 72 2.4=(-187) 169 BC: 2x8 KDDF #1&BTR 2.3=( -10) 5 WEBS: 2x4 KDDF STAND LOADING LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.01= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 231.2)+DL( 177.21= 408.5 PLF 0'- 0.0" TO 6'- 0.0' V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -304/ 1451V -41/ 104H 5.50" 2.32 KDDF ( 625) Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" -302/ 1384V 0/ OH 5.50" 2.21 KDDF ( 625) Hangers attached to the bottom chord REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. will have 1.5" max. nail penetration. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psft uplift at 24 "on spacing. ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX IC PANEL LL DEFL = 0.089" @ 3'- 0.4" Allowed = 0.323" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TC PANEL TL DEFL = -0.097" @ 3'- 0.5" Allowed = 0.484" M,M20HS,M18HS,M16 = MiTek MT series 5-08-04 0-03-12 3 T 2 MAX HORIZ. LL DEFL = 0.000" @ 5'- 8.2" MAX HORIZ. TL DEFL = 0.000' @ 5'- 8.2' 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 I..-- NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting M-1,5x4 3 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, Truss designed for wind loads in the plane of the truss only. CO 0 4 0 IIIII M 10illi �r CO O� 'Tr� 'r� ** -V � 0 - M-5x16 M-3x10 I I I 5-08-04 0-03-12 I I 6-00 JOB NAME : POLYGON PLAN 5-B NH - F1 -GIRDScale: 0.5462 ,S.0 0"NQp WARNINGS: GENERAL NOTES,unless otherwise noted: //it py �-.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 Q- rt 2,,i• E r- Truss: Fl -GIRD 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. ri'A- 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at DES. BY: BS2'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(7C)and/or drywatl(BC). " DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ I �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. OREGON 1, SEQ. : 5992809 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, A. design loads be applied to any component, and are for"dry condition"of use. �0 '�}"' 14, V 4 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 8'necessary.assumes full bearing at all supports shown.Shim or wedge if Cy fabrication,handling,shipment and installation of components. ry p 7.Design assumes adequate drainage is provided. '* RIO- 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 VIII IIII VIII VIII VIII VIII IIII IIII TPI/WTCA in SCSI,copies of which will be furnished upon request. git coincideiitwithizjoint ain che. 9.Digitssidsize of plate ein inches.li . 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 6-00-00 GIRDER SUPPORTING 11-08-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =I 00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1.2= 125 101 1-4= q BC: 2x8 KDDF #1&BTR ( ) (-54) 72 2-4=(-167) 169 2-3=( -10) 5 WEBS: 2x4 KDDF STAND LOADING LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. IC UNIF LL( 50,0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 120.8)+DL( 102.2)= 223.0 PLF 0'- 0.0" TO 6'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -170/ 881V -41/ 104H 5.50" 1.41 KDDF ( 625) Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" -175/ 841V 0/ OH 5.50" 1.35 KDDF ( 625) Hangers attached to the bottom chord REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. will have 1.5" max. nail penetration. ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX TC PANEL LL DEFL = 0.089" @ 3'- 0.4" Allowed = 0.323" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX IC PANEL TL DEFL = -0.097" @ 3'- 0.5" Allowed = 0.484" M,M2OHS,M18HS,M16 = MiTek MT series 5-08-04 0-03-12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 8.2" T T MAX HORIZ. TL DEFL = 0.000" @ 5'- 8.2" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00I_ NOT EXCEED 19N AT TIME OF MANUFACTURE. M-1.5x4 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I load durAll ation factor=1. Cat.2, Exp.B, MWFRS(Dir), Truss designed for wind loads in the plane of the truss only. co O V O M 1 m c IP JI o� o/- o 4 M-5x16 M-3x10 ** 5-08-04 0-03-12 ; 6-00 JOB NAME : POLYGON PLAN 5-B NH - F2-GIRD Scale: 0.5462 A0So "° sAA� WARNINGS: GENERAL NOTES,unless otherwise noted: 11 -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 {' OP+a E s.- T r u s s: F2-GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper 77f 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: BS 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+r;4MItr. DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2o 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. : 5992810 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, 1a design loads be applied to any component. and are for"dry condition"of use. /� *'. 1 TRANS I D: 403334 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 0 14, 2.0 P necessary. fabrication,handling,shipment and installation of components. 7. 7,Designlaesassumes atedadequate hdrainagecis truss,a S: t^� IIIIII VIII II II IIII I II IIII VIII IIII IIII 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 Ra TPINVTCA 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(1L)-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 8'- 8.9" ICOND. 2: Design checked for net(-5 ssfl uplift at 24 "oc spacing.I TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 DESIGN MOISTURE CONTENT DOES BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. NOT EXCEED ASSUMESES AT SIUR OF MANUFACTURE. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, C,CN,CI8,CNI8 (or no prefix) = CompuTrus, Inc M,M2OHS,MI8HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),load duration factor=1.6, 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 UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Ror equal typical at stud verticals. er Refer to CompuTrus gable end detail for 4-04-08 4-04-07 complete specifications. T T T 12 12 6.00 I/ \I 6.00 IIM-4x4 A— 3 1--- c,O CD O CV 4 C.') M Of— \— — —/0 V / O1f 1 _ _ O 0 /////////////////////////////////////////////////////_///////////// 0 M-3x4 M-3x4 0-10 8-08-15 JOB NAME : POLYGON PLAN 5-B NH - G1 Spate; D.6D79 ,` c3 Pv°�s WARNINGS: GENERAL NOTES,unless otherwise noted: r{/J/`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: *°P.a E r Truss: G 1 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. �„r' , 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „.+"" W,, DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : 5992811 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 <t/ 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, ,j- , r„ A. design loads be applied to any component, and are for"dry Condition"of use. /h '`�" 2,0 4 TRANS I D: 403334 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 u �y 14, fabrication,handling,shipment and installation of components. necessary. '�! H V P P a.Designassumes adequate ne dthinac a is truss, i r� f�,,, 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 TPI YYrCA in BCSI,copies of which will be furnished upon request. git coincide with jointcenter che. 9.Digitssoincde 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:12/31/2015 IIIIIIIIOIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 42 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-63) 29 2-4=(0) 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 14.2" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -77/ 404V 0/ 66H 5.50" 0.65 KDDF ( 625) 5'- 0.2" 0/ 64V 0/ OH 5.50" 0,10 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 5'- 3.0" -58/ 140V 0/ OH 1.50" 0.22 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psfl uplift at 24 "oc soacing.1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.005" @ -1'- 2.2" Allowed = 0.119" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.005" @ -1'- 2.2" Allowed = 0.158" MAX IC PANEL LL DEFL = 0.037" @ 3'- 2.1" Allowed = 0.303" MAX TC PANEL TL DEFL = -0.046" @ 3'- 0.0' Allowed = 0.454" MAX HORIZ. LL DEFL = -0.000" @ 5'- 2.2" 12 MAX HORIZ. TL DEFL = -0.000" @ 5'- 2.2" 4.00 3 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=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,n (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads 0 in the plane of the truss only. M-3x4 `m co - - 0 0 1 2>-< 4>< )" y 1-02-04 [PROVIDE FULL BEARING:Jts:2.4,31 5-03 JOB NAME : POLYGON PLAN 5-B NH - G3 Scale: 0.7536 Q PROFF619 WARNINGS: GENERAL NOTES,unless otherwise noted: ' j/trt)J T �-gf 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 'Cr k G $ E 1-- Truss: G3 and Warnings before construction commences. building component.Applicability of design parameters and proper GG 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: BS is the responsibility of the erector.Addeional 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). a�R d DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+(- rt S /� 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 E0. : 5992812 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, qL i} design loads be applied to any component. and are for"dry condition"of use. N TRANS I D: 403334 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 '�6 Q 14, fabrication,handling,shipment and installation of components. necessary. ,�}}IY2 7.Designlaesassumes atedadequate draothi face is truss, 'f'/ ?M RIO- 6. V This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center Pi IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPI/WrCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 8.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-1888(MiTek) EXPIRES:12/31/2015 11111E IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc soacing.I TC: 2x4 KDOF k1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. NOT EXCEED 19%AT SIUR 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 DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSFCWind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M,M2OHS,MI8HSCN,C18,CN18 (16or =nMiTek prefix) = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, 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 UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Ror equal typical at stud verticals. er Refer to CompuTrus gable end detail for complete specifications. 12 4.00 3 to 0 O N LO0000111 CO 0 III O� 1 4 M-3x4 y /, y 1-02-04 5-03 JOB NAME : POLYGON PLAN 5-B NH - G2 Spate; 0,,,28 � 'o PROs s WARNINGS: GENERAL NOTES,unless otherwise noted: 6'J (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 !q21111 E 1- Truss: G2 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• BS 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 plywood sheathing(TC)C and/or d all BC. � � DATE: 7/11/2014 r cw her s ( ) t'• the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ♦� 1x 4.Na load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. OREGON W SEQ. : 5992813 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 applied to any component. and are for"dry condition"of use. / ]{ 2,Q TRANS I D: 403334 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, fabrication,handling,shipment and installation of components. Design assumesry. -ii--�� \,- V P P 7.Design adequate drainage is provided. r-1 R j�„- 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 TPINYfCA in BCSI,copies of which will be furnished upon request. git coincideicwith joint center nche. 8.Digitssini dsize 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:1 2131/2 01 5 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 1,5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-94) 79 1-4=(-44) 58 2-4=(-233) 166 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2.3=(-10) 4 LOADING TC 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 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 292V -30/ 80H 4.00° 0.47 KDDF ( 625) C,CN,CI8,CNI8 (or no prefix) = CompuTrus, Inc 7'- 1.5" -37/ 307V 0/ OH 5.50" 0.49 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 ssf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.152" @ 3'- 5.5" Allowed = 0.408" BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.202" @ 3'- 5.7" Allowed = 0.612" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6 07-12 0-05-12MAX HORIZ. LL DEFL = 0.000" @ 6'- 7.7" MAX HORIZ. TL DEFL = 0.000" @ 6'- 7.7' 12 DESIGN ASSUMES MOISTURE CONTENT DOES 4.00 NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x4 3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 2 s (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 11 ll idill_______ _. i in the plane of the truss only. m, m 0 N I` O,/- 1/11111111111111111111111111111111111111111111111111111111111111111111 O/- O 1Iti� ��4 M-3x4 M-1.5x4 y y 1, 6-07-12 0-05-12 y y 7-01-08 JOB NAME : POLYGON PLAN 5-B NH - G4 Scale: 0.5588 -AN'` .s, WARNINGS: GENERAL NOTES,unless otherwise noted: Z"` + RT 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 Truss: G4 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. DES. BY: BS 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 ', continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �" DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiredmeedwhere shown shown++ SEt1 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. OREGONit W. : 5992814 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, 14, design loads be applied to any component. and are for"dry condition"of use. ✓�" \ TRANS I D: 403334 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 / ik /�. 14 fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. 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 rl I IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request MiTek USA,IDC./CompuTrus Software 7.6.6(1 L)-E 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) EXPIRES: 2/311201 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 1.5" ICOND. 2: Design checked for net(-5 ssfl uplift at 24 "oc spacing.I TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF p1&BTR 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 ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M,M2OHS,M1BHS (16 = MiTek prefix) = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M20HS,M18HS,M16 = MT series LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 2 —/ 4.00 rn 0 Iddillill1111 0 cm 1 O ,i- ilEd11111111111111111111111111111 o 3 M-3x4 J., 1, 5-01-08 D e JOB NAME : POLYGON PLAN 5-B NH - G5 Scale: 0.8258 `, � P/�Qpij, `�p WARNINGS: GENERAL NOTES,unless otherwise noted: �/ ` .A1 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 ' .1.' 1 0 E r* Truss: G5and 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. bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary40'2'o.c,and at 10'o.c.respectively unless braced throughout their length by ,,,� DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ © �� 44/ ,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. ,{q+ �. S EQ. : 5992815 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, ., "F7, Q design loads be applied to any component. and are for"dry condition"of use. C) 14, V P4 8.Design assumes full bearing at all supports shown.Shim or wedge if �'^t� TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the necessary. f jl�'�1, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center VIII VIII VIII VIII VIII VIII VIII(III(IIITPI WTCA in BCS(,copies of which will be furnished upon request. 9 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z (Digits cand ndate sizede of plate ininjoint chnes. es. 10. 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) EXPIRES;12;(1/2015 IIIIIINIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-8=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-366) 181 3-4=(-259) 116 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-189) 85 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP-CHORD = 32.0 PSF 5-6=(-105) 55 DL ON BOTTOM CHORD = 10.0 PSF 6-7=( -42) 19 OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -23/ 377V -78/ 340H 5.50' 0.60 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 9.2" 0/ 67V 0/ OH 5.50' 0.11 KDDF ( 625) 5'- 11.2" -169/ 346V 0/ OH 1.50' 0.44 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 9'- 11.2" -118/ 231V 0/ OH 1.50' 0.30 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13'- 11.2" -134/ 272V 0/ OH 1.50' 0.35 KDDF ( 625) 17'- 11.2" -107/ 214V 0/ OH 1.50' 0.27 KDDF ( 625) 19'- 10.9" -16/ 33V 0/ OH 1.50' 0.05 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] 7-09-12 12 01-03 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0' Allowed = 0.100" T 7 , MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX TC PANEL LL DEFL = -0.031" @ 2'- 11.9' Allowed = 0.397" MAX TC PANEL TL DEFL = -0.051' @ 2'- 11.9' Allowed = 0.596" 6 MAX HORIZ. LL DEFL = -0.007' @ 19'- 10.2" :i MAX HORIZ. TL DEFL = -0.007" @ 19'- 10.2" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 5 Design conforms to main windforce-resisting 6.001/ a system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=1.6, 4 T Truss designed for wind loads Mo in the plane of the truss only. M-3x6(S) 0 0 8� - 3 .i C.) 0 0 1 0 - 8 x c, M-3x4 0-10 6-00 13-10-15 [PROVIDE FULL BEARING;Uts 2.8 3.4 5 6.71 JOB NAME : POLYGON PLAN 5-B NH - J10 Scale: 0.2814 � , , ';,5/ A� WARNINGS: GENERAL NOTES,unless otherwise noted: 5:1 // "6-$ 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 ♦ +Y i E {- T r u s s: J10 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: BS 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 ��Itr DATE: 7/11/2014 responsibilitybuilding designer. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). ,., lmwr the overall structure Is the res onsibilit of the 3.2x Impact bridging or lateral bracing 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. -ly7 A_OREGON ,/,r SEQ. : 5992816 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, �1p ✓ design loads be applied to any component, and are for"dry condition"of use. / '��,, SO �4- IN TRANS I D: 403334 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, fabrication,handling,shipment and installation of components. necessary. /1// ' 'e) 7.Designlaesassumes adequate ne dthiface isprovided.sed. R R(�..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 11111111111111111111111111111111111111 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 110IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2.7=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2.3=(-327) 162 3-4=(-220) 97 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 4-5=(-154) 70 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -69) 32 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -23/ 352V -69/ 301H 5.50" 0.56 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2' -168/ 347V 0/ OH 1.50" 0.44 KDDF ( 625) 9'- 11.2" -113/ 224V 0/ OH 1.50' 0.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.2" -144/ 295V 0/ OH 1.50" 0.38 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17'- 11.7" -51/ 104V , 0/ OH 1.50" 0.17 KDDF ( 625) '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 = 0.001" @ 0'--10.0" Allowed = 0.083" 7-09-12 10-01-15 MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.030" @ 3'- 7.4" Allowed = 0.397" MAX IC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" 'I MAX HORIZ. LL DEFL = -0.005" @ 17'- 10.9" MAX HORIZ. TL DEFL = -0.005" @ 17'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 12 :l system and components and cladding criteria. 6.00 I/ Wind: 140 mph, h=23.7ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4 Truss designed for wind loads in the plane of the truss only. M-3x6(S) 0 O at 3 Co) O o 1iiiiiIIMIIIMIM -/ o M-3x4 '' ), > ), 0-10 6-00 11-11-11 'PROVIDE FULL BEARING;Jts:2,7,3.4,5.61 JOB NAME : POLYGON PLAN 5-B NH - J9 ` °ROp Scale: 0.3077 WARNINGS: GENERAL NOTES,unless otherwise noted: 51 fl� 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 ( ! ,, ESQ' Truss: J9 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown v. 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: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length byweir is the responsibility of the erector.Addeional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r., DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown v v ♦ " 4.Na load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. -ys OREGON to SEQ. : 5 992817 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.. j' 'tib �, design loads be applied to any component. and are for"dry condition"of use. C "91`• 14 �Q >o nTRANS I D: 403334 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 0 {y fabrication,handling,shipment and installation of components. Design assumes. R A U P P 7.Design adequate drainage is provided. �+�..Rt 0' 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 II(IIII IIII I I(IIII(IIII(IIII IIII IIII TPIMlrCA In BCS(,copies of which will be furnished upon request. git coincideiatwith joint In che. 9. Digits idsize oftplate eto inches.li . 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 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2= 0) 42 2-7=(0) BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-287) 142 ( 0 3-4=(-184) 79 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 58 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -44) 20 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -23/ 353V -61/ 265H 5.50" 0.56 KDDF ( 625) M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) i REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -162/ 343V 0/ OH 1.50" 0.44 KDDF ( 625) 9'- 11.2" -119/ 239V 0/ OH 1.50" 0.31 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.2" -108/ 226V 0/ OH 1.50" 0.29 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15'- 11.7" -15/ 32V 0/ OH 1.50" 0.05 KDDF ( 625) ICOND, 2: Design checked for net(-5 psfl uplift at 24 "oc soacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" 8 MAX IC PANEL LL DEFL = 0.031" @ 3'- 7.4" Allowed = 0.397" MAX IC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" 11 MAX HORIZ. LL DEFL = -0.004" @ 15'- 10.9" 5 MAX HORIZ. TL DEFL = -0.004" @ 15'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES ° NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 6.00 V system and components and cladding criteria. 4 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), rj load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. co 3 M O o 1 7►_.. -/ M-3x4 ,1 ), ), y 0-10 6-00 9-11-11 :1 1 .. 1 . R JOB NAME : POLYGON PLAN 5-B NH - J8 Scale: 0.3315 „C„.9 GINE'P Q r9 WARNINGS: GENERAL NOTES,unless otherwise noted: r..7 "6 y J8 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.." t,92•• E 1- T r u s s: J 8 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: BS 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 ��l► continuous sheathing such as plywood in ere and/or drywall(BC). ,,,,r MOW. DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ' /� et 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.,/S E Q ncorrosive environment, �„ ,r „fir A, TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. 8 5.CompuTrus has no control over and assumes no responsibility for the .Design assumes full bearing at all supports shown.Shim or wedge if /0 14, '2.0 fabrication,handling,shipment and installation of components. necessary. A PR 7.Designassumes atedadequate drainage is sed. +-f n � 8.This design is furnished subject to the limitations set forth by 8,Plates shall be located on both feces of truss,and placed so their center n I VIII VIII VIII II II VIII VIII VIII III IIIITPIM/fCA 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, 2/31/201 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-246) 122 3-4=(-148) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -67) 31 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: 10.0" 0.0" 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" -24/ 353V -53/ 231H 5.50" 0.57 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -155/ 338V 0/ OH 1.50" 0.43 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -129/ 265V 0/ OH 1.50" 0.34 KDDF ( 625) 13'- 11.7" -51/ 109V 0/ OH 1.50" 0.17 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 nsf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.031" @ 3'- 7.4" Allowed = 0.397" 5 -v MAX IC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed= 0.596" 0 MAX HORIZ. LL DEFL = -0.003" @ 13'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 13'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 12 6.00I/ 4 Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=22.7ft, 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 v in the plane of the truss only. 0 3 0 CO 0 o 1 MI 6►. -V M-3x4 y ), ), y 0-10 6-00 • 7-11-11 1 1 .. 1 • ' JOB NAME : POLYGON PLAN 5-B NH - J 7Scale: 0.3795 `ct? N o S/ � WARNINGS: GENERAL NOTES,unless otherwise noted: `I -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 ! 1E III IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1 00 TC: 2x4 KDDF f1&BTR LOAD DURATION INCREASE = 1.15 1-2= 0) 42 2-6= q BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-208 1105 (0 0 3-4=(-102) 46 IC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -38) 18 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 OVERHANGS: 10.0" 0.0" 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" -23/ 352V -45/ 198H 5.50" 0.56 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -159/ 354V 0/ OH 1.50" 0.45 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -92/ 187V 0/ OH 1.50" 0.24 KDDF ( 625) 11'- 11.7" -19/ 46V 0/ OH 1.50" 0.07 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 psf) uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = -0.030" @ 2'- 11.9" Allowed = 0.397° 5 MAX TC PANEL TL DEFL = -0.050" @ 2'- 11.9" Allowed = 0.596" 0 MAX HORIZ. LL DEFL = -0.002" @ 11'- 10.9° MAX HORIZ. TL DEFL = -0.002" @ 11'- 10.9° 12 4 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00/ II NOT EXCEED 19%AT TIME OF MANUFACTURE. P Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 ,. Truss designed for wind loads o in the plane of the truss only. • 0 co M o/- 0 1 6=� -V M-3x4 ,J, ), ), y 0-10 6-00 5-11-11 (PROVIDE FULL BEARING;Jts:2.6,3,4.5) JOB NAME : POLYGON PLAN 5-B NH - J6 Scale: 0.4200 `C 't'C''o r ��9 WARNINGS: GENERAL NOTES,unless otherwise noted: ✓ / "Y C 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 {j � (,,,. 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 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: BS 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 � �rrr continuous sheathing such as plywood in ere s and/or drywall(BC). ! '!�„ DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /� Cr 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. >i OREGON S E Q tx A. design loads be applied to any component: and are for"dry condition"of use. ✓n "\ TRANS I D: 403334 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 25, ' �li fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. "�a 'Fl Ft)L.,,, 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(IIII IIII I III(IIII III II IIII TPI/VYfCA in BCSI,copies of which will be furnished upon request. git coincide with jointcenter 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 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-170) 99 3.4=( -76) 34 TC LATERAL SUPPORT <= 12"0C. 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 BRG REQUIRED BRG AREA OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 350V -37/ 166H 5.50" 0.56 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -164/ 368V 0/ OH 1.50" 0.47 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -45/ 90V 0/ OH 1.50" 0.14 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing./ AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.028" @ 3'- 4.9" Allowed = 0.397" 4 _ MAX IC PANEL TL DEFL = -0.048" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.002" @ 9'- 10.9" 12 0 MAX HORIZ. TL DEFL = -0.002" @ 9'- 10.9" 6.00 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=21.7ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, d. Truss designed for wind loads 0o in the plane of the truss only. 0 CO O/- lai ''f 1 5IIIII1 0 M-3x4 y y y y 0-10 6-00 3-11-11 [PROVIDE FULL BEARING:Jts:245,3.41 JOB NAME : POLYGON PLAN 5-B NH - J5 Spate: D.4887 `co�,03 3pRop WARNINGS: GENERAL NOTES,unless otherwise noted: ,�..qq, 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... 2. • E Y- T r u s s: J5 and Warnings before construction commences. building component.Applicability of design parameters and proper incorporation of component is the responsibility of Me building designer. 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the lop 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 � r DES. BY: BS s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /,, air, DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown*+ I SE Q. 5992821 4.No load should be applied to any component until ager all bracing and 4. Installation of truss is the responsibility of the respective contractor. OREGON 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 applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition"of use. 6.Design assumes full bearing at all supports shown.Shim or wedge if ��0 � TRANS I D: 403334t, 1 2 "Q.� �. ` necessary. •v/ tjR,.� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. rl 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 1111111111111111111 TPI/WI-CA in BCSI,copies of which will be furnished upon request. git coincide with joint ain che. 9. Digits oiicde size of plate ein inches.li . 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:12/31/201a IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-5=(0) 0 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. 2-3=(-126) 92 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4=( -64) 25 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 BRG REQUIRED BRG AREA OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -24/ 353V -29/ 135H 5.50" 0.57 KDDF ( 625) Connec 8,CN1a (or no prefix) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5,50" 0.11 KDDF ( 625) = CompuTrus, Inc 5'- 11.2" -142/ 337V 0/ OH 1,50" 0.43 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ OV 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10,D" Allowed = 0.111" 14 4 .. MAX TC PANEL LL DEFL = 0.047" @ 2'- 9.3" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" 6.00 V MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.2" MAX HORIZ, TL DEFL = -0.001" @ 7'- 10.9" 3 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=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Tr (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. co c „,_ V 111 o/- 1 o .t 5►� M-3x4 y ), ), y 0-10 6-00 'PROVIDE FULL BEARING:Jts:2.5,3,4' 1-11-11 JOB NAME : POLYGON PLAN 5-B NH - J4 Scale: 0.5653 y Oyyy��r**p...CCe��srS WARNINGS: GENERAL NOTES,unless otherwise noted: 4;5? . 1 *T1 E `S' 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 / Truss: J4 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. v 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless ass br braced throughout their length by continuous sheathing such as plywooding(TC)and/or drywall(BC). �„ DATE: 7/11/2014 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 t " S E Q , A_ cJ design loads be applied to any component. and are for"dry condition"of use. -`1 "t A. TRANS I D: 403334 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 `Al F" 14, '2,c) 4 fabrication,handling,shipment and installation of components. necessary. ,qq` �� 7.Design assumes adequate drainage Is provided. 'r'1 ''LR r71 Ll,- 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 �l n IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPI/WTCA In BCSI,copies of which will be furnished upon request. MiTek USA,IDC./CompuTrus Software 7.6.6(1 L)-E lines coincide with joint center linea 9. Digits indicate size of plate in inches. 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 IC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2-4=(0) 0 BC: 2x4 KDDF q1&BTR SPACED 24.0" O.C. 2-3=(-96) 68 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: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -49/ 379V -22/ 104H 5.50" 0.61 KDDF ( 625) 5'- 9.2" 0/ 74V 0/ OH 5.50" 0.12 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.7' -69/ 160V 0/ OH 1.50" 0.26 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 SPATIALCOND. 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 IOPSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0,111" MAX TC PANEL LL DEFL = 0.079' @ 3'- 7.2' Allowed = 0.395" 5-11-11 MAX IC PANEL TL DEFL = -0.092" @ 3'- 4.8" Allowed = 0.593" T 1' MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 6.00I/ I GN ASSES 3 -/ NOT EXCEEDU119%ATTITIME EOFODOESNTENT MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, 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. c C') M 0//. Cl//. 0 -/ o/- rig, 1 4� O M-3x4 ) > ) 0-10 'PROVIDE FULL BEARING;Jts:2,4,31 6-00 JOB NAME : POLYGON PLAN 5-B NH - J3 Scale: 0.5843 ��` OP A� WARNINGS: GENERAL NOTES,unless otherwise noted: w • /:: `ir, 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' "`--jjj {,j��---""" i- Truss: J 3and 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. ,r,+' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally t theiraced at „ P rY 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(aC). Ct DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ 0 / ' 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 to SEQ. : 5992823 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, TRANS I D: 403334 design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition"of use. /0 ill' 14, 8.Design assumes full bearing at all supports shown.Shim or wedge if �}' necessary. ,V1 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. R y - 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 IIIIII VIII VIII IIII VIII VIII VIII IIII IIIITPI A in copies of which will be furnished upon request. g lines is indicate size oint of plate inri lines.. 10. MiTekk USA,Inc./nC./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 TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1 00 TC: 2x4 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 1-2= 0) 42 2-4=(0) 9 BC: 2x4 ROOF N1&BTR SPACED 24.0" O.C. 2.3=(-63 49 () 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 10.0" 0,0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 321V -14/ 73H 5.50" 0.51 KDDF ( 625) 3'. 10.9" -99/ 114V 0/ OH 1.50" 0.18 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0° 0/ 57V 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 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, ICOND. 2: Design checked for net(-5 pall uplift at 24 "oc spacing,' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" 3-11-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" ( .( MAX TC PANEL LL DEFL = 0.012" @ 2'- 2.2" Allowed = 0.246" MAX BC PANEL TL DEFL = -0.034" @ 3'- 1.4" Allowed = 0.333" MAX BC PANEL TL DEFL = -0.004" @ 4'- 1.4" Allowed = 0.333" 12 6.00/ MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19N AT TIME OF MANUFACTURE. 3 -/ Design conforms to main windforce-resisting I system and components and cladding criteria. a Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, �i (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads v in the plane of the truss only. O N CO O f- 7 NI O� 14 M-3x4 y y ,1- 0-10 0-10 (PROVIDE FULL BEARING:Jts:2,3,41 6-00 JOB NAME : POLYGON PLAN 5-6 NH - J2 Scale: 0.6394 ,Co'`�¢ :.9A� WARNINGS: GENERAL NOTES,unless otherwise noted: jJ// --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 (� r G 0$ E r Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper GG 2.2x4 compression web bracing must be installed where shown v. 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: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathingnless braced(TC)and/or drywallhout their (BC)byth w^r�a "- DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown v vcr 0- 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. : 5992824 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, -7 �T,x jt`ti' TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. pD wedge / <�1 1 4 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearingat all supports shown.Shim or if �1y% fabrication,handling,shipment and installation of components. necessary. [ 7.Design assumes adequate drainage is truss, provided. `F?R 11..�- 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of trand placed so their center I VIII(VIII VIII VIII(III)VIII VIII(III(IIITPI/WfCA In BCS(,copies of which will be furnished upon request. lines coincide with joint center linea id 8.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) EXP)RES. r/31/201 5 1111E 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 k1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2.4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2.3=(-35) 40 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: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -49/ 263V -7/ 43H 5.50" 0.42 KDDF ( 625) 1'- 10.9" -108/ 90V 0/ OH 1.50" 0.14 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 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'GOND. 2: Design checked for net(-5 DO) uplift at 24 °oc snacing.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" T T MAX TC PANEL LL DEFL = 0.001" @ 1'- 0.0" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.145" 12 MAX BC PANEL LL DEFL = 0.005" @ 2'- 8.6" Allowed = 0.250" MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.333" 6.00 V MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9' MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 3 -/ Wind: 140 mph, h=19.7ft, 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 '' v in the plane of the truss only. c 0/- 0111 -V o� 1 2►EM 0111.-14 M-3x4 ) ) > 0-10 'PROVIDE FULL BEARING:Jts:2.3.4i 6-00 OFF JOB NAME : POLYGON PLAN 5-B NH - J1 Scale: 0.7144 �c,'� � ISN ' 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 4:* L Z,i® E 1--. 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. Adipr 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 .,,r 4��r DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '�� DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1/ (,Z" 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. 7OREGON jti SEQ. : 5992825 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, n !� design loads be applied to any component. and are for"dry full bearing of use. / 2- Tt TRANS I D: 403334 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 �I 14, fabrication,handling,shipment and installation of components. necessary. 'VI yv 7.Designlaesassumes adequate ne hdrainage isprovided.tru , ) RIO- 6. {y�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 11101111111111111111111111111111111 TPI/WTCA in BCS',copies of which will be furnished upon request. Digitsgit coincideitwithizjointcenterche. 9. linesindicate 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-1888(MiTek) EXP(RES:12/3112015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 I. 2=( 0) 42 2- 8=( -97) 190 8- 7=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-257) 48 7- 9=(-158) 297 7- 3=( 0) 49 WEBS: 2x4 KDDF STAND 3- 4=(-224) 105 3- 9=(-308) 164 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4- 5=(-153) 67 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -68) 32 DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 10.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE MAN. (SPECIES) Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -29/ 351V -53/ 231H 5.50" 0.56 KDDF ( 625) M,M20HS,M18HS,M16or = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 2.3" 0/ 127V 0/ OH 5.50" 0.20 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 10.9" -120/ 259V 0/ OH 1.50" 0.33 KDDF ( 625) 9'- 10.9" -137/ 286V 0/ OH 1.50" 0.37 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.7" -50/ 106V 0/ OH 1.50' 0.17 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. '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 = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.008" @ 2'- 3.8" Allowed = 0.254" 13-11-11 MAX TL CREEP DEFL = -0.015" @ 2'- 3,8" Allowed = 0.339" T T MAX HORIZ. LL DEFL = -0.007" @ 5'- 2.3" MAX--/ HORIZ. TL DEFL = 0.009" @ 5'- 2.3" i r,'t DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 199s AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 6,00 V system and components and cladding criteria. ow Wind: 140 mph, h=22.7ft, TCDL=4,2,BCDL=6,0, ASCE 7-10, :d (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), m load duration factor=l,6, o Truss designed for wind loads 0 o in the plane of the truss only. CO r',i M-4x6 0 M-3x4 LB o y o IN�Ilm. M-3x4o O cm O "! M-3x4 M-1.5x4 Cu 2-03-12 2-10-08 0-09-12 ) ), ), ,1 0-101 2-05-08 .1 11-06-03 y 6-00 7-11-11 'PROVIDE FULL BEARING:Jts:2,9.4,5,6' JOB NAME : POLYGON PLAN 5-B NH - J7C Scale: 0.3025 �� /"° s WARNINGS: GENERAL NOTES,unless otherwise noted: �{(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 {� ><7G�.$ E I- T r u s s: J 7C and Warnings before construction commences. building component.Applicability of design parameters and proper GG 2.2=4 compression web bracing must be installed where shown 0, incorporation of component is the responsibility of the building designer. /f,,,i/ 3.Additional temporary bracing to insure stability donna construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 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 �r�l r continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .,,,,, DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.a Impact bridging or lateral bracing requiredmeed where shown++ tt 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. -yy� OREGON 4.- SEQ. : 5 992826 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, sjy �jx `4 A. TRANS I D: 403334 design loads be applied to any component, and are for"dry condition"of use. 6 5.CompuTrus has no control over and assumes no responsibility for the .Design assumes full bearing at all supports shown.Shim or wedge if 0 14, 2 w14 fabrication,handling,shipment and Installation of components. necessary. s 7.Design assumes adequate drainage is provided. -A R 10- 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 11111111111111111 TPIMlrCA in BCSI,copies of which will be furnished upon request. git coincide with joint ate inr 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 1111111011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2- 8=(-102) 178 8- 7=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-245) 43 7- 9=(-165) 278 7- 3=( 0) 49 WEBS: 2x4 KDDF STAND 3. 4=(-213) 71 3- 9=(-289) 171 LOADING 4- 5=(-155) 77 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-101) 0 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 24.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -27/ 356V -39/ 215H 5.50" 0.57 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, IncLIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 2.3" 0/ 122V 0/ OH 5.50" 0.20 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT seriesREQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 10.9" -136/ 299V 0/ OH 1.50° 0.38 KDDF ( 625) 9'- 11.7" -183/ 405V 0/ OH 1.50" 0.52 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. '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 = 0.001" @ 0'--111,0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0,111" MAX LL DEFL = 0.009" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.014' @ 2'- 3.8" Allowed = 0.339" 11-11 11 MAX LL DEFL = 0.042" @ 11'- 11.7" Allowed = 0.200" T MAX TL CREEP DEFL = -0.048" @ 11'- 11.7" Allowed = 0.267" /- -/ MAX HORIZ. LL DEFL = -0.007" @ 5'- 2.3" MAX HORIZ. TL DEFL = 0.009" @ 5'- 2.3" DESIGN ASSUMES CNTENT DOES 12 NOTEXCEED9%ATITIME EOFOMANUFACTURE. 6,001 , Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, co (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ✓ o load duration factor=l.6, o r Truss designed for wind loads UD 14 U) in the plane of the truss only. M-4x6 r.,..__AIIIINimmar......___M 3x423 c, q -s N B M-3x4 M-1 111 "5x4 -/C? 0 0 M-3x4 1, J, 1, ) 2-03-12 2-10-08 0-09-12 0-10, 2-05-08 y 9-06-03 6-00 5-11-11 'PROVIDE FULL BEARING:Jts:2,9,4,51 JOB NAME : POLYGON PLAN 5-B NH - J6C � G 0so , Scale: 0,3429 i. WARNINGS: GENERAL NOTES,unless otherwise noted: . C, � -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 {�, Truss: J 6C and Warnings before construction commences. building component.Applicability of design parameters and proper Air 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: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by y y�rl." is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,0 ' 0, DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 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. q OREGON 41 SEQ. : 5992827 fasteners are complete and at no time should any loads greater than 5.Design assfor"umescontrusses areof lobe use.used in a non-corrosive environment, TRANS I D: 403334 rl design loads be applied to any component. dry dition" 6 /h 1�'` 2,1�.Ah 5.CompuTrus has no control over and assumes no responsibility for the .Design assumes full bearing at all supports shown.Shim or wedge if s 14, V s fabrication,handling,shipment and installation of components. Designecessary. t-�t^f P P 7. assumes adequate drainage is provided. r't.r-1 k.--l" 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 1111111111113111111 TPI VVTCA In BCSI,copies of which will be furnished upon request. Digit coincideictwithizjointche. 9. Digits dsize of tplate In Inches. n 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 11111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2-7=( 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3= 245 43 6-8=( 11 )4) 278 6.3=( 0) 49 WEBS: 2x4 KDDF STAND 3-4=(-153) 71 3.8=(-289) 118 LOADING 4-5=( -70) 32 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 OVERHANGS: 10.0" 0.0" 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" -27/ 347V -37/ 166H 5.50" 0.55 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 5'- 2.3" 0/ 122V 0/ OH 5.50' 0.20 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 10.9" -138/ 301V 0/ OH 1.50" 0.39 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -49/ 103V 0/ OH 1.50' 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for nett-5 psfl uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10,0' Allowed = 0.111" MAX LL DEFL = -0.007" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.014" @ 2'- 3.8" Allowed = 0,339" 9-11-11 MAX HORIZ. LL DEFL = -0.005" @ 5'- 2,3" T 1' MAX HORIZ. TL DEFL = 0.009" @ 5'- 2.3" /- -v' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE, 12 I-t Design conforms to main windforce-resisting 6.001/ system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads C )0 o in the plane of the truss only. U v M-4x6 111 �1 8CO �11 � -v piNIIIIMISM M-3x4 M-1.5x4 -,c? M-3x4 M-3x4 1 ) ), ), 2-03-12 2-10-08 0-09-12 1 1 1 1 0-101 2-05-08 7-96-03 1 6-00 3-11-11 'PROVIDE FULL BEARING;Jts:2,8,4,51 JOB NAME : POLYGON PLAN 5-B NH - J5C Scale: 0.3763 P``..�4N` ''d WARNINGS: GENERAL NOTES,unless otherwise noted: L [/ s 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 AL ±r{7 i• [�L, I..- T r u s s: J 5C and Warnings before construction commences. building component.Applicability of design parameters end proper GG 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: BS 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 �. tr continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r!r.. DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ll ♦" SEQ4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ,4��OREGO ses are to be used in a non-corrosive environment, Q4.„ -+9 N lx ' TRANS I D: 403334 s design loads be applied to any component. and are for"dry condition"of use. ,//� w'. 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 0 14, 2. 4 fabrication,handling,shipment and installation of components. necessary. 4'' 7.Design assumes adequate drainage is provided. "� R R)Lt„ 6.This design is furnished subject to the limitations set fodh by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII IIII VIII IIII III IIII IIII TPIMlrCA in BCSI,copies of which will be furnished upon request. git coincide with jointacenter lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTfua Software+7,6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12rr31/201 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 #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-7=( -84) 228 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-297) 65 6.8=(-138) 358 6-3=( 0) 50 WEBS: 2x4 KDDF STAND 3-4=(-153) 82 3.8=(-372) 143 LOADING 4-5=(-100) 0 TO 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 BOG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) OVERHANGS: 10.0" 23.7" 0'- 0.0" -35/ 328V -24/ 151H 5.50" 0.53 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 2.3" 0/ 144V 0/ OH 5.50" 0.23 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -182/ 415V 0/ OH 1.50" 0.53 KDDF ( 625) 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.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.010" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.018" @ 2'- 3.8" Allowed = 0.339" MAX LL DEFL = 0.041" @ 7'- 11.7" Allowed = 0.197" MAX TL CREEP DEFL = -0.047" @ 7'- 11.7" Allowed = 0.263" 7-11-11 T MAX HORIZ. TL DEFL = 0.011" @ 5'- 2.3" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.001/ NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads o in the plane of the truss only. v M-4x6 co M-3x4 " g -/o -/ o� 8 =� /_ o� � �, M-3x4 M-1.5x4 �o 0 21 0 7 0 M-3x4 y y y ) 2-03-12 2-10-08 0-09-12 0-10 y 2-05-08 5-06-03 y y 6-00 1-11-11 'PROVIDE FULL BEARING;Jts:2,8,4I JOB NAME : POLYGON PLAN 5-B NH - J 4CScale: 0.4268 ` ,' Op sf� WARNINGS: GENERAL NOTES,unless otherwise noted: l! 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' _ a a E r Truss: J 4C end 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: BS2'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 plywood sheathing(TC)C and/or d wall BC. ",' DATE: 7/11/2014 P gRs ry ( ) the overall structure is the responsibility of the building designer. 3.2n 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 responsibibty of the respective contractor. OREGON SEQ. : 5992829 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 applied to any component, and are for"dry condition"of use. x/6 '9}"` 14, 2 �4 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Designn8 assumes full bearing at all supports shown.Shim or wedge if Ly n Kry fabrication,handling,shipment and installation of components. ry. `Nj�+rT A I L\-- i+ p P 7.Design assumes adequate drainage is provided. 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 11111111111111111111 TPIM?CA in BCSI,copies of which will be furnished upon request. Digit coincide with joint center liche. e.Dress oncde 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:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS IC: 2x4 KDDF CATION TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-6=(-135) 228 6.5=( 0) 18 WEBS: 2x4 KDDF STAND SPACED 24.0" 0.0. 2-3=(•297) 65 5.7=(•218) 358 5-3=( 0) 50 3-4=( -55) 41 3-7=(-372) 226 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -48/ 365V -22/ 104H 5.50" 0.58 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 2.3" 0/ 144V 0/ OH 5.50" 0.23 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.7" -48/ 108V 0/ OH 1.50" 0.17 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 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 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.012" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.018" @ 2'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.009" @ 5'- 2.3" 5-11-11 MAX HORIZ. TL DEFL = 0.011" @ 5'- 2.3" T ' DESIGN ASSUMES MOISTURE CONTENT DOES 12 NOT EXCEED 19N AT TIME OF MANUFACTURE. 6.001/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l,6, Truss designed for wind loads co in the plane of the truss only. 0 a M-4x6 0 0 ch N ems- M-3x4 co 1411111111111.11111 co s o L 2 .m M-3x4 M-1.5x4 o 0 M-3x4 1, ), ), ), 2-03-12 2-10-08 0-09-12 .J 1, 1, ,1 0-10 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING:Jts:2,7,4' JOB NAME : POLYGON PLAN 5-B NH - J3C Scale: 0.4902 ;�� ,°�,C�,�, WARNINGS: GENERAL NOTES,unless otherwise noted: "T 0 1. nobler 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 0' .('' * [- `y`j•,•. Truss: J 3C and Warnings before construction commences. building component.Applicability of design parameters and proper GGG 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. r. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'c.c,respectively unless braced throughout their length by Ago,. DATE: 7/11/2014 continuous sheathing such as plywoodrequired sheathing(TC)and/or drywall(BC). , 'AMP,, the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing where shown++ �y," S /� 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. # fC E Q ncorrosive environment, " ,,::}}� E{�.7(} design loads be applied to any component. and are for"dry condition"of use. L" "y TRANS I D: 403334 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 �j" 1 �� fabrication,handling,shipment and installation of components. necessary. A, 6.This design is furnished subject to the limitations set forth by8.Designlaesassumes adequate onne dthifaa isprovided.truss, a 'r'/ `/-t fy) I IIIIII VIII 11111 VIII 11111 VIII 11111 IIII IIII 8.Plates shall be located both faces of t ass,and placed so their center -,,,RARA, TPI/WTCA in SCSI,copies of which will be furnished upon request. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 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) 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 q1&BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2.6=(-46) 123 6.5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3v(-122)8) 2444 5.7=(-76) 191 5-3=5-3=(-190) 79 W 48 EBS: 2x4 KDDF STAND 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 BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" 0'- 0.0" -48/ 325V -14/ 73H 5.50" 0.52 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -84/ 70V 0/ OH 1.50' 0.11 KDDF ( 625) Connector plate prefix designators: 6'- 0.0" 0/ 98V 0/ OH 5.50" 0.16 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(-5 osfl uplift at 24 "00 soacing.l BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.005" @ 2'- 3.8" Allowed = 0.170" MAX TL CREEP DEFL = -0.010" @ 2'- 3.8" Allowed = 0.226' MAX LL DEFL = 0.000' @ 5'- 2.3" Allowed = 0.078" MAX BC PANEL TL DEFL = -0.002' @ 3'- 11.9" Allowed = 0.128" 3-11-11 MAX HORIZ. LL DEFL = -0.004' @ 5'- 2.3' T 1' MAX HORIZ. TL DEFL = 0.006" @ 5'- 2.3" DESIGN ASSUMES MOISTURE CONTENT DOES 12 NOT EXCEED 19%AT TIME OF MANUFACTURE. 6.001/ Design conforms to main windforce-resisting system and components and cladding criteria. /- -/ Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M 4X6 o Truss designed for wind loads in the plane of the truss only. _ o o �plIMMOMM..- r. N M-3x4 co 7 ► -/ C?/- O I M-3x4 co M-1.5x4 • 0 2►� 6 0 M-3x4 c I I 1, I 2-03-12 2-10-08 0-09-12 I I I I 0-10 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING;Jts:2,4,7I JOB NAME : POLYGON PLAN 5-6 NH - J2C Scale: 0.5343 , mE tri WARNINGS: GENERAL NOTES,unless otherwise noted: c+' {i/ I 1.- kr 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 '' 7 11 E i--- Truss: J 2C 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 bracingto Insure stabilityduringconstruction 2.Design assumes the top and bottom chords to be laterally braced at p ry 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �* 0100000,* DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1'`��' DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 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. 17 A OREGON SEQ. : 5992831 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^ ,� ", A. design loads be applied to any component. and are for"dry condition"of use. 0 �` 14, P 6.Design assumes full bearing at all supports shown.Shim or wedge ifA TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the necessary. tt-� V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. -+'1 RI L 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 VIII VIII(III IIIIIIIIIIIIII(III(IIITPI kAin BCS(,copies of which will be furnished upon request. 9.lines Digits coincide indicate size oint of plate incenter nes. inches. 10. C MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXR(RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(•68) 30 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: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -58/ 287V -14/ 73H 5.50" 0.46 KDDF ( 625) 1'- 9 2" -3/ 60V 0/ OH 5.50" 0.10 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -44/ 94V 0/ OH 1.50" 0.15 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, (COND. 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 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083° AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111111" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.067" 12 3 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 6.001/ MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" '' 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=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, v (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, w Truss designed for wind loads in the plane of the truss only. o� Cr 111 0 o/-- 1 2' 4� M-3x4 ), y y 0-10 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,4,3] JOB NAME : POLYGON PLAN 5-B NH - ASJ2 Scale: 0.8541 , ` t R°P1e�,s, WARNINGS: GENERAL NOTES,unless otherwise noted: 'T - 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 1Rry` + E Truss: ASJ 2 and Warnings before construction commences, building component.Applicability of design parameters and proper tt 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ,�/'r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �/' DES. BY: BS2'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). ,,,,M11/0P, 0 DATE: 7/11/2014 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 ,ir''. SEQ. : 5992832 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, pK ^+f design loads be applied to any component. and are for"dry condition"of use. 1 . TRANS I D: 403334 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` 14, 2- S' fabrication,handling,shipment and installation of components. necessary. L^� {y� 7.Design assumes adequate drainage is provided. 'r'! 'Y•i R,L - 6.This design is furnished subject to the limitations set forth by a.Plates shalt be located on both faces of truss,and placed so their center rl rnl VIII IIIII IIIA VIII VIII VIII I III IIII IIII TPIANlCA in BCSI,copies of which will be furnished upon request. lines coincide withizjoint 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) E XP(RES:12/311201 J IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0,0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=( -3) 42 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-45) 15 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 BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -62/ 263V -7/ 43H 5.50" 0.42 KDDF ( 625) 1'- 9.2" -18/ 21V 0/ OH 5.50" 0.03 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 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 (GOND. 2: Design checked for net(-5 osfl 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 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.001° @ 0'--10.0" Allowed = 0.083' 1.11.11 AND BOTTOM Allowed = 0.111" CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAXBC PANELAX TL DEFL = 0.001" @ 1 1 '- 0.1" Allowed = 0.050" MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.9" Allowed = 0.145" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.001/ MAX HORIZ. TL DEFL = -0.000° @ 1'- 10.9" 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=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), 3 -/ load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. '' o o,<- v o� 1 -/ 2► 4 1110- 111 M-3x4 I I I 0-10 2-00 'PROVIDE FULL BEARING;dts:2.4,31 JOB NAME : POLYGON PLAN 5-B NH - ASJ1 Scale: 0.7139 ' 1N , WARNINGS: GENERAL NOTES,unless otherwise noted: 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 'Ct.' .1!... 1111 t,,. Truss: ASJ 1 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. r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS responsibility 2'continuous and at 10'o.c.respectively unless braced throughout their length by }" � is the res onsibilit of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). drillow .+'" Cr DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ♦ OREGON 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. 7SEQ. : 5992833 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, TRANS I D: 403334f+� � NN"l 1 design loads be applied to any component. and are for"dry condition"of use. 14, e' e.Design assumes full bearing at all supports shown.Shim or wedge ifiii . 5.CompuTrus has no control over and assumes no responsibility for the necessary. R1 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 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 111111111111111111111111 TPIMIrCA in BCS',copies of which will r 7.6.hetl upon request. lines coincide with joint center lines. 9. Digits coincide 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:12/3112015