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Plans (57) 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 MiTek Industries,Inc.Tue Oct 13 08:51:58 2015 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-8NEyW 14gRLFddvIFEhBm 14aAVwwQ4nAz2y8K8yTrIV I 2-6-0 I I 2-2-9 I I 1-2-0 I I 7-411 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 :- 0001.11.1......... — 44.44444114414444.41r — 111101.1.1.........—411141111144144411111111111114 — 13 12 11 10 3x4= 3x8= 3x4= 3x4 = 3x4= 10-8-1 11-4-9 I 9-11-9 10}11 [11-3-1 I I 16-4-12 I 9-11-9 0-t- 0-7-0 5-0-3 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) Vdefl 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 Ina YES WB 0.56 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=715/Mechanical,9=715/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2463/0,3-4=2463/0,4-5=2532/0,5-6=2532/0,6-7=2532/0 BOT CHORD 12-13=0/1520,11-12=0/2805,10-11=0/2532,9-10=0/1515 WEBS 6-10=316/0,2-13=1640/0,2-12=0/1018,412=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. �o4E0 PR O>�Fss k�'`c ANO I NEER ��29 izt87022PE 1— IN EXPIRES:06/30/2017 October 13,2015 e t mn ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is 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. 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,delNery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Crtleda.DSI-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 R45642846 PL15-343_UPPER F02 FLOOR 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:58 2015 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-BNEyW14gRLFddvIFEhBm14etVOMQ6mAz2y8K8yTrIV I 1.6-0 I 1-3-4 I I0-8-3 I I 23-0 I 1 1-7-0 1 1 1-0-5 1 2-6-0 I Scale=1:27.7 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 34 4 5 6 7 8 9 10 e N � 'I \ e e v e e 17 15 14 13 12 11 3x4= 3x6= 4x5= 3x5= 1.5x3 II 3x4 = 3x4= I 3-0-4 I 15.10.12 ( 3-0-4 12-10-8 Plate Offsets(X,Y)— 17:0-1-8,Edge),(12:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl 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 Ina 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 Uplift17=-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. �F�' p P R OFFsS LcC, �NG1NEFR , 8 • 2PE r co_ jcv y Aj, OREGO ryo QiN 'FO AMBER -\1 On A. Heck EXPIRES:06/30/2017 October 13,2015 4 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 'Y 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/Till Quoin,/Criteria,DSB-89 and ICSI Building Component Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 C9rIs 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 MiTek Industries,Inc.Tue Oct 13 08:51:59 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszXl UY-dZoKi2iRIT6FnUyoxCQJFdkUvGo9W1JBihhtbyTrlU I 2-6-0 I I 7-5-1 II 1-2-0 I I 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 II 1 2 3 4 5 6 7 8 _41111 o a r e 1 12 11 10 3x4= 3x8= 3x4= 3x5= 3x4= 19-10-9 11-7-1 I 10-2-1 1013x9 111-5-9 I I 16-7- I 10-2-1 0.-8 0.7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y)— (10:0-1-8,Edge),111:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) l/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.27 11-12 >739 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.43 11-12 >456 360 BCLL 0.0 Rep Stress Ina YES WB 0.58 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:73 lb FT=0%F,0 kE 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 -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. `��ED P R°Fess <r,,. ANO W EF9 Wp�9 87022PE r N cv yGAJ, OREGON cyQ'oIUL 9O FMSER \1 On A. HER\-‘P EXPIRES:06/30/2017 October 13,2015 d I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ' a truss system.Before use,the budding designer must verity 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/MPI1 Quality Criteria,DSB-B9 and ICSI 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 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:j7axn4OsHnThlyaUAczwOszXl UY-0ZoKir2iRIT6FnUyoxCQJFdgXvD69WMJBihhtbyTru I 2-3-0 I I 1-4-11 II 1-2-0 II 1-49 I 2-6-0 Scale=1:31.6 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 e N b / 7 7// N • e _ e e e 1• 15 14 13 12 11 3x4= 3x8 = 3x5= 3x4= 4x4 = 3x4 = 14-3-11 I 13-141 13-8-111 I 18-14 13-1-11 0-7-0 0-7-0 3-5-5 Plate Offsets(X,Y)— (12:0-1-8,Edge),(13:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.77 Vert(LL) -0.33 13-14 >663 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.84 Vert(TL) -0.51 13-14 >419 360 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/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. �ti1�Eo PR°FFss c2; ,NGINE i41. � 444 870 2PE fn w y fiAj, OREGO /e 0 <v OSA. HE3k EXPIRES:06/30/2017 October 13,2015 t I -- lo iikWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M1F7473 rev.10/032015 BEFORE USE " Design valid for use only with M7ekS connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the butding designer must verify the applicability of design parameters and properly incorporate the design into the overall II __ building design. Bracing indicated b 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/Mil Qualify Crierla,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 R45642849 PL15-343_UPPER F05 Floor 9 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:00 2015 Page 1 ID:j7axn4OsHnThIyaUA¢wOszXl UY51MiwB2KC2bztw38Mt5fr59u5JbVuvuTQMRFPI yTrIT 1-34) I 1-1-1 II 1-2-0 II 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 e a 0141/ 41: / � e�_� e e e5 a a O 26 25 24 23 22 21 20 19 18 17 3x4= 4x6= 3x5= 3x6 FP= 3x5= 3x5 = 4x6= 3x6= 3x5= 3x5 SP= 15-7-9 145-95-0-91 I 20-9-8 1 14-5-9 Ti-7-0 b-7-0 5-1-15 Plate Offsets(X,Y)— (12:0-1-8,Edgel,(18:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud 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 Weight:981b FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) 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 2400E 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=2003/0,34=-2003/0,45=3413/0,5-6=3413/0,6-7=-4247/0,7-8=4247/0, 8-9=-4495/0,9-10=-4495/0,10-11=4230/0,11-12=4230/0,12-13=3519/0, 13-14=3519/0,14-15=3519/0 BOT CHORD 25-26=0/1077,24-25=0/2776,23-24=0/3897,22-23=0/3897,21-22=0/4436,20-21=0/4401, 19-20=0/3519,18-19=0/3519,17-18=0/1990 WEBS 12-19=357/0,13-18=-426/0,2-26=1375/0,2-25=0/1183,4-25=987/0,4-24=0/813, 6-24=-618/0,6-22=0/446,15-17=2149/0,15-18=0/1659,10-20=272/35,11-20=327/0, 12-20=0/1057 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)26. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. -D � �s �ANG W EF9 sio2v � 87022PE �" y (A)., OREG N (y7 �H FMeER \'‘opC'Q S A. HE¢� EXPIRES:06/30/2017 October 13,2015 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/07/2015 BEFORE USE. 1111 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 MTek, building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSI-89 and BCSI Building Component Safely Inform:Mon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Clms Heir®15.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642850 PL15-343_UPPER F06 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 I ID:j7axn40sHnThIyaUAc zwoszXl UY-Zxw57X3yzMjgU4eKwMEuOgiAJi57dZUcf0AoxTyTriS I 1-4-0 I 2-6-0 I 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 II II 0 N 111"711114111111111;: .t4 • II 5 F4 4 3x4= 3x4= 1-81 4-1-0 1-8 3-11-8 I LOADING(psi") SPACING- 1-7-3 CSI. DEFL. in (lac) Vdefl L/d 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/TP12007 (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 Stutl/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=174/Mechanical,5=174/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. °�� R°FF�� ss5 NGINEF /�r9 � .44 Q 87022PE 91— yCP N �Aj, OREGSN q� �H 16 `�'�BER �'` �o �la A. HECk EXPIRES:06/30/2017 October 13,2015 4 I ammo WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI47473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designermust verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracingindicated 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 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 Heiohts,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642851 PL15-343 UPPER F07 Floor 5 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:j7axn4OsHnThIyaUAczwOszX1 UY-18UTKt4akgrh6EDXU317w1FEy6GyMs8mtgwLTwyTr1R I 1-7-17 I I 1-8-15 I 1 1-2-0 II 1-4-9 I 1-6-0 I Scale=1:30.1 3x6= 1.5x3 II 3x4 = 1.5x3 II 3x4 = 1.5x3 I I 3x4= 1.5x3 II 3x5= 1.5x3 II 1 2 358= 3 4 5 6 7 8 9 10 11 a \ o 41004444444400% e o e o 000000000000„ N 19e e e e �f (YX�l 19 P�, 17 16 15 14 13 3x4 I I 3x6= 3x8= 3x5= 3x5= 1.5x3 II 3x4 = 3x4= I 1-10-12 2-/4 17-5-4 17.5-4 I 1-10-12 0-1-8 Plate Offsets(X,Y)— [2:0-3-0,Edge),18:0-1-8,Edgel,(13:0-1-8,Edge),[19:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl 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 Ina NO WB 0.67 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (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(lb)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=1108/0,2-18=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. ��D PROF R OF�s The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �,��.4GI N 4- 62 LOAD CASE(S) Standard 17 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 $ S 2P E / f Uniform Loads(plf) Vert:12-19=-8,1-11=80 Concentrated Loads(Ib) Vert:1=-304(F) y �.o), OREGO cZ� �� 9 FMBER �` O OS A. HE��P EXPIRES:06/30/2017 October 13,2015 1 M a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE INIII Design valid for use only with M7k®econnectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall -�� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSI/fPl1 Qualy Crileda,DSB-89 and SCSI Building Component 7Suite 777 Safely Informaton available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. 109 Cilias Heiahis.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:j7axn4OsHnThIyaUAczwOszX1 UY-18UTKt4akgrh6EDXU317wtFLO6PFMzVmtgwLTwyTrIR 1 2-6-0 1 0-5-10 1 1 1-2-0 I I 1-4-14 I Scale:314"=1' 1.5x3 I I 1.5x3 II 1.5x3 II 1.5x3 II 1 2304= 3 4 53x4= 6 0 ,i iN e ^ e a� a e 1 9 8 3x4= 3x4= 3x4 = 3x4= I 3-1-2 3-?-1p 3-9-10 1 4-4-10 4]6-1 8-6-8 3-1-2 o-1 0-7-0 0-7-0 o-1 4-0-6 Plate Offsets(X,Y)— 18:0-1-8,Edge1,19:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud 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 Ina YES WB 0.19 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. (Ib/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=732/0,34=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. '<<-`' D PR°FFss cco *NGINEF'9 wO 4, 2 `- 87022P- -9r- yi >" �'oj, OR GON rp <U~ 9O FM&ER \ O �Q A HE EXPIRES:06/30/2017 October 13,2015 l _� I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 re,10/03/2015 BEFORE USE. ` Design valid for use only with Mirek©connectors.This design is based only upon parameters shown,and is for an individual building component,not a inns system.Before use,the buiding designer must verify the applicab7tyof 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Mil Quaity Criteria,DS8$9 and SCSI Building Component 7777 Greenback Lane Safely Informaten available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heiahts,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:j7axn4OsHnThIyaUAczwOszX1 UY-18UTKt4akgrh6EDXU317wtFL26Q_M?fmtgwLTwyTrIR I 2g.0 I 0.5-6 I I 1-2-0 I I 1-7-2 I Scale:1"=1' 11.5x3 II 2 3x4 = 31.5x3 II 4 3x4= 51.5x3 II • ") 0 O N N r e e e e e 1.5x3 II 9 8 7 6 3x4= 3x4 = 3x4= 3(2 3-9-6 I 4-4-6 I 6-2-8 I 3-0-14 I 3-0-14 0-1 0-7-0 0-7-0 1-10-2 Plate Offsets(X,Y)— 14:0-1-8,Edgel,18:0-1-8,Edqe) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/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 Ina YES WB 0.12 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:29 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=267/0-2-8,6=267/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-362/0,34=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. 4-00 ' AGINEFR w-, 2 870 2PE 9 NN yil‘A�,OREGO rti �i �O AMBER \\ �4 OS A. F4 EXPIRES:06/30/2017 October 13,2015 1r r 1 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 MiTek®connectors.This design is based only upon parameters shown,and is for an individual butding component,not a truss system.Before use,thebuilding design[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 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/lPI1 Quaily Crieria.DS6.89 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 R45642854 PL15-343 UPPER F10 Floor 6 1 Job Reference(optional) Pacific Lumber 6 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:03 2015 Pagel ID:j7axn405HnThlyaUAczwOszX1UY-VK1rYC5CVzzYkOo)1nHMT5nQtWc?5LTv6Kgv0MyTrIQ I 2-3-0 I 1 1-7-11 I I 1-2-0 I I 1-4-9 1 1.6-0 I Scale=1:26.9 1.5x3 II 3x5= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 • c e 4 aJp� e c e e e 1i 14 13 12 11 i 3x4= 3x6= 3x6= 1.5x3 II 3x4= 3x4= 12-3-11 I 11-1-11 11811 I I 15-5-4 11-1-11 0-7-0 0-7-0 3-1_9 Plate Offsets(X,Y)— f6:0-1-8,Edgel,f11:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 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 Ina YES WB 0.53 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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=2121/0,45=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. ��co� AGN FRs/0 `r 87022"It y �Aj, OREG 40 'P $)11 �,� ..x()bS A. - S EXPIRES:06/30/2017 October 13,2015 f I N WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/07!2015 BEFORE USE. Design valid for use only with Wield®connectors.This design is based only upon parameters shown,and is for an individual building component,not e a.truss system.Beforeuse,the building designer must verify the applicability of design parameters and properly incorporate this designinto the overall - - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord m6mbers 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/Tell Quality Criteria,DSB-89 and ICSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute.216 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heiuhts,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642855 P1.15343_UPPER F11 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:j7axn4OsHnThlyaUAczwOszX1 UY-V K1 rYC5CVzzYkOoj1 nHMT5nVTVv1K5Ogv6KgVOMyTr1Q I 2-6-0 l 0-5-10 I I 1-2-0 I I 1-6-14 I Scale=1:16.4 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 ‘ o 0 0 N r \ -- e e 3x4-- 1( 1d 9 B 3x4= 3x4 = 3x4= I 3-1-2 3110 3-9-10 1 4-4-10 416-12 8-8-8 I 3-1-2 0-1-8 0-7-0 0-7-0 0-1-8 4-2-6 Plate Offsets(X,V)- 18:0-1.8,Edge),[9:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl L/d 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 Ina YES WB 0.20 Horz(TL) 0.01 7 n/a n/a Weight:40 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TPI2007 (Matrix) 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. 1 .NGN�9s/°2 87022PE 144 yr y mAT OREGO ti©�/� 9FBER �� EXPIRES:06/30/2017 October 13,2015 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ��^ Design valid for use only with MiTekO connectors.This design is based onlyupon parameters shown,and is for an individual building component.not o trusssysiem.,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 buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Wei( 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 Quafly Criteria,D56.89 and ICS!Bonding Component Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642856 PL15-343_UPPER F12 Floor 6 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 13 08:52:04 2015 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-zWbDIY5rGH5PLYNvbUob?IKcYwzDgOB2L_PSYoyTrIP I 2-6-0 I 2-3-5 ii 1-2-0 11 2-4-11 I Scale=1:28.7 1.5x3 I I 3x5= 1.5x3 II 3x4 = 1.5x3 I I 1.5x3 I I 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 i. iii --w_...w.,....iiiiiiiiiiiiii L er -f e e 12 11 10 3x4= 3x8= 3x4= 3x4= 3x4= 10-8-13 11-5-5 I 10-0-5 10-) 3 I1-3-1311 16-5-8 I 10-0-5 0.41 0.7-0 5-0-3 Plate Offsets(X,Y)— 110:0-1-8,Edge),[11:0-1-8,Edge) 0-7-0 0-1-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid 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 Ina YES WB 0.57 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code 1BC2012/TPI2007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=718/0-1-12,9=718/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2476/0,3-4=-2476/0,4-5=2549/0,5-6=2549/0,6-7=-2549/0 BOT CHORD 12-13=0/1527,11-12=0/2827,10-11=0/2549,9-10=0/1522 WEBS 6-10=319/0,2-13=1648/0,2-12=0/1025,4-12=379/0,4-11=-466/163,7-9=1643/0,7-10=0/1116 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)13. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. t�sko PRQFFss c tiNG'NEF'y z- 8 0 2PE /c -N / >N GAJ, OREGO (-15' DUH 90 FABER \ �O OSA-HE ` EXPIRES:06/30/2017 t October 13,2015 I WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/0312015 BEFORE USE.Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for an individual building coponent.riot . - .. 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 MiWek° 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/fP11 Quality Weft DSB-89 and SCSI Budding Component 7777 Greenback Lane Safely Information available from Truss Plate Institute.218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Sure 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-zWbDIY5rGH5PLYNvbUob?IKYhww3gnT2L_PSYoyTr1P I 2-3-0 I 1 1-4-11 II 1-2-0 ii 1-2-5 I 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 .--"9 n e e° �p l'- 1 15 14 13 12 iiiee T(X�T 3x4= 3x8= 3x5= 3x4= 4x4 = 3x4 = 14-3-11 5 I 13-1-11 o--0110-7-0 I 78-3-011-5 i 13-1-11 Plate Offsets(X,Y)— 112:0-1-8,Edge),113:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.33 13-14 >651 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -0.53 13-14 >412 360 BCLL 0.0 Rep Stress Ina YES WB 0.61 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=797/0-4-4,11=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. 2 87022PE \r \% OREGO4 ) OSA. HE ' EXPIRES:06/30/2017 October 13,2015 I I a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 111111," Design valid for use only with M7k®econnectors.This design is based only upon parameters shown,and is for an individual building component,not a.huss system.Before use,the bulling 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 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Pty POLYGON R45642858 PL15-343_UPPER F14 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:05 2015 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-Rj9bzu6T1 bDGzix69CJgYWtoWKMsZ14Cae904EyTrIO I 2-0-0 I I 1-10-1 I I 1-2-0 1 1 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 56 3x4= 7 • e o N e o' — e !� e 1'p 11 10 9 g 3x4= 3x5= 3x4= 1.5x3 II 3x4= I 8-2-98-9-9 9-4-9 12-0-12 8-2-9 10-7-n I I 0-7-ft 2-8-3 Plate Offsets(X,Y)— [6:0-1-8,Edgel,[10:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (roc) I/defl Lid 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. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1397/0,3-4=1397/0,4-5=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. �� b PR0Feet co ENGINE ,,,, 144 47 2 87022PE 9r N tN s. 7 �'oj, OREG•N rP <1/N 90,-N , �aER \'` rQ �`9 A. HO; EXPIRES:06/30/2017 October 13,2015 i i a -, WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MU-7473 rev.10/03/2015 BEFORE USE. MI Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters ond-properly:incorporate this design into the overall .i 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Qu0Bty Criteria,DSB-89 and ICS!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 R45642859 PL15-343_UPPER FG1 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 13 08:52:06 2015 Page) lO:j7axn4OsHnThIyaUAczwOszXI UY-wjzAE75ouL7brWljvg35jP2XjoSIPQLoIuZchyTrIN 1-4-12 I 1-4-0 I 1 1.5x3 II 2 3x4 = 3 1.5x3 II Scale=1:8.7 L 0 N K K K 44.. 5 4 3x4= 3x4= I 2-11-12 I 2-11-12 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid 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 Ina NO WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:15 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=253/Mechanical,5=249/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-4=309/0,2-5=-304/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)188 lb down at 1-5-2 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:4-5=10,1-3=100 Concentrated Loads(Ib) Vert:2=-188(F) t�REO PRQp / 0Nc N,EFR Si&* 87022PE r 5. NCC >" iski y 'oi, OREG•N ci,c:>OCU 9O FMSER I\ OSA. Hec", EXPIRES:06/30/2017 October 13,2015 4 .r I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. " Design valid for use only with Milch®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 buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing • is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/n.11 Quality Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus 1 .Q 1$,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642860 PL15-343_UPPER FG Floor Girder 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:05 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1UY-Rj9bzu6TlbDGzix69CJgVVVtgOKQEZKsCae904EyTrIO 1-6-0 I 1-5-10 1 1 1-2-0 I I 1-414 I 2-6-0 I Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4= 11 3 4 53x4= e e . w 7.7 o G N N e e e e 3x4= 1d� 9 8 !lIXXX 3x4= 3x4= 3x4= I 3-2-10 I 3-9-10 4-4-10 I 8-6-8 3-2-10 0-7-0 0-7-0 4-1-14 Plate Offsets(X,Y)— 18:0-1-8,Edge),19:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.04 9-10 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/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 puriins, 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 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)233 lb down at 2-2-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Loads Uniform Vert:7(0=-8,1-6=80 c0"� - GNB F�`.c, Concentrated Loads(Ib) c . � FR �2 Vert:11=169(B) 444 y '' 87022PE f' -7 �4>, OREG N (P Q<U 9or, AMBER \'' r OS A. He'ik EXPIRES:06/30/2017 October 13,2015 f I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10103/2015 BEFORE USE. ow 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 properlyincorporate 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 QuaBy GGawk,.d .DSB-89 and BCSI Building Component 7777 109 Safely Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 (Drawings not to scale) Damage or Personal Injury offsets are indicated. I I g Ira= Dimensions are in ft-in-sixteenths. 114k Apply plates to both sides of truss 12 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. onal or dia TOP CHORDS 9 g,is always required. See BCSI. �� 2. Truss bracing must be designed by an engineer.For O'/16 widetruss spacing,individual lateral braces themselves mayrequirebracing,oralternativeTorI IiihilliliPtlip bracingshouldbeconsidered.■_� OO= 3. Never exceed the design loading shown and never stack mater als on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c6-7 C . ,-- designer,erection supervisor,property owner and plates 0-14.?'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT, 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available In MiTek 20/20 NUMBERS/LETTERS, software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR 1311,ESR 1352,ESR1988 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 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. ../...-' 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint ® ( number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. NOMat 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.is Review all pocient.rtions of this design(front,back,words Plate Connected Wood Truss Construction. and not picturessuffi )before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. mire 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' I 11'-11' GARAGE RIGHT1 v ao ag o 22) C4 ap? R 4 Cr) N .11 ASJ1 -___ V ASJ1 ASJ2 // ASJ2 /,._ 6 12 AH1(2) // AH2 AH3 AH4C• AH5C AH6 \/ ® - • ART r Al (4) N _ AH7 AHO 6:12 6:12 - --- AH5 ® AH4 BH2 6:1! _-- -. RIS-(')... L v. _ D2 (2) __ (3) ; . 6:12 i 41 441 le i ......... r 4 7 .. 6:12 ,...1 CONFORMS TO DESIGN CONCEITin / :1! 6:14 ie °? ❑ CONFORMS TO DESIGN CONCEgWITF- a1 _ REVISIONS AS SHOWN ! ❑ NON-CONFORMING-REVISE AND�tSOBMIT ®CONFORMS TO DESIGN CONCEPT 81-911 �1 (0 CONFORMS TO DESIGN CONCEPT WITH I V� 1 SHOP DRAWING HAS BEEN R�VIEW_D FOR GENERAL CONFORMANCE REVISIONS NOTED :H THE DESIGN CONCEPT ONLY.AND DOES NOT RELIEVE THE 0 NONCONFORMING REVISE&RESUBMIT a� .ABRI ATORIVEN000 OF RESPONS:SILITY FOR CONFORMANCE WITH THE MI, DESI. EnNCEFq ON,.>s-,F' ` `�` ^N"' a DESIGN DRAWINGS AlD SPECIFICATIONS ALL OF WHICH HAVE PRIORITY • r hra w „P vv.e_Ti FM til.Ml- NIII O 'OR,.-HALL VERIFYDIMENSIONS. 'N M. f.,,,a,7 i A„a,-,.Hai COM nl.of tvw Ver. OVER THIS SHOP DRAWING. OM1"RAG: SHALL �' ALL PWITY OVER'HS 5,10GD.Aa::N... M =Y Alexia Fukui Date_2/.4[14 y 5y: Todd A. Eaton Date: September 19, 2014 MILBRANDT ARCHITECTS CT ENGINEERING©tiP +ghtcompuTruslnc.zooe J BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/31/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND PROJECT TITLE REVISION-1: DENGINEERED AWINGS SR OR AALLLUFURTHHEER rik iii PLAN 5-B COFFER NG INFORMATION. BLEF NEER OFRECORDI �I' 1111111ber PLAN: RESPONSIBLE FOR ALL NON-TRUSS DRAWN BY JP REVISION-2: TO TRUSS CONNECTIONS.BUILDING F1':,,,,,' 5 / B CHECKED BY: DESIGNER/ENGINEER OF RECORD TO COMPANY REVIEW AND APPROVE OF ALL �.. _ , 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. 40%0' IGARAGE , . 1 '4417 to -I N. T—r— ASJ1 ASJ1 __ ASJ2 ag1),,A � --- _ 8 12 AH1(2� AH3 'il, / _ 4 /./ Fs et — /el111[[i its 6:12 , 6:12 AHS BH3 AeAd A I1, BH1(2 6:12 iA-V_AMIS - Arilll ,ft, SP iV— T 1.a i )NFORM5TO �' 'CONCEPTAlia ` „ ,,„--i.„,.....vi C8 ro ro ❑, CJNFORM -,'S t iESIGNCONCEPT�NITH \ REVISI S�'k. }S SliOWN 20-4112' I ar-9lm 11 QX CONFORMS TO DESIGN CONCEPT }. CD 1415 TO OESIGN CONCEPT WITH ❑ NO l ONFORMI '-REVISE AND RESUBM11 �� \ 0 REVISIONS NOTED NON-CONFORMING—REVISE&RESUBMIT THIS STOP DRAWING HAS BEEN REVIEWED FOR GENERALCONFORMANCE N�s K uuxweee ws SEEN Fs.xn Ac eh.n cc u s WITHTHE DESIGN CONCEPT 00_V AND DOES NOTRELIEVE THE rr. fsiu r.Ciqr cwr Ars E,OFS NOT REF. r. FABRICATOR/VENDORFABRICATOR/VENDOR OF RESFNSIB I Y FOR CONFORMANCE KITH THE FA„=t c MVOR +u iaar A C)f ANOP E r n S I DESIGN DRAWINGS AND SPECIFICATIONS ALL CF hICH HAVE ?TOiI 9M•M 4, cv + tsE E' F w s w v.,_,�a + ka+r, Date 9/22 OVER THIS SHOP DOSARING. c ATPArT^A E4I NFF"Y 55 I Til T TO aY Alexia Fukui /54 MUIRANDT ARCHITECTS By: Todd R. Eaton Date: September 19, 2014 ©Copyright CompuA R Inc.2006 BI1CT ENGINEERING INC fCDen 'MIL-DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NWPLACEMENT ONLY.REFER TO 03/31/14 TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL PROJEC N 5 REVISIO O DRNORABUIDING R ha limber PLAN 5-B INFORMATION.BUILDING COFFER DEPONSIBLE FOR N RECORD RESPONSIBLE FOR ALL NON-TRUSS : PLAN: DRAWN BY:JP REVISION-2: TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO i` oCOMPANY 5 / B CHECKED BY: REVIEW AND APPROVE OF ALL ■■ DESIGNS PRIOR TO CONSTRUCTION. LR 7 DELIVERY LOCATION: SCALE: REVISION-3: 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 TPUWTCA 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). 409 ti ,-,,i i' ;qy . rJ EXPIRES I» 6130/15 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 N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.10=(-958 2635 3-10=(-318) 336 BC: 2x4 KDDF R1&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 IC 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 BAG 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 ONO. 2: Design checked for net1-5 5sfl uplift at 24 "oc spacing.b 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 NOT EXCEED 19%AT TIME OF MANUFACTURE. 20-00 20-00 T T 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. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1P 12 All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 M 4X6 Q 6.00 load duration factor=l.6, 4.0" Truss designed for wind loads 5 „X in the plane of the truss only. M-5x6(5) M-5x6(S) 3.1 0.25" 1\4444 0.25" �O L114%%4114•44%.4.%% %4444._M-1 C.1 O M 1.5x4 +I/A11 , .5x4 o + +.MO O c. '' -3x8 M-3x4 10.25" M-3x4 M-3x8V- o M-5x8(S) y 1, J . 1, y y 10-03-04 9-08-12 9-08-12 10-03-04 y y 0-10 40-00 0-10Rrvp PRDFFS JOB NAME : POLYGON PLAN 5-B NH - Al Scale: 0.1552 c�� GINE Sri WARNINGS: GENERAL NOTES,unless otherwise noted: t•Gr / '$� 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 ' �®.p E i' 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 m chordssidoty of the building designer. ,i' 3.Additional temporary bracing to insure stedlty during construction 2 Design assumes the top and bottom to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their lenng�th by 0, DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaa(BC). !" ' -' DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown** 4.No load should be appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. lOREGON � pd SEQ. : 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, TRANS I D: 403334G 1 design loads be applied to any component and are for"dry condition"of use. '7 .74 1✓ 14, O t,..5.CompuTrus has no control over and assumes no responsibility for the 6. es nDcese assumes full bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and installation of components. 7.Design ry'assumes adequate drainage is provided. M R LLJ p P 6.This design is furnished subject to the Irritations set forth by 9.Plates shell be located on both faces of truss,and placed so their center upon IIIIII VIII VIII VIII VIII VIII VIII IIII IIII MTe USA,lnCIANTCA in JCompuT s I,copies of Ich will be Softwaref 7.6.6(1 L)E request. with joint center lines. O lines sicceatenectorsize oplate design values see ESR-1311,ESR-1968(MITek) EXPlRE5:12I3112015 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- 2c( 0) 42 2-12=(-1420) 2608 12- 3=( 0) 291 BC: 2x4 KDDF #18BTR 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 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=( -597) 766 14.15=(-1231) 2235 13- 6=(•348) 150 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5. 7=(--483) 1035 16.10=(-1447) 2605 16. 5=( 0) 350 TOTAL LOAD = 42.0 PSF 6. 7=( 168 ) 778 18-10=(-1447) 2608 8.15=(-302) 534 6- 8=(•16833) 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 0-10=(-3040) 1745 1 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0-11= 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 BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SG.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: ICOND. 2: Design checked for net(-5 osf) uplift at 24 "so spacing.' C,CN,CI8,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'- 8.5' MAX HORIZ. TL DEFL = 0.123" @ 39'- 6.5' 17-11-11 4-00-10 17-11-11 DESIGN ASSUMES MOISTURE CONTENT DOES T �( T NOT EXCEED 19%AT TIME OF MANUFACTURE. 7-03-04 6-05-04 4-00 k 00-05 4-03-03 6-05.04 7-03-04 Design conforms to main windforce-resisting 14-00 -03.0 f f f T system and components and cladding criteria. 14-00 Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-4x6 M 4x6 f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 5 M-3x8 12 load duration factor=1.6, !, Q 6.00 Truss designed for wind loads in the plane of the truss only. M-4x6 - M-4x6 IN M-5x6(S) "' $ M-5x6(S) -4- 8 0.25" 01 3 0.25" 0 O 0 /- o 1 8 .« o 12 13 14T w It 15 16�- •�10 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 0-10 40-00 y y 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH7 Scale: 0.1547 �� PR at phe A� WARNINGS: GENERAL NOTES,unless otherwise noted: C? / 'T "V 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 JG®A 1= Truss: AH 7 and Warnings before construction commences, building component.Applicability of design parameters and proper LLLL G 2.2x4 compression web bradng must be installed where shown+. Incorporation of component Is the responsibtNty of the building designer. / DES. BY: BS 3.Additional temporary bracing to insure stadity 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)eshown and/or drywallleC. f,y;4011,..."' , , W h' 9 3.2x Impact bridging or lateral bradng where ++ 4.SEQ. : 5992792 No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. loadsfasteners are complete and at no time should any greater than 5.Design assumes trusses are to be used in a non-corrosive environment, y OREGON tx 14 TRANS I D: 403334 design loads be ano controllied to avy ec aassum ondition"of use. 6.Design assumand are for es full bearing at all supporta shown.Shim or wedge �< �� 2�1 5.Com uTros has no over and assumes no responsibilityfor the If © 14 O. fabrication,handling,shipment and Installation of components. 7 Design anecessassumes adequate drainage is provided. 'v/ '�p` � f IIIIII VIII VIII VIII VIII IIII VIII IIII IIII 6 This design Is famished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center Ft TPI/WTCA In BCSI,copies of which will be furnished upon request, lines coincide with joint center Anes. 9. MiTek USA,InC./CompUTrus Software 7.6.6(1 L)-E 10.FForrlts basicicate size of connector plate design vlate In alues 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 TC: 2x4 KDDF M1&BTA LOAD DURATION INCREASE = 1,15 1- 2=) O) 42 2.12=(-1076) 2619 12- 3=( 0) 291 SPACED 24.0' O.C. 2- 3=(•3057) 1363 12-13=(-1078) 2616 3.13=(-534) 316 BC: 2x4 KDDF S1ANDA 3- 4=(-2492) 1266 13.14=) -957) 2433 13- 4=(•267) 708 WEBS: 2x4 KDDF STAND LOADING 4- 5=( O) 0 14-15=( -957) 2433 13- 6=(-540) 250 TC 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"OC. 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"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-3057) 1363 9.18=( 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED10.11=1 0) 42 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA OVERHANGS: 10.0" 10.0' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (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 nett-5 psi) 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 1' f Wind: 140 mph, n h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 7-03-04 6-05-04 2-03-0 4-00-05 4-00-05 -03-03 6-05-04 7-03-04 (All HerAll ights),fEnclosed, Cat.2, Exp.B, MWFRS(Dir), .6, Truss designed for wind loads 14-0014-00 in the plane of the truss only. T 1 5 7 T 1' M-4x6 12 12 6.00 p M•4X6 M-3x8 ` Q 6,00 M-5x8(S) M-5x8(S) v 0.25" 0.25" o 3 + + 11*co uo M O O 15 %.1 10 9 16 0 1 M-3x8 M-11.2 13 M-3x8 10.25" M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) y y y y > 1' I 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 ppR Scale: 0.1547 '' GIN ' 4.5,./ 7 WARNINGS: GENERAL NOTES,unless otherwise noted: -��i 9� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual ® E Truss: AH 6 end Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bracingmust be installed where shown+, incorporation of component is the responsibiity of the building designer. ,+' 3.Additional temporary bradng insure stabiity during construction 2.Design assumes the top end bottom chords to be laterally braced at � „ po ry n9 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)andlor 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++ p OREGON �<1/ 4.No load should be appied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 5992793 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, I- -if y 201 _y design loads be applied to any component. and are for"dry condition"of use. © 14.., `y4 6.Design assumes full bearing at all supports shown.Shim or wedge if TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the necessary. �/� '0 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the iMtations set forth by 8.Plates shell be located on both faces of truss,and placed so their canter urnished upon ines coincide with joint center Ines. 111111IIIIIIIIIIII1111 111111111IIIIIIIIIII11MTe USA,lncs/CompuT siSoftwareINIITCA in BCI,copies of whch will bef 7.6.6(1 L)-E request. 1U IFForribasic cuat ectoroplatedesignvaluesseeESR-1311,ESR-1988(MiTek) Digts EXPIRES:12/3112015 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 M1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-10=(-931) 2619 10- 3=( 0) 291 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3057) 1165 10-11=(-933) 2616 3.11=(-534) 368 WEBS: 2x4 KDDF STAND 3- 4=(-2492) 1038 11.12=(-698) 2433 11. 4=(-241) 708 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4- 5=(-2136) 1015 12-13=(-698) 2433 11- 5=(-527) 203 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2136) ( ( 0) BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF ) 1015 14.18= -957 2616 12-S- 3= 203 6- 8=(-3457) 10381 14- 8=(-955 2619 6-13=(-241) 708 TOTAL LOAD = 42.0 PSF 7- 8=(-3057) 1164 6.13=(-241) 708 NOTE: 2x4 BRACING AT 24'OC UON. FOR 8- 9=( 0) 42 13- 7=(-534) 368 ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) 7.14=( 0) 291 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,M20HS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc ssacing.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 = 0.179' @ 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 19%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 12-00-10 13-11-11 load duration tactor=1.6, TTruss designed for wind loads 7-03-04 6-08-07 6-00-05 6-00-05 6-08-07 7-03-04 in the plane of the truss only. T 12 12 6.00 17 M-4x6 M-3x8 M-4x6 D6.00 M-5x8(5) s M-5x8(S) 0.25" 0.25" 0 3 09 Y4 N- C") o c., 0 f- o� 1i .T F? .T V 10 11 1 13 14 +�' 0 o M-3x8 M-1.5x4 M-3x8 �.25" M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) > / / 1 1, ,L /, 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 WARNING5-B NH - AH5 GENERAL NOTES,unless Scale: 0.1547 re '��GIN76,6''S I ss otherwise noted: �? 'f1.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 / ' '9Truss: AH5 and Warnings before construction commences. building component.Applicability of design parameters and proper �� L A Cr 2.2x4 compression web bracing must be installed where shown+, incorporation of component la the responsibtty of the building designer. 410111r,' f 3.Additional temporary bracing to insure stebifity 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 DATE: 7/11/2014 the overall structure is the responsibility of She building designer. 3.continuousx pact b idging sheathing lateral brsuch as acing plywood regWredhwhere shown and/ord ywa8(Bc. ; , , 4AI 'e 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. `, SEQ. : 5992794 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 9_ OREGON �A, TRANS I D: 403334 design loads be applied to any component. g,pest n essumfor ryes condition" of all supports G 5.CompuTrus has no control over and assumes no responsibility for the g g pports shown.Shim or wedge if O 14 fabrication,handling,shipment and installation of components. necessary. .} 6.This design is furnished subject to the limitations set forth 7.Design assumes adequate drainage is provided. '✓!`'� `y 1111111 VIII VIII VIII VIII VIII VIII 1111 IIII by 8.Plates shall be located on both faces of truss,and placed so their center TPMl IrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Anes. 9. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10. ate In inches. Digits rrbasicicate size connectorplf ate 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 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.140(-1134) 2587 3.14=(-135) 235 " 2- 3=(-3022) 1414 14-15=(-1211 3183 14- 4=(-296) 899 BC: 2x4 KDDF S,ANDR SPACED 24.0O.C. 3- 4=(-2812) 1314 15-16=(-1289) 3398 14- 6=(-976) 443 WEBS: 2x4 KDDF STAND 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 15- 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 SQ.IN. (SPECIES) M,M2OHS,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) ICOND. 2: Design checked for net(-5 psfl uplift at 24 'ox ssacing.l 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, f f f TAll 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, -03-0 f X f T Truss designed for wind loads 03-0 in the plane of the truss only. 10-00 10-00 T T 125 M 5x6(S) 9 M-4x6 12 6.00 i . M 4x6 M-33x4 7 y.25" M-3x4 o 4 6.00 Id o M-1.5x3 M-1.5x4 o /-\/ / c 0 4A ,3 o 16 17 o lien' CD M-3x8 M-3x8 105.25" 0.25" M-3x8 M-3x8 8 M-5x6(S) M-5x6(S) y y y 9-06-12 y 7-00-01 y 6-10-05 y 7-00-01 y 9-06-12 y y 0-10 40-00 0-10 R Opp. JOB NAME : POLYGON PLAN 5-6 NH - AH4 Sale: 0.1547 ��', GINS �rAe <, WARNINGS: GENERAL NOTES,unless otherwise noted: 4U ' E 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 �' ,,,..7.1.2111® Cr Truss: AH4 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 bract to insure stability duringconstruction 2.Design assumes the top and bottom chords to be laterally braced at Po ry n9 2'o.c,and at 10'o.c.respectively unless braced throughout their length by Avow DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall C). , " DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown** 40 �'�" 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 I(/ SEQ. : 5992795 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, F4-;b74/1" 14 t �� design loads be applied to any component. and are for"dry condition"of use. �© �� 1 P TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.necessary. assumes full bearing at all supports shown.Shim or wedge if lis fabrication,handling,shipment and Installation of components. ry RIR IO' p Po 7.n Design assumes adequate drainage Is provided. � �rl+O'6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111 iPJwhich request. MTe USA,Inc./CompuTrus us Software 7.6.6(1L)E i�de with joint center lines. 0Ficoneoao bcnctorplte 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 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.13=(-1012) 2587 3-13=(-136) 307 BC: 2x4 KDDF #1&BTR WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2- 3=(-3022) 1237 13.14=( -974) 3183 13- 4=(•275) 899 LOADING 3- 4=(-2812) 1094 14.15=(-1050) 3398 13- 5=(-976) 397 IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-2455) 1044 15.16=(-1012) 3183 5.14=( -43) 304 BC LATERAL SUPPORT <= 12°OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 6=(-3285) 1278 16-11=(-1044) 2587 14- 5=(-192) 143 TOTAL LOAD = 42.0 PSF 6- 9=(-2455) 1285 6-15=(-192) 133 7- 9=(-2455) 1061 15- 7.1 -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 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1 -(-3020) 1247 16.10=(-136) 293 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 111--1122= 0) 42 OVERHANGS: 10.0" 10.0" Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA Connect8,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M20HS,M18HS,(or = MiTekprMT series 0'- 0.0" -241/ 1775V -111/ 111H 5.50" 2.84 KDDF ( 625) 40'• 0.0" -245/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) ICOND. 2: Design checked for net(-5 Ball 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 = -0.246" @ 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 '-'( Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 9-11-11 19-09-05 10-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 5-01-08 4-10.03 4-10-09 5-01-12 5-01-12 4-07-04 � 4-07 5-01-08 Truss designed for wind loads � f in the plane of the truss only. 10-00 12 /- f- 6.00 p M-4x6 Mjx4 M 566 k 25" M- x4 8 M-4x6 12 6.00 M-1,5x4 /\/\/\ MG-1.5x4 Q 3 Ls" co O co O o .. 2 V Cr, M-3x8 M 3x8 b4.25" 0.251' M 3x8 M-3x8 w 8 y y M-5x6(S) (S) M-5x6(S) y y y y y 9-06-12 7-00-01 6-10-05 7-00-01 9-06-12 0-10 40-00 yy 0-10 JOB NAME : POLYGON PLAN 5-B NH - BH3 Scale: 0.1481 `S��R IN ()Fes, 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 Truss: BH3 and Warnings before construction commences. building component.Applicability of design parameters and proper �®® f 2.2x4 compression web bracing must be installed where shown+• incorporation of component Is the responsibility of the building designer. 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 / .. o.c. unless braced throughout their length Is the responsibility of the erector.Additional during permanent bracing of 2'ocand at 10' respectivelyby DATE: 7/11/2014 the overall structure Is the responsibilityof the designer. continuous sheathing such as plywood sheathing(TC)shown and/or drywall C. ^"`'�" . building g 3.2x Impact bridging or lateral bracing required where ++ 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. itl OREGONft SEQ. : 5992796 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, A_ b ,1/./design loads be applied to any component. and are for"dry condition"of use. -7 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 /� 41k 14, 2.o �"•k.. fabrication,handling,shipment and installation of components. 7.necessary. provided.s 6 yy 6.This design is furnished subject to the Irritations set forth by 8.Platesshallbe locateassumes gd on both facese of of truss,and placed so their center ��n`�-," V urnished upon IIIIII VIII VIII VIII VIII ILII VIII ILII ILIIMTe USA, /COinpuT S I/VVTCA in BCSI,copies of ISoflwarech will be f 7.6.6(1 L)E request. 10.For basic coonnectoroint center lines. plate design values see ESR-1311,ESR-1988(MlTelr) 9.Digits Indicate size of plate in Inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 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 2.13=(-1214) 2654 3.13=( -13) 272 2x6 KDDF #1&BTR T2 SPACED 24.0" O.C. 2- 3=(-3102 1424 13-14=(-2120) 5340 13- 4=) -309) 975 BC: 2x6 KDDF #1&BTR 3- 4.(-3143) 1441 14.15=(-2516) 6278 13- 6.(-2713) 1079 WEBS: 2x4 KDDF STAND LOADING 4- 5=( 0) 0 15-16=(-2516) 6278 6-14=( -51) 491 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 B-17=(-3796) 1672 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10.11.(-3111) 1425 17- 9=( -913) 2127 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=( 0) 42 17.10=( -354) 293 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.18=) 0) 180 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 10.0" 10.0' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BAG 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 safl 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. 7-11-11 16-10-08 4-10-13 10-03 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f ( (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=1.6, f i2- Truss designed for wind loads 05 11 in the plane of the truss only. 6-00 T T 12 M-4x6 12 12 6.00 4.0" Q6.00 6.00 9 ,hr 5 o 100 M-5x6 M- x8 M- x8 M-5x16 o-3x44 a o M-1. 5x4 - 11111 CV 1n V 00 ita 132 140.25" M-1.5x415 0.2516 M-5x12 M-1.5x415M-3x8 0 o M-3x8 M-4x12 =M-8x8(S) =M-8x8(S) y )' y b y 1, )' y y 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 JOB NAME : POLYGON PLAN 5-B NH - BH2 Scale: 0.1481 ��Gj��v3 P ROPE. G NS 'S'S f WARNINGS: GENERAL NOTES,unless otherwise noted: ,.C/ I§ qr. 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 LLL•0 III"'E. Truss: BH2and 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 bracingto Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at AO°, � ,,, po 2'o.c.end at 10'o.c,respectively unless braced throughout their length by DES. BY: BS s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -C" 'Cr DATE: 7/11/2014 the overall structure is the responsibinty of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON C�1 4.No load should be appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. y_ 40 SEQ" : 5992797 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses aretc be used In a noncorrosive environment, L� 'AJQ �O'\ '�- design loads be applied to any component. end ere for"dry condition"of use. Q 14, 6.Design assumes full bearing at all supports shown.Shim or wedge If 'a TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the necessary. ME'q is,, fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111 TpI kU Ain nc./ copies of which will be(7.6.6(1 upon request. 9.lines coincide sizee with jof plate inoint rinches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see EOR-1311,ESR-1988(Wel() EXPI RES:12/31/201 S 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/DDF/Cq=1.00 TC: 22x6 KDDF #18STR x4 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) i- 2=( 0) 42 2.12=( -958) 5580 3.12= -120) 766 9-17=(0) 138 BC: 2x6 KDDF g18BTR T2 2- 3=( -6484) 1158 12-13=(-2356) 12824 12- 4=( -390 2390 ( ) OADING 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) Connector plate prefix designators: 0'- 0.0" -629/ 3446V -118/ 118H 5.50" 5.51 KDDF ( 625) 9 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,M20HS,M18HS,M16 = MiTek MT series ( 2 ) complete trusses required. ICOND. 2: Design checked for nets-5 osf) uplift at 24 'oc seacing,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 204 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=l.6, 5-11-11 18-10-08 4-10-13 10-03 Truss designed for wind loads in the plane of the truss only. f3-00-122-10-15r 6-03-15 7-02-06 5-07-11 4-07-05 4-07-06 5-07-10 12 12 12 6.00 6.00 ' M-4x6 a 6.00 /- 8 44( 4,0" o M-5x6 M-3x10 M 3x10 M-5x1 6! M-3x4 o M 1.5x4 f 5 T2 -, P7 f7tii c' \ 141111111111111111°' c) o M-3x6 0 /- 12 1 '' M-3x6 0.25"5( 16 17 ,i o o M-3x8 M-5x12 30.25" M-5x12 M-1.5x4 0 M18HS-7x14(S) ** M18HS-7x14(S) 11,841# 1384# 1, 1• J, 1, y 1, 1- 1- y Oy 1p 5-04-12 7-02-06 6-10-14 5-04-03 4-10-13 4-09-02 5-05-14 071,0 JOB NAME :°-POLYGON PLAN 5-B NH - BH1 40-00 0-10 �c.0 PRO Scale: 0.1481 `�� INS 1y�S WARNINGS: GENERAL NOTES,unless otherwise noted: CJ` .r1 "T "v 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual ,z:5_, � • L/ r•, Truss: BH1 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 lop 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'.,�., DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEI1 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. Qassumess trusses are to be used in a non-corrosive environment, - ,f OREGON to design loads be applied to any component, 5.CompuTrus has no control over and assumes no responsibility for the end are for"dry condition"of use. �,. ,Qy fl, �' TRANS I D: 403334 6.Design assumes full bearing at all supports shown.Shim or wedge it Q 14 2 '} fabrication,handling,shipment end installation of components. necessary. provided. p <y 6.This design is furnished subject to the limitations set forth by 8.Platesnshalt be locateassumes gd on both facesnage of truss, nd placed so their center �`� `��'" V III 1111 VIII VIII VIII VIII 11111 IIII IIII TPINVTCA In BCSI,copies of which will be furnished upon request. coincide with joint center Inches.jl 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 40'- 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 2.15=(-1678) 3991 15- 3=(-353) 977 12.23=(0) 242 SPACED 24.0" O.C. 2- 3=(-4625) 1974 15-16=(-1549) 3653 3.16=(-721) 416 BC: 2x4 KDDF S,ANDR 3- 4.(-3338) 1493 16-17=(•1176) 2930 16- 4=( -19) 289 WEBS: 2x4 KDDF STAND 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- Be) 0) 0 19.20=1 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- 8=(-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=1 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. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (16 = MiTek prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M20HS,M18HS,M16 = MT series 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 Ds j 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" 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' 2-03-0 3-04-13 5-05-04 DESIGN ASSUMES MOISTURE CONTENT DOES 12-00 12-00 NOT EXCEED 19%AT TIME OF MANUFACTURE. T 1' T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 M 4x65 M �x4 M-�x8 M- x4 10 IM-4x6 a 6.00 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7/0 -.\\. , All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �oad duration factor=l.6, M-3x4 M-3x4 Truss designed for wind loads 2 in the plane of the truss only. o + N, `� %M-4x4 3 M 3x8 0 co om M-3x8 o /-o o� o 1 15 16 17 18 +"' 22 23 X044 M-5x8 M-3x4 M-3x8 M 5126 20 0.241 M 3x8 M-1.5x4 0 0 o M-3x4+ M-4x10 M-3x4+ 1.89 - M•5x6(S) .-2.75 12 12 09 1 , 2-05-0 4-05-12 4-07-08 1708"02 6-03-06 6-01-04 5-05-04 6-01-08 y y 0-110 2-05-08 11-11 ,2-001 23-07-08 0,10 7' 14-04-08 25-07-08 y y y y 0-10 0-10 ao-oo JOB NAME : POLYGON PLAN 5-B NH - AH5C Spate: 0.,332 � OF ti� �N s, 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 LIt' '02 A®. E �c- Truss: AH5C 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 stable duringconstruction 2.Design assumes the top and bottom chords to be laterally braced at po rYb 2'o.c.end at 10'o,c.respectively unless braced throughout their length by `, ` DES. BY: BS s the responsibil ty of the erector.Add tional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall C). ,-.z,�.' 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 f"- 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. 4, "V 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, � 2 �� design loads be applied to any component. and are for"dry condition"at use. ,;‘".A-'''.44, 14, ty, 6.Design assumes full bearing at all supports shown.Shim or wedge if A f TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the necessary. /:p i fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage Is provided. - "`R rl ItL 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center ch will be furnished upon with joint center lines. IIIIII VIII VIII VIII VIII VIII VIII IIII IIII MTe USA,lnC./CompuTnls IANTCA in BCSI,copies of iSoftware 7.6.6(1 L)E request. 9.lines its c cconnsize ectorof plate design valueslate In see ESR-1311,ESR-1988 fdlTeW EXPIRES: 2/3112815 IIIIIIIIIIIII 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 k18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.13=(-1439) 3991 13- 3=(-298) 977 9.20=(-264) 807 BC: 2x4 KDDF N18BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-4625 1712 114=S-1329 3653 3-14=(-721) 388 20-10=(-387) 302 3- 4=(-3338; 1292 14.4.15=1.1028` 2930 14- 4=( -14) 289 10-21=( 0) 242 LOADING 4- 5=(-2840) 1155 15-16=) -815) 2757 4.15=(-519) 342 TC LATERAL SUPPORT <= 12"OC. UON. 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 24'0C UON. FOR 8- 9=(-2288) 1038 19-20=( -834) 2794 16- 7=(-104) 312 ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) 9-10=(-2643) 1076 20.21=( -972) 2635 18- 7=(•665) 253 10-11=(-3077) 1172 21.11=) -970) 2638 7.19=( -55) 136 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=( 0) 42 19- 8=( 0216 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 8-20=(-710) 275 OVERHANGS: 10.0' 10.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: C,CN,CI8,CN18 (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" -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 ssfj 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 = 0.232' @ 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 11-11-11 16-00-10 11-11-11 NOT EXCEED 19%AT TIME OF MANUFACTURE. ff f Design conforms to main windforce-resisting 2-09 4-05-12 4-08-15 T 01-0 6-01-04 5-04-13 5-08-07 6-03-04 system and components and cladding criteria. 12 12 05-0 Wind: 140 mpht h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 M-4x6 M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M- x4 M- x8 Mx4 9 Q 6.00 load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. M-3x4 4 18A-3x4+ 0 `O %M-4x4 N%%%%%%%% / 3 coC., M-3x8 co N O i"iftgamm..._ o o o 1 T13 14 15 16 � - B o 1,4-5x8 M-3x4 M-3x8 17 18 0 25'p 20 21 ��2 o M- 3x8 M-1.5x4 M-3x8 0 M-3x4+ M-5x6 M-4x10 M-5x6(S) - S 2.75 1.89 - ( ) 2.09-12 12 J.'p y12 y y ), y y y , , -05-0$ 4-05-12 4-07-08 1;08-02 6-03-06 6-01-04 5-05-04 6-01.08 ,, y 0-10 2-05-08 11-11 ,,2-00 23-07-08 0,-10 y y 14-04-08 25-07-08 0-10 40-00 y y 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH4C Scale: 0.1499 Co<e c0 PRQ `61 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 �� .�� E f Truss: AH4C 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.such arespectivelyly unless braced throughout their all ` . is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood hing(TC)s and/or drywall(BC).. „parr • 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 SEQ. : 5992800 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, ., t* co A. design loads be applied to any component. and are for"dry condition"of use. '\ TRANS I D: 403334 5.Compur us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if <O '41)'' 9 y 14 2-/ '�-' fabrication,handling,shipment and installation of components. necessary. 4f_ l� 6.This design is furnished subject to the Imitations set forth 7.Plates assumes locatedadeqonne both drainage istrus,provided. MFq n.'4� V VIII VIII VIII VIII VIII VIII IIID IIII IIII by 8.Plates shall be faces of truss,and placed so their center rl TPINVECA In BCSI,copies of which will be famished upon request. lines coincide with joint center hes.9.Digits indicate size of plate in inches. MiTek USA,Inc./COropuTrua Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) XP)RE$:12/3112 15 1111111111 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 2-17=(-1427) 3488 17- 3=( -209) 663 SPACED 24.0" O.C. 2- 3=(-4158) 1779 17-18=(-1262) 3045 17- 4=( -186) 353 BC: 2x4 KDDF S1ANDA 3- 4=(-3725) 1660 18.19=(-1439) 3656 4.18=) -191) 182 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-3215) 1467 20.21=( 0) 0 18- 5=( -402) 1134 TC LATERAL SUPPORT <= 12'OC. 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 <= 12'0C. 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 SHEATHED10.11=(-3994) 1670 21.10.1 -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) 918 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,M20HS,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/ 89H 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 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' 20-00-10 9-11-11 MAX TL CREEP DEFL = -0.001" @ n'--10.0" Allowed = 0.111" 9-11-11 MAX LL DEFL = 0.381' @ 21'- 6.8' Allowed = 1.954" '' 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' �-�( 1 [ fMAX TL CREEP DEFL = -0.001' @ 40'- 10.0" Allowed = 0.111" 2-01-12 '2-10-04' 0-tl8-05 2�-01-12 5-04-05 L-03-03 3-10-08 MAX HORIZ. LL DEFL = -0.131" @ 39'- 6.5" T T MAX HORIZ. TL DEFL = 0.207" @ 39'- 6.5" T 8-00 T - 8-00 - DESIGN ASSUMES MOISTURE CONTENT DOES 5x6(5) NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 M- 12 Design conforms to main windforce-resisting 6.00 -3x4 M 3x4 12 Q 6.00 system and components and cladding criteria. /- M-5x6 =M 4x4 M-4x6 M 1 5X4 0 a 5" 11 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7 9 1 ,5, y r „ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M 3X4 a7M-1.5X4 load duration factor=l.6, v a a Truss designed for wind loads M-1.5x4ALI- in the plane of the truss only. ti, woo.. er 01 M-3x8 -- O O nt O r-a 6 v �� v 1 1r 18 1- 23 1 c rz, M 5x10 M 3x8 M-6x1021 0.2 ' M-3x8 M-3x8 0 M-3x4+ M-3x4+ M-4x12 -.2.75 1.89 12 M-5x8(S) 12 k y ), yy ), y y 2-00 5-06-12 6-04-04 1-y0-1 y 9-03-04 8-02-04 7-06-12 yy y y 0-1y 2-00 11-11 ,2-00 24-01 y10 13-11 26-01 y y y y 0-10 40-00 0-10 scale: 0.1400 4vO3N ' s/ JOB NAME : POLYGON PLAN 5-B NH - AH3 I WARNINGS: GENERAL NOTES,unless otherwise noted: f"G ��I ".1.12,'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 •II E r Truss: AH 3 and Warnings before construction commences. building component.Applicability of design parameters and proper ,e .r'� 2.2x4 compression web bradngmust be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing insure stall during construction 2.Design assumes the top and bosom chords to be laterally braced at �,�. po ry n9 tY 2'o.c.and at 10'o.c.respectively unless braced throughout their le th by s^^` DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaltlC). ,v'r+t ,�' DATE: 7/11/2014 the overall structure Is the responsibility ether 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. -7y )k h SEQ. : 5992801 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 �fq �d4. design loads be applied to any component and are for"dry condition"of use. © 1"� 1 Q,, P. 6.Design assumes NII bearing at all supports shown.Shim or wedge if /(p (�T TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the necessary. it/r . '�` fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center urnished upon with joint center lines. 111111111111 1111 1111111111111111111 III IIII I/WTCA In MTITpe USA,lnCJCompuTrus I,copies of whiSoftwarech will bef 7.6.6(1 L)-Z request. ) bIcoonlate in inches. OFcoincide size of aor 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/DOF/Cq=1.00 TC: 2x4 KDDF 91&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-15=(-1267) 3488 15- 3=( -161) 663 21.12=(0) 204 BC: 2x4 KDDF 918,8111 SPACED 24.0" O.C. 2- 3=(-4158) 1554 15-16=(-1098 3045 15- 4=( -173) 353 WEBS: 2x4 KDDF STAND 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. VON. 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"OC VON. 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 nett-5 nsfl 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. 2-01-1 0-01-07L 3-01-04 5-07-13 5-04-05 5-01-02 4-01-03 3-10-08 I Design conforms to main windforce-resisting system and components and cladding criteria. 2-08 081 5� 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, MWFRS(Dir), 6.00 D M-5x6 M- x4 M-1 5x4 =M-4x4 M-4x6 Q 6.00 load duration factor=1.6, 1 8 y 5 10 1 Truss designed for wind loads M-3X4 0 69 in the plane of the truss only. a 4 M-1.5x4 M-1.5x4 + 4 0 0 oM M 3x84443�� T o o o� o 1 15 M"5x10 16 17 �19 4 0 o M-3x4+ M-3x8 M-6x10 t9 0.250 21 ,~1 o M-3x4+ M-3x8 M-3x8 0 1.89 v M-4x12 M-5x8(S) - 2.75 12 > > 12 y J• )' y J' y , y2-00> 5-06-12 6-04-04 1-y00-12> 9-03-04 8-02-04 7-06-12 , y 0-1 2-00 11.11 ,2-00 24-01 0,-10 J, yy13-11 26-01 y )- 0-10 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH2Sale: 0.1550 �� NROE 'S WARNINGS: GENERAL NOTES,unless otherwise noted: 2 1.Builder and erection contractor should be advised of as General Notes 1.This design Is based only upon the parameters shown and is for an individual �� . ,+ E iq Truss: AH2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ; � DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their le th by I the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)end/or drywal C). ., DATE: 7/11/2014 tr 9 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON ` SEQ. : 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, �4. `�/ design loads be applied to any component and are for"dry condition"of use. �. *44. Q O't '� 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 O y /4, 2 tom`}' fabrication,handling,shipment and installation of components. necessary. $�R I t.-L�T' 6.This design is furnished subject to the Irritations set forth7.Designlatesassumes adequateodon bothfaces drainage isprovided.rs I IIIIII II II VIII VIII IIII VIII VIII IIII IIII g 1by 6.Plates shall be located faces of truss,and placed so their center TPINYTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center Ines. 9.Digits indicate size of plate In inches. MiTek USA,InC./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1998(MiTek) EXPIRES: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 72, 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"0C. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 34'- 0.0" V 6- 7.(-14240) 5666 18.19=(-5020) 12570 16- 6=(-2954) 1272 BC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 50.0)+OL( 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)+DL700)= 320.0 LBS @ 34'- 0.0" 11.12=) -6230) 2234 6.19=(-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 50.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 'COND. 2: Design checked for net(-5 osfl 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 28-00-10 5-11-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Toad duration factor=l.6, 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 2-10-153-00-12� in the plane of the truss only. , ' 320# T T ' '1 T 320# 12 12 6.00 M-4x10 M 5x8 =M-4x4=M-4x4 x ( ) M-5x6 6.00 Olp" M-3x10 A- 4 a %M-4x4 it 111_�k M-1.5x4 /- ill IPH6- occo M-3x10 / cl oi � 3 � /-o o I --- ' 14 15 16 17 `y 20 M-6x8 M-4x10 =M-4x4 =M-10x10 18 0.25'ill M 4x10 M 3x81 o 0 0 o M-3x M-3x4+ a 2,75 4+ M18HS-7x14M-3x4+ =M-8x8(S) a M-3x4+ 12 2.751 y2 i2-11-041, y 12 , , y y ), , , -05-0E 4-06-12 4-05 ),2 0), 9-02-04 9-00-08 5-04-12 y y C1,-1j) 2-05-08 11-11 2-00 23-07-08 1,P 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH1 Scale: 0.1548 ��5 Gse PR1.,i,e o2 WARNINGS: GENERAL NOTES,unless otherwise noted: w / "9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual �' 7, Z II E r- T r u s s: AH 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 bracingto Insure slabi[i during construction 2.Design assumes the top and bottom chords to be laterally braced at „ po b 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). Y'! DAT E: 7/11/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ 40 `t. 4.No load should be appled to any component until after all bracing and 4.Installation of Buss is the responsibility of the respective contractor. "f7 OREGON 0" `V SEQ. : 5992803 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses areto be used In a non-corrosive environment, L 2 '4 .Ji.:' design loads be applied to any component. and ere for"dry cond'Non"of use. rQ 14,. d Vs, 6.Design assumes full bearing at all supports shown.Shim or wedge If TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the necessary. rt�n 15 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. �< RIO' e.This design is furnished subject to the[imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111 VIII VIIIVIIIVIIIVIII VIII 1111 11 which request. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E lines10. coincide of FFoacconnectorpltedesign values see EOR-1311,ESR-1088(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII 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 "so spacing.) TC: 2x4 KDDF 818BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 818BTR SPACED 24.0" O.C. DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. IC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC" UON. LL( 25"0)+0L( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main windforce-resisting Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connect8,CN18 (or no prefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF C,CN,C1 ,C818,i(or = MiTek MT series Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, 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. Refer to CompuTrus gable end detail for 4-09 4-09 complete specifications. 12 12 6.00 D Q 6.00 IIM-4x4 ,`- 3 I I co 0 N co 2 4 O'er O) O O M-3x4 M-3x4 y y 0-10 9-06 y 1- 0-10 0-10 PROF JOB NAME : POLYGON PLAN 5-B NH - Cl Scale: 0.6187 ��RWG„Nfess, WARNINGS: GENERAL NOTES,unless otherwise noted: ? h/ R "F"" Cl .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 T 02/0 E r Truss: C 1 and Warnings before construction commences. building component.Applicability of design parameters and proper LL 2.2x4 compression web bradng must be installed where shown+. Incorporation of component is the responsibity of the building designer. DES. BY: BS 3.Additional temporary bracing to insure stabiity during construction 2.Design assumes the top end bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of T o.c.and at 10'a.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 sheathing(TC)and/or drywall(BC). �^'+s , Po nY 9 3.2x Impact bridging or lateral bradng required where shown++ /� 4.No load should be tippled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON CrS E Q ' p design loads be applied to any component. and are for"dry condition"of use. G ! "\ 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 "'© '4' 14 9 y 14, 2P 14 fabdcatlon,handling,shipment and installation of components. a. 7.necessary. provided.s /14, .�7 Nj 6.This design is furnished subject to the irritations set forth by 8.Platesshallbe locateassumes d both facesi of truss,and placed so their center �`�n i �'- V ch will be nished upon IIIIII VIII VIII VIII VIII VIII VIII IIII IIII MTe USA,InCl/WTCA in JCOmpulrua I,copies of /Software 7r 6.6(1 L)E request. 10.For asic connector plate design values see ESR-1311,ESR-1988(MITek) rl lines coindde with joint center Ines. 9.Digits Indicate size of plate in Inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 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=1 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 3- 4=(-1216) 326 8- 6=(-246) 1169 4. 8=(-101) 450 WEBS: 2x4 KDDF STAND 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 0.0" LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans0'- 0.0' -143/ 961V -92/ 98H 5.50" 1.54 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 6.0" -107/ 860V 0/ OH 5.50' 1.38 KDDF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc (COND. 2: Design checked for net(-5 psfl uplift at 24 "cc sgacing.l M,M2OHS,M18HS,M16 = MiTek MT series 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" @ O'--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 I Design conforms to main windforce-resisting 5 03-14 ,I• 4-11 02 4-11-02 5-03-14 system and components and cladding criteria. f T Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=8.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-4x6 4 6.00 load duration factor=l.6, 6.00 Truss designed for wind loads 4,0" in the plane of the truss only. 4 -(72( i y e M-1.5x4 M-1,5x4 Co ti+Ili /0 CO c) 0 *4� 4 A- o r 7 -1' FW � 8 **g 0 M-3x4 0.25" M-3x4 M-3x4 0 M-5x6(S) b J, J, 1, 7-00-03 6-05-11 7-00-03 J, i' y 0-10 20-06 Ope Scale: 0.2933 \�j�'..sv PR s�O JOB NAME : POLYGON PLAN 5-B NH - D2 lr F ,,p- WARNINGS: GENERAL NOTES,unless otherwise noted: 44C..744C..7G/.. r 'v"� 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 .� as( E t,,. •+' Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stabilityduringconstruction 2.Design assumes the top and bottom chords to be laterally braced at ` ,,. po 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). -' ��" 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 <C! 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 5 9928 05 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses areto be used In a non-corrosive environment, A, design loads be applied to any component. end ere for"dry condition"of use. ��^�"�� 14' 2•�ti ri, 6.Design assumes full bearing at all supports shown.Shim or wedge If V TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the necessary. R rl` 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 shall be located on both faces of truss,end placed so their center ll be furnished upon cide with joint center lines. IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIMITe USA,IncI/VVTCA In ./CompuTrus s iSoI,copies of whch ftware 7.6.6(1 L)E request a lines basic connector on ectorof plate in plate design values see ESR-1311,ESR-1988(MITek) size EXPIRES:12/3112015 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#1&BTR; LOAD DURATION INCREASE = 1.15 1.3=(-522) 168 1.5=(-127) 422 3.5=(0) 214 2x6 KDDF#1&BTR T1 SPACED 24.0" O.C. 2.3=( 0) 0 5-4=(-123) 424 BC: 2x4 KDDF#1&BTR 3-4=(-539) 187 WEBS: 2x4 KDDF STAND LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT<= 12"OC. 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 ICOND. 2: Design checked for nett-5 psfl uplift at 24 "oc spacing.! REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M•1.5x4 or equal at non-structural BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 v- 54l members atony. MAX LL DEFL = 0.000' @ 11'- 0.0' Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 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,CN18 (or no prefix) = CompuTrus, Inc MAX TC PANEL LL DEFL = 0.007' @ 13'- 2.0" Allowed = 0.291" M,M2OHS,M18HS,M16 = MiTek MT series Refer to CompuTrus standard 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, ( Truss designed for wind loads in the plane of the truss only. 12 =M-4x4+ 12 6.00 D 4 6.00 M-4x6- 0 3 Li" 4140..41 M-3x4+ 0 1 (-) 0 oQ 0 5 - 4 0 0 M-3x6(S) M-3x6 M-1.5x4 M-3x4 y y y 11-05-08 y y 15-09 4-09 1, ,l 1, 0-10 20-06 JOB NAME : POLYGON PLAN 5-B NH - D1 Scale: 0.2992 �� ope <c �pN '67 WARNINGS: GENERAL NOTES,unless otherwise noted: (/, 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 (w •�'+®® L- Truss: D 1 and Warnings before construction commences. building component.Applicability of design parameters and proper G 2.204 compression web bradng must be installed where shown+. Incorporation of component is the responsibility of the building designer. �` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at - Y 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 plywood sheathing(TC)and/or drywall(BC). .�' . ariAMW DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Irapact bridging or lateral bracing required where shown++ sO 4SEQ. : 5992806 .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 non-corrosivefasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a environment, -,714* -.7' design loads be applied to any component. and are for"dry condition"of use. 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 'O . Y 14 2� tom$ nfabrication,handling,shipment and installation of components. Designecessary. s p p �i 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be locateumes gd on both faces)of truss,and placed so their center 414;Fil I IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Anes. 9.Digits indicate size of plate in inches. 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E1 IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2-5=(-40) 429 5.3=(0) 265 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-574) 113 5.4=(-40) 429 WEBS: 2x4 KDDF STAND 3.4=(-573) 124 LOADING 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 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 late prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for nett-5 osf) uplift at 24 "oc ssacing.I pp 9 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 M,M2OHS,M18HS,M16 = MiTek MT series 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" 5-105-10 MAX HORIZ. TL DEFL = 0.006' @ 11'- 2.5" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 12 NOT EXCEED 19%AT TIME OF MANUFACTURE. 6.00 C7 IHM-4x4 4 6.00 Design conforms to main windforce-resisting 4.0' system and components and cladding criteria. f 3 Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, � (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 M O e; CO M L -4111111111111 -/C' - f- O/- 1 5 4 ** O M-3x4 M-1.5x4 M-3x4 J, y y 5-10 5-10 1, y ), 0-10 11-08 <:? 0PRDFSS JOB NAME : POLYGON PLAN 5-B NH - E2 Scale: 0.4999 ' GINE , ��, WARNINGS: GENERAL NOTES,unless otherwise noted: kt (. ;1 C 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end Is for an Individual '02®0 E P`Truss:: E 2 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. A "'� 3.Additional temporary bracing to insure stal>iI duringconstruction 2.Design assumes the top and bottom chords to be laterally braced at / PotY 2'o.c.and at 10'o.n,respectively unless braced throughout their le h by Ort♦~ DES. BY: BS is the responsibility of the erector.Additional permanent brsdng of continuous sheathing such as plywood sheathing(TC)and/or drywaa C). '�"•' 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 OREGON 1>4 4./ SEQ. : 5992807 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, 1* .1,. •\ +' design loads be applied to any component and are for"dry condition"of use. <6 '��' 14' d TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.oesigna assumes full bearing at all supports shown.Shim or wedge If , � fabrication,handling,shipment and installation of components. necessary. A1-�`11 p P 7.n Design assumes adequate drainage Is provided. �� n t Y`" 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPIIWfCA in BCSI,copies of which will be furnished upon request. lines cdicawith joint center lines. 9.Digits indicate size ofplate 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) EXPI RES:12/31/2015 1E 1101111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" 'COND. 2; Design checked for net1-5 psfl uplift at 24 "oc spacing.' IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <0 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 cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,CI8,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=l,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. Refer or equal typical at stud verticals. Refer to CompuTrus sable end detail for 5-10 5-10 complete specifications. T 12 12 6.00[ . IIM-4x4 - 1 6.00 f-- 3 CO th 0 2 4 0/ 0 v o� 1 //////////////////////////////////////////////////////////////////////////////////////////// 5 o 0 0 M-3x4 M-3x4 , L. y 1, 0-10 11-08 0-10 JOB NAME : POLYGON PLAN 5-B NH - El Scale: 0.5949 �5ROpe 4.Ck N s, WARNINGS, GENERAL NOTES,unless otherwise noted: c1 -V 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 ,‘41.,.+1 � .rS�;, 9I-- Truss: El 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 2'o.c.and at 10'o.c.respectively unless braced throughout their length by .r�� po typermanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). J 'fie'- . 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++ -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 SEQ. : 5992808 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, �.4, /fy. '\h 'es, design loads be applied to any component. and are for"dry condition"of use. .q 0 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 p Y 14 2 �,-�- fabrication,handling,shipment and Installation of components. Design assumescessary. 1, ' R'�� 6.This design is furnished subject to the imitations set forth 7.Plates llladequateod both facesace Is sand "✓/ IIIII)IIIII IIIII IIIII IIIII IIIII IIIII IIII IIII 9 1 by 8.Plates shall be located on of truss, placed so their center TPINVECA in SCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXP)RES:12/31/2015 1111111111HThis 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( 14.0)= 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( 231.2)+DL( 177.2)= 408.5 PLF 0'- 0.0" TO 6'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE 50.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 ICONO, 2: Design checked for net1-5 oaf) uplift at 24 "oc 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 platerefix 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,M20HS,M18HS,M16 = MiTek MT series 5-08-04 0-03-12 3 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 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=8.0, 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. ca 0 v 0 ccs cra mr 11111111111111111111111111111111 o� lii=� ** 4 M-5x16 M-3x10 y 1- 1- 5-08-04 0-03-12 y /' 6-00 tn Op JOB NAME : POLYGON PLAN 5-B NH - Fl -GIRD Scale: 0.5462 5' GN sr. WARNINGS: GENERAL NOTES,unless otherwise noted: <y� * 1// r -fJ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual �' 9 Gh et N E r and Warnings before construction commences. building component.Applicability of design parameters end proper Truss: Fl -GIRD incorporation of component is the responsibiity of the buikling designer. AOPP,// 2.Dr4 compression web bradng must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at / 3.Additional temporary bracing to insure stability during construction 2'0.0.and at 10'o.c,respectively unless braced throughout their lengQth by s' � °" DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalt(9C). r 'Alla"! 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 SEQ. : 5992809 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 Iti 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.i. ,,O 20N ��. design loads be applied to any component. end ere for"dry condition"of use. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.oecesse assumes full bearing at all supports shown.Shim or wedge If Q '1:/R11..\-- 6. t�14 P fabrication,handing,shipment and Installation of components. 7.Design sumes adequate drainage is provided.+r7 RIGL 6.This design is famished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111 11111 VIII VIII 11111 VIII II IIII TPIMrrCA in BCSI,copies of which will be furnished upon request. lines coindde with joint center Ines. 9.Digits indicate size ofplatein inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) EXPI RES: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/Cq=1.00 TC: 2x4 KDDF 0/1&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 WEBS: 2x4 KDDF STAND LOADING 2.3=( -10) 5 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12'OC. UON. TC 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 <= 12'0C. UON. BC UNIF LL( 120.8)+DL( 102.21= 223.0 PLF 0'- 0.0' TO 6'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Single member as shown. 0'- 0.0' -170/ 881V -41/ 104H 5.50" 1.41 KDDF ( 625) Singles attached to the bottom chord LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0' -175/ 841V 0/ OH 5.50" 1.35 KDDF ( 625) will have 1.5" max. nail penetration. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP [COND. 2: Destgn checked for net(-5 osfl 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 TC 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 MAX HORIZ. TL DEFL = 0.000" @ 5'- 8.2" 12 6.00 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 199s AT TIME OF MANUFACTURE. M-1.5x4 Design conforms to main windforce-resisting 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=l.6, Truss designed for wind loads in the plane of the truss only. co v M ' o it o` PO 4 M-5x16 M-3x10 ** y 1, ), 5-08-04 0-03-12 y y 6-00 JOB NAME : POLYGON PLAN 5-B NH - F2-GIRD Scale: 0.5462 �� PROP s/ WARNINGS: GENERAL NOTES,unless otherwise noted: •T ?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 4w� 'a . 11 1. E c-- Truss: F2-GIRD and Warnings before construction commences. building component.Applicability of design parameters end proper CC 2.2x4 compression web bradng 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 - �r DATE: 7/11/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC. ,,,Ort , Ay° P° HY 9 3.2x Impact bridging or lateral bracing required where shown++ a. tr 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. : 5 992 810 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 p +J design loads be applied to any component. and are for"dry condition"of use. / ,� 1 h 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 © y 14 2. 4 fabrication,handling,shipment and installation of components, necessary. provided. [f 1y 6.This design is furnished subject to the imitations set forth by 8.Plate7. sshallbe located assumes on both faces drainage i of truss,and placed so their centerwhich * `�^•,' v lines urnish int IIIIII TPICA in 11111center lines. 11111 VIII VIII VIII VIII Oil MiTTekUSA,lnc./CompuT s iSoftwareI,copies of will bet7.6.6(1 L)-E upon request. 10.For basic coonnectorwith je oplate design values see ESR-1311,ESR-1988(MITek) 9.Digits Indicate size of plate in inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 8.9" 'COND. 2: Design checked for net1-5 psf), uplift at 24 "oc spacing.' TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF 81&BTR SPACED 24.0' O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12'OC. UON. LOADING Design conforms to main win dforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M2OHS,M18HS,M16 = MiTek 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 4-04-08 4-04-07 complete specifications. '1 ' 1' 12 '''12 6.0017 6.00 I1M-4x4 3 1 1 0 (.0 0 N 4 C7 ca O Of \ — 4 V , 0` 1 0 ///%l/////////////////////////////////////////////////////////////// 0 M-3x4 M-3x4 y ), 1, 0-10 8-08-15 PRp�FSs, JOB NAME : POLYGON PLAN 5-B NH - G1 �� Scale: 0.6079 5� GINE' R WARNINGS: GENERAL NOTES,unless otherwise noted: 4.t w BI '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 SO��••"E Truss: G1 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 responslbilty of the building designer. //�.+'" 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c,respectively unless braced throughout their lenggtthh 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++ 4 OREGON f'r 4.No load should be applied to any component until after a8 bracing and 4.Installation of truss is the responsibility of the respective contractor. {_ SEQ. : 5 992811 fasteners are complete and at no time should any loads greater than 5.Design assumes Wsses are to be used Inc non-corrosive environment, L- if �O'� {_ design loads be applied to any component. end are for"dry condition"of use. Q f' 14, PS'. 9 PPI 6.Design assumes full bearing at all supports shown.Shim or wedge It 0 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the necessary. 4/ ' 11-L" 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 shall be located on both faces of truss,and placed so their center ll be furnished n 1113111111111111111 MiTe USA,lnc./CompuTrus1/WTCA in BCSI,copies of iSoch ftware7.6.6(1L)oE request. ate In inches. lines basiccon ectoroplf atedesignvaluesseeESR-1311,ESR-1988(MiTek) indicate size EXPIRE8:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1 00 TC: 2x4 KDDF 111&BTR LOAD DURATION INCREASE = 1.15q BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-63) 42g 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. ICOND. 2: Design checked for nett-5 psf) 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 = 0.005' @ -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 TC PANEL LL DEFL = 0.037" @ 3'- 2.1" Allowed = 0.303" MAX IC 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 E=,-- 3 DESIGN CNTENT DOES NOT EXCEED U19%ATITIME EOFOMANUFACTURE. 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, in (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ,, Truss designed for wind loads o in the plane of the truss only. M-3x4 `" Lo c, o� 1 2-›`\ 4 >-< -/ 1-02-04 (PROVIDE FULL BEARING',Its'2 4 314 31 5-03 JOB NAME : POLYGON PLAN 5-B NH - G3 Scale: 0.7536 ''S, ��N R 0��6'S WARNINGS: GENERAL NOTES,unless otherwise noted: /I ,T 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 .r{i1;I E Truss: G3 and Warnings before construction commences. building component.Applicability of design parameters and proper 7G I ttt 2.2x4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. �/J 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 DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.continuous mpactbridging sheathing lateral bracing such as y requiredd hwhere sheathing(TC) +drywall(BC). /mar 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. SEQ. : 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, '.4.-- OREGON b h design loads be applied to any component. and are for"dry condition"of use. �,r qY � TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all suppports shown.Shim or wedge If p 14 2 t�-t on 6.This design Ii is furnished shipment ubject to the Imitaitionsfset forth bybi 8.. 7.Design shall be locatassumes ed on both facese s of of truss,and placed so their centenecessary. rovided. r R`1'�es I VIII(VIII VIII VIII IIII VIII VIII IIII IIII TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide withizjoint center lines. 9.Digits Indicate size of plate 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 IIIIIIIIIIIIII 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 spacing.) TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF #1&BTA SPACED 24.0" O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC, UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M,M20HS,M18HS,M16 = MiTek MT series LL (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 25 PSF Ground Snow (Pg) oad duration factor=l.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 4.00(; "" 3 —/ U) .._0 „gall 0 Cu 2 ._,_ 0 M-3x4 ), y 1-02-04 5-03 JOB NAME : POLYGON PLAN 5-B NH - G2Scale: 0.7728 61/0 WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based A ly upon theparameters arameters shown and and for an individual '4'; ,�11/1 E C� /� and Warnings before construction commences. incorporationgof co hent is the responsinbility of the building proper designer. Truss: 1712 2.2x4 compression web bracing must be installed where shown+. component P b d g / 3.Additional temporary bracingto insure stabil during construction 2.Design assumes the lop and bottom chords to be laterally braced at mpo rYb 2'o.c.and at 10'o.c.respectively unless braced throughout their len th by ‘41101P'DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall?C). a ' `�" DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ OREGON <(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. A_ SEQ. : 5 992813 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses arelobe used in a non-corrosive environment, 4 `7 2 1�`{' design loads be applied to any component. and are for"dry condition"of use. ©' 1' 14" Q' TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the e'Design assumes fug bearing at all supports shown.Shim or wedge if 1s S fabrication,handling,shipment ed installation of components. ry. - /:LR Ary V p P 7.Design assumes adequate drainage is provided. �"`�r1�,-`' 6.This design is furnished subject to the Imitations set forth by B.Plates shall be located on both faces of truss,and placed so their center ch will be ines coincide with joint center Ines. IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIMTe SAnInC./CompUTrus ISoftwaref 7.6.6(1L)-En .6.6(1L) n request. es. 0.I9.FForrits basic coote size n ectorof late In plate design values see ESR-1311,ESR-1988 WliTeW EXPIRE5:12t31/2015 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" 0.C. 2-3=(-10) 4 WEBS: 2x4 KDDF STAND 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) TOTAL LOAD = 42.0 PSF 0'- 0.0' -34/ 292V -30/ 80H 4.00" 0.47 KDDF ( 625) Connector plate prefix designators: 7'- 1.5" -37/ 307V 0/ OH 5.50' 0.49 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 Psfl uplift at 24 'oc spacing,1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND INC 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 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.202" @ 3'- 5.7' Allowed = 0.612" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.000' @ 6'- 7.7" 6-07-12 0-05-12 MAX HORIZ. TL DEFL = 0.000" @ 6'- 7.7' T f fDESIGN ASSUMES MOISTURE CONTENT DOES 12 NOT EXCEED 19%AT TIME OF MANUFACTURE. 4.00 v Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x4Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 -/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 2 load duration factor=1.6, Truss designed for wind loads n in the plane of the truss only. 1- co 0 N o,,_ MMIMIIMMILIIII off- 1'� I 4 -/0 M-3x4 M-1.5x4 y .. l 6-07-12 0-05-12 .1 J, 7-01-08 JOB NAME : POLYGON PLAN 5-B NH - G4 Scale: 0.5588 `g�``vst.GNsr WARNINGS: GENERAL NOTES,unless otherwise noted: 4C! ! le 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for en Individual CC` '02•* E r- 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. 4' 4'"' 3.Additional temporary bracingto insure stabil during construction 2.Design assumes the top and bottom chords to be laterally braced at Po ty ,e deOlgwr DES. BY: BS Is the responsibility2'o.c.and at 10'o.c.respectively unless braced throughout their length by 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++ i f� SEQ. : 5992814 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. 1 { 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 _+7 2 \b`yA. design loads be applied to any component. end are for"dry condition"of use. ib '9y /4, . 1�T- TRAN S I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.DesIg%e assumes full bearing at all supports shown.Shim or wedge If M� cl s fabrication,handling,shipment and installation of components. necessary. t-� V P Po 7.Design assumes adequate drainage is provided. n��•• 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 line IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIurnished upon M Te USA,Inc.//CORtpuT S ISoftwareI/WTCA in BCI,copies of whch will bet 7.6.6(1 L)-E request. coincide ct plate Inches. 10. plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111111111This design prepared from computer input by 1 PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 5'- 1.5" ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc suacing.l TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 UDE #18BTR SPACED 24.0" O.C. DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 18%AT TIME OF MANUFACTURE. IC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+OL( 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=15ft, TCDL=4,2,BCOL=6.0, ASCE 7.10, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) lfactor , sed, Cat.2, Exp.B, MWFRS(Dir), oad duration) 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 tOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 12 2 4.00 u� 0 0 N 1 MIIIIIII n,_. 0 NI- IEIIIIMIIIMIMIIMIIII.IIMIMM0 M-3x4 3 y 1, 5-01-08 JOB NAME : POLYGON PLAN 5-B NH - G5Scale: 0.8258 0. ��NF�F61, WARNINGS: GENERAL NOTES,unless otherwise noted: �+ 1.Builder and erection contractor should be advised of as General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: G5 and Warnings before construction commences, building component.Applicability of design parameters and proper �w �� A 1--. 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibilty of the building designer. 440111,,,04 3.Additional temporary bracing to insure stabiity 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 plywooding(TC)and/or dry4>wall(BC). ,�rA 41 DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2u Impact bridging or lateral bracing requiredmeed where shown++ 11 ♦ Z. r1 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON S E 0 "I._ 4 c! design loads be applied to any component. and are for"dry condition"of use. �,. „� '� 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 O Y 14, ° h fabrication,handling,shipment and Installation of components. Design assumes. 44Z. V) RIO"'I��e1{' 6.This design is furnished subject to the initations set forth by 9.Plates shall be locatadequate d on both facesoefof truss,and placed so their center s provided. ,V! f'S V I IIIIII VIII II II VIII VIII VIII VIII IIII IIIITPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches, 10. h, MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111IIIIIII 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 IC: 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 TC LATERAL SUPPORT <= 12"OC. UON. 3.4=(.259) 116 BC LATERAL SUPPORT <= 12'OC. UON. LOADING 4.5=(-189) 85 LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5.6=(-105) 55 OL 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,CI8,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.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 KDDF625 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) 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7-09-12 12-01 03 ( MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX TC PANEL LL DEFL = -0.031' @ 2'- 11.9' Allowed = 0.397" MAX TO PANEL TL DEFL = -0.051' @ 2'- 11.9" Allowed = 0.596" 6 MAX HORIZ. LL DEFL = -0.007' @ 19'- 10.2' %' 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 6.0017 system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ' Truss designed for wind loads o in the plane of the truss only. M-3x6(S) o PP 3 th 0 v 1 8_„, O M-3x4 J, y y 0-10 6-00 13-10-15 PROVIDEFI B ARIN"•Its• 8 9 4 5 6 7 JOB NAME : POLYGON PLAN 5-6 NH - J10 Scale: 0.2814 ��?,0) eetP WARNINGS: GENERAL NOTES,unless otherwise noted: /t/ •T �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 4:- r5 h s® E 1-4- Truss: J 1 0 and Warnings before construction commences. building component.Applicability of design parameters and proper h 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibmty 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)y � ,,,. DATE: 7/11/2014 the overall structure is the responsibility of the buildingdesigner. 2vcoImpact sheathing such as plywood required in ere s and/or d yw�ll(�C. ,tea We. P h 9 3.2x Impact bridging or lateral bracing where shown++ 4.No load should be to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON ��" 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, <1/ design loads be applied to any component. and are for"dry condition"of use. G N '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 .0 9f 14 2� 1y fabrication,handling,shipment and installation of components. necessary. provided. V r� ,rj S 6.This design is furnished subject to the Irritations set forth by 8.Platesshallbe locatassumes ed on both faces of truss,and placed so their center ��T'1 �,'• lines VIII VIII VIII VIII VIII VIII ILII IIII IIIIch will be furnished upon MTt3 SAnInCs/Co Inc./CompuTrus I,copies of ISoftware 7 6 6(1 L)E request. 10.For asicco nectoroplate design values see ESR-1311,ESR-1988(MiTek) de with jint center Ines. 9.Digits indicate size of plate in inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 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 2.7=(0) 0 SPACED 24.0" O.C. 2-3=(-327) 162 BC: 2x4 KDDF #1&BTR 3.4=(-220) 97 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-154) 70 BC LATERAL SUPPORT <= 12"0C. 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 BAG REQUIRED BAG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE S5.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) ICOND. 2: Design checked for net(-5 pafl 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' 10-01-157-09-12 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 TC PANEL TL DEFL = -0.051' @ 2'- 11.9" Allowed = 0.596' MAX HORIZ. LL DEFL = -0.005" @ 17'- 10.9" MAX HORIZ. TL DEFL = -0.005' @ 17'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES -/ 5 NOT EXCEED 19h AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 12 ;' h' system and components and cladding criteria. 6.00 li7 Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 4 Truss designed for wind loads d' in the plane of the truss only. M-3x6(S) o C 111" 3 M 0 4 1 0 _ 0 7 O M-3x4 y ), ), y 0-10 6-00 11-11-11 (PROVIDE FULL BEARING'.Its•9 7 9 4.5.fi1 JOB NAME : POLYGON PLAN 5-B NH - J9Scale: 0.3077 ....` GINE" %1 WARNINGS: GENERAL NOTES,unless otherwise noted: 451 PI ' - t,. 2.2x4 compression web b 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 J' 'fff L.. Truss: J9 and Warnings before construction commences. building component.Applicability of design parameters and proper bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. rAi 3.Additional to rsry bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at � ,,.. mpo2'o.c.and at 10'o.c.respectivety unless braced throughout their lengQth by DES. BY: BS s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „....4# -- 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 appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. `,, SEQ. : 5 992817 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, 2 V��A design loads be applied to any component. end ere for"dry condition"of use. ��OAY 14 ��lX 6.Design assumes full bearing at all supports shown.Shim or wedge if TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the necessary. ML•`�RIO - 6. handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Initations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11131111111111111 Mire USA,IncI/WTCA in ./CompuTrus s I,copies of (Software 7.6.6(1 L)E ch will be furnished upon request. 1de With joint center lines. 0 lines FFu basicdconnecor plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0' O.C. 2.3=(- 287) 1142 2. 7-(0) 0 3.4=(-184) 79 IC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=(-108) 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 Connector plate prefix designators: BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA C,CN,CI8,CN18 or no refx LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( p ) = CompuTrus, Inc 0'- 0.0" -23/ 353V -61/ 265H 5.50" 0.56 KDDF 625)= 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' -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) 'COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.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" P 0'--10.0' Allowed = 0.111" 6 MAX TC PANEL LL DEFL = 0.031" @ 3'- 7.4' Allowed = 0.397" s MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9' Allowed = 0.596' MAX HORIZ. LL DEFL = -0.004" @ 15'- 10.9" 5 MAX HORIZ. TL DEFL = -0.004" @ 15'- 10.9' DESIGN ASSUMES MOISTURE CONTENT DOES 41 NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,I load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. m 3 co 0 o 1 o _ 7. -/ M-3x4 ,. ), i, ), 0-10 6-00 9-11-11 PROVIDEFI BAR IN.JJts:2.7,3,__r3 4 S filo 5 fi JOB NAME : POLYGON PLAN 5-B NH - J8cn Scale: 0.3315 5,,Ok N ie' WARNINGS: GENERAL NOTES,unlessotherwise noted: C / "T w 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.w . G®® c. Truss: J8 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bradng must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 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). lws �. DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4t 4.No load should be appied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. A_OREGON SEQ. : 5992818 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 �41 design loads be applied to any component. and are for"dry condition"of use. ,.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 p 14, 2 `.' fabrication,handling,shipment and Installation of components. 7.necessary. MFS L $p 6.This design is furnished subject to the imitations set forth by 8.Platesshallbe locateassumes gd on bothdfacesnage of truss,and placed so their center s prodded. �' I IIIIII II II VIII III I VIII VIII VIII III IIIITPI/WTCA In BCSI,copiesof which will be furnished upon request. Tines cdndde with joint center roes 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-1998(MiTek) EXPIRES:12/31/2015 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 1-2= 0) 42 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3= 22 2-3=(.248) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -67) 31 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+0L( 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 SQ.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/ 33BV 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. [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 TC PANEL LL DEFL = 0.031" @ 3'- 7.4' Allowed = 0.397' 5 MAX TC 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 19t AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 6.00 4 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 in the plane of the truss only. 0 3 r M O of I6 -/ _� O M-3x4 y ), ), y 0-10 6-00 7-11-11 (PROVIDE FULL BEARING'Jtc_•2,6.3.4.5I R JOB NAME : POLYGON PLAN 5-B NH - J7 ��Rt0 P O sig Scale: 0.3795 WARNINGS: GENERAL NOTES,unless otherwise noted: 4C! 1I '/ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an individual 7,'"6N 0 E f` Truss: J7 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bredng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. i/ J 3.Additional temporary bracing to Insure stabil duringconstruction 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 � ' continuous sheathing such as plywood sheathing(TC)and/or drywall(6C). �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++ A tIt 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. �L A,OREGON so ��4./ SEQ. : 5 992 819 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, -r! design loads be applied to any component. end are for"dry condition"of use. /Q 'Q y 14 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the B'Design sae assumes toll bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and Installation of components. ry. L�i7 1 SJ R 7.Design assumes adequate drainage is Provided. R RRII-\- 6. 6.This design is furnished subject to the Imitations set forth by B.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII 11111 VIII II furnished request Muc USA,Inc./CompuTrus Software6.6(1L)E lines coincide 1its isof plate FForrbaicconectorplte design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 1110 0101111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 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 2-6=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2.3=(.208) 105 3.4=(-102) 46 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -38) 18 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 BAG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) C,CN,CI8,CN18 or no prefixLL = 25 PSF Ground Snow (Pg) 0'- 0.0` -23/ 352V -45/ 198H 5.50" 0.56 KDDF 625) ( p ) = 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 osf) uplift at 24 'oc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ O'--10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" 5 MAX TC PANEL LL DEFL = -0.030' @ 2'- 11.9" Allowed = 0.397" i MAX TC PANEL TL DEFL = -0.050' @ 2'- 11.9" Allowed = 0.596' ° 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 D NOT EXCEED 19%AT TIME OF MANUFACTURE. 0 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 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 v Truss designed for wind loads CD in the plane of the truss only. 0 to c') o� ,r c,,,,_ 1 „ 6►� 0 M-3x4 ,I, , )- ), 0-10 6-00 5-11-11 (PROVIDE FULL BEARING;tts•2 6 3 4 51 JOB NAME : POLYGON PLAN 5-B NH - J6 Scale: 0.4200 ��(R' NR°pess, WARNINGS: GENERAL NOTES,unless otherwise noted: (/ (41, 0 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 CII44 .�{ `® ice,,. `. Truss: J6 and Warnings before construction commences. building component.Applicability of design parameters and proper 7GLG 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 .�" /J 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 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++ v. CC 4.No load should be appied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. OREGON SEQ. : 5992820 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, �I* 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 �} -�y 14" 2.0 '� fabrication,handling,shipment and installation of components. 7.necessary. s provided. �R n`5 {,��'^ 6.This design is furnished subject to the Irritations set forth by 8.Platesnshall be located assumes uoneboth facees of truss,and placed so their center 4 V ch will be funished upon 111111 VIII VIII VIII VIII VIII VIII IIII IIIIM TeUSA,IANTCA InCB /CompuT 9BCSI,copies of ISoftware 7r 6.6(1 L)E request. 10.For basic connectoro oplate design values see ESR-1311,ESR-1968(MITek) lines coindde with jint center lines. 9.Digits Indicate size of plate In Inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2.5=(0) 0 BC: 2x4 KDDF M1&BTR SPACED 24.0" 0.C. 2-3=(-170) 99 3.4=( -76) 34 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 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. ICON. 2: Design checked for net(-5 oaf) uplift at 24 "QC spacing.I 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 TC PANEL LL DEFL = 0.028' @ 3'- 4.9" Allowed = 0.397' 4 MAX TC 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 17 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, 3 All Heights), Enclose(, Cat.2, Exp.B, MWFRS(Dir), Ioad duration factor=l.6, Truss designed for wind loads 0o in the plane of the truss only. 0 c) o/- IMMMMIMIMIMMIMIMIMIll o/- 1 5► 0 M-3x4 , 1, /' 1' 0-10 6-00 3-11-11 (PROVIDE FULL BEARING'Jts:2.5.3.41 JOB NAME: POLYGON PLAN 5-B NH - J5 Scale: 0.4887 �tv GNB' •,`��p • WARNINGS: GENERAL NOTES,unless otherwise noted: G&I hi 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 �' .72iie E Truss: J5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bred to Insure stabihtyduring construction 2.Design assumes the top and bottom chords to be laterallybraced at po ng 2'o.c.end at 10'o.c.respectively unless braced throughout their la tlr 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). -41 4,4601111r 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,/ 4.No load should be applied to any component until after all bracing and 4.Installation of truss la the responsibility of the respective contractor. SEQ. : 5 992821 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses to beuse.used in a non-corrosive environment, P{ TRANS I D: 403334 necessary. `r ARA- 6. design loads be applied to any component. 5.CompuTrus hes no control over and assumes no responsibility for the end are for"dry conditionareof" L<© 4 y 14.. .°v� T 6.Design assumes full bearing at all supports shown.Shim or wedge If /gyp V fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the'irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center _ II 11111 VIII III 11111 VIII In IIII IIII TPI kAin BCSI,copies of which will furnished upon request. 9 (ines Digits indcde at si ejoint plate in lines.. 10. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-131 1,ESR-1988(MiTek) EXPIRES:12/31/2015 I 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/C =1 00 TC: 2x4 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 q BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2.3=� 126) 92 2.5=(0) 0 3.4=( -64) 25 IC 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" -24/ 353V -29/ 135H 5.50' 0.57 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 67V 0/ OH 5.50' 0.11 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = 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 'COND. 2: Design checked for net(-5 gsfl uplift at 24 'on 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" 12 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 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, NI- (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, 4 Truss designed for wind loads in the plane of the truss only. (o o,,,_ cs o,_ 1 o ►� 5►� M-3x4 I ), 1 I 0-10 6-00 PROVIDE FULL BEARING;Jts:2.5.3.41 1-11-11 JOB NAME : POLYGON PLAN 5-B NH - J4 Scale: 0.5653 �5pe �t'�GNfi 1s, l WARNINGS: GENERAL NOTES,unless otherwise noted: 45? / '!"' 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- 7 qh®®. Er 1.- Truss: �-.. Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap end 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 plywood sheathing(TC)and/or drywall(BC). /'v,�mr. . DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ 4.No load should be appied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON J,� SEQ. : 5992822 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� y`�✓ design loads be applied to any component. and are for"dry condition"of use. 7 'Q fl 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 O �' 14 2 h-.E fabrication,handling,shipment and installation of components. 7.necessary. p r� 1 ,�i 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be locaten assumes gd on both facese of of tr ss,and placed so their center n�1"'� I IIIIII II I VIII IIIIIIIIIIIIII VIII I II IIIITPINVTCA In BCSI,copies of which will be furnished upon request lines coindde with joint center Ines. indicate 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 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 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-96) 68 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: 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,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (GOND. 2: Design checked for net(-5 osf) 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" 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 TC PANEL TL DEFL = -0.092' @ 3'- 4.8' Allowed = 0.593" '( "( MAX HORIZ. LL DEFL = -0.001' @ 5'- 10.9° MAX HORIZ. TL DEFL = -0.001' @ 5'- 10.9' 12 6.00 DESIGN ASSUMES MOISTURE CONTENT DOES 3 --/ NOT EXCEED 195s 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, (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. v 0 Q., co of- v c/- 1 4►� -, irig# 0 M-3x4 1, y J' 0-10 (PROVIDE FULL BEARING:Jts:2"4.31 6-00 JOB NAME : POLYGON PLAN 5-B NH - J3 Scale: 0.5843 ��,��0G NF s/p WARNINGS: GENERAL NOTES,unless otherwise noted: SCJ I , J3 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 individualCr 7��A® E Truss: J 3 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 bracingto Insure stable duringconstruction 2.Design assumes the top and bottom chords to be laterally braced at ty 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 drywell(BC). .�`"s ' - DATE: 7/11/2014 the overafl structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 40 '� 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. �/'OREGON 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, �` '+7.t 2 fib`�� design loads be applied to any component. end are for"dry condition"of use. �Q -T 1' 14 P A TRANS I D: 403334 5.CompuTrus to us has no control over and assumes no responsibility for the 6.Decease assumes lull bearing at all supports shown.Shim or wedge if {y T fabrication,handling,shipment and Installation of components. ry. �R R i p Po 7.Design assumes adequate drainage is rovlded. r7.R r Y,- 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 will be upon 111111 VIII VIII VIII VIII VIII VIII(III(IIIMTe USA,Inc.fCorrlpuTrus iSoftware furnished6.6( L)-E request9.10. coincide its s de in inches. Fof ato baccotectorpltedesign values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IC: 2x4 KDOF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER IC: FO 0) 42 2 2.4/(O( 0q=1.00 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3c(-63 49 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: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 321V -14/ 73H 5.50' 0.51 KDDF ( 625) Connector plate prefix designators: 3'- 10.9" -99/ 114V 0/ OH 1.50' 0.18 KDDF ( 625) C,CN,C18,CN18 (or no prefix) LL = 25 PSF Ground Snow (Pg) 6'• 0.0' 0/ 57V 0/ OH 5.50' 0.09 KDDF = CompuTrus, Inc ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 PM 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" T T 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" 12 MAX BC PANEL TL DEFL = -0.004" @ 4'- 1.4" Allowed = 0.333" 6.00 I7 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 19%AT TIME OF MANUFACTURE. 3 -/ 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, Truss designed for wind loads v.o in the plane of the truss only. N o" O/- •Cr NIO 11101 4 M-3x4 ), y y 0-10 (PROVIDE FULL BEARING:Jts:2. 44I 6-00 JOB NAME : POLYGON PLAN 5-B NH - J2 Scale: 0.6394 c, Rop ,�e,-- es,„ WARNINGS: GENERAL NOTES,unless otherwise noted: / ri5 ' 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 IndNldual (t' 7�tr$0 Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper LLL r. 2.2x4 compression web bracing must be installed where shown+• incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c,such as unless braced throughout their length by is the responsibility structure of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �,..rr mn 4511110110" 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 it 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. �/�OREGON to 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, p A. TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. /� q4, l f* 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes N9 bearing at all supportspshown.Shim or wedge if �ssary. .t . 14 2.°{yt.4 fabrication, ing, tallation 6.This design is furinished shipment ubject to heeIrritationsf set forth bybi 8.. 7.Desneign shall be located on both faces drainage s of truss,and placed so their center r�'� V S ch will be furnished upo lines coincide with jint center lines. VIII VIII VIII VIII VIII VIII(III(III(IIIMITTpe USA,lnC1/WTCA In JCOI11puT g I,copies of (Software 7.6.6(1L)-En .6.6(1L)En request. 10.For basic coonnectoroplate design values see ESR-1311,ESR-1988(MiTek) 9.Digits indicate size of plate in Inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 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 2.4=(0) 0 BC: 2x4 KDDF #1&BTA SPACED 24.0' O.C. 2.3=(-35) 40 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 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 ICOND. 2: Design checked for net(-5 sail uplift at 24 "on spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001° @ 0'--10.0' Allowed = 0.083" 1-1 1 11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAXTC PANEL 0 1 DEFL = 0.001' @ 1'- 0.0' Allowed = 0.097' T MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5' Allowed = 0.145" MAX BC PANEL LL DEFL = 0.005' @ 2'- 8.6' Allowed = 0.250" 12 MAX BC PANEL TL DEFL = -0.020' @ 3'- 3.8" Allowed = 0.333' 6.00 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 g ),fEnclEnclosed, Cat.2, Exp.B, MWFRS(Dir), load duration Truss designed for wind loads '' v in the plane of the truss only. o ..- co /- v El, ��4 -/ cV 1 �� M-3x4 y y ), 0-10 (PROVIDE FULL BEARING'Jt8:2.3.4I 6-00 ��g�D PRp�F�S/ JOB NAME : POLYGON PLAN 5-B NH - J1 Sale: 0.7144 \ GINE4(51 A(II ,� , WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder end 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 Y` 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. Aleirfir"" 3.Additional temporary bracing to insure stabmy 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). /'!�" ' 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 err 4.No load should be applied to any component until after at bracing and 4.Installation of truss Is the responsibility of the respective contractor. �/� SEQ. : 5 992825 fasteners are complete end at no time should any bads greater than 5.Design assumes busses areto be used in a non-corrosive environment, �.4 `7� 20'��_{ design loads be applied to any component end are for"dry condition"of use. © 1' 14 t4 6.Design assumes full bearing at all supports shown.Shim or wedge if �1' TRANS I D: 403334 5.CompuTrus has no control over end assumes no responsibility for the necessary. MSR R`=- fabrication,handling,shipment and installation of components. 7.Design ssumes adequate drainage is provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I/WTCA In BCSI,copies of ch will be furnished upon III VIII VIII VIII 11111 11111 VIII 101 IIII MTe USA,Inc./CompuTrus iSoftware 7.6.6)1 L)E request. late In inches. 0.lines ForrDigits basic coat ector plate design values see ESR-1 311,ESR-1988(MITeW EXPIRES:12/31/2015 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 1118BTR LOAD DURATION INCREASE = 1.15 1- 2= 0 42 2. 8= BC: 2x4 KDDF H18BTR ( 1 ( -97) 190 8- 7=( 0) 18 WEBS: 2x4 KDDF STAND SPACED 24.0" D.C. 2- 3=(-257) 48 7- 9=(-158) 297 7- 3=( 0) 49 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)+0L( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -68) 32 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connec 8,CN18 (or no prefix) = CompuTrus, Inc O'- 0.0' -29/ 351V -53/ 231H 5.50" 0.56 KDDF ( 625) M,M20HS,M18HS,(or = MiTekprMT 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 Osfl uplift at 24 'so 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" @ O'--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" 1 MAX HORIZ. LL DEFL = -0.007" @ 5'- 2.3" • -- MAX HORIZ. TL DEFL = 0.009" @ 5'- 2.3' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, %I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 11.111.1111.11111111.111 _./ 00 load duration factor=1.6, d Truss designed for wind loads o in the plane of the truss only. m M-4x6 iiimiggli 11110....._ �I� co M-3x4 98 _gm o 0 g o �m�m M-3x4 o O N 6 p cm M-3x4 M-1.5x4 N 7 7 ) 7 2-03-12 2-10-08 0-09-12 1 7 7 7 0 107 2-05-08 7 11-06-03 7 6-00 7-11-11 'PROVIDE FULL BEARING:Jts:2.9.4.5.6I JOB NAME : POLYGON PLAN 5-B NH - J7C Scale: 0.3025 � \'''' 6`, WARNINGS: GENERAL NOTES,unless otherwise noted: 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 �� '��®® ��f,• Truss: J7C end Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+. incorporation of component is the responsibility of the building designer. - 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,."/-DES. BY: 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 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood ing(e /or drywel C). .,....'.,r at- DATE: 7/11/2014 Pa ty 9 3.2x Impact bridging or lateral bracing required where shown++ 'CC" 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 5992826 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �'G / W 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 6.Design assumes full bearing at all supports shown.Shim or wedge If /Q .1k 14 2° 1y fabrication,handling, necessary. �1l x'1`'. shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 'R A`` .- VV IIIIII II II VIII VIII VIII VIII VIII'III'III 6.This design is furnished subject to the FMtations set forth by 8.Plates shall be located on both faces of Miss,and placed so their center +�ri l TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9. MiTek USA,Inc./CompuTrus Software+7.6.6(1L)-E 10.FForrlts basic connectocate size r plate desiglate In n values see ESR-1311,ESR-1988 iTek) EXPIRES:12/31/2015 1E11 11 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 N1&BTR SPACED 24.0" O.C. 2- 3=(-245) 43 7- 9=(-165) 278 7. 3=( 0) 49 3- 4=(-213) 71 3- 9=(-289) 171 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-155) 77TC 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 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 10.0" 24.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -27/ 356V -39/ 215H 5.50" 0.57 KDDF ( 625) CConnector plate prefix designators:. Com5'- 2.3' 0/ 122V 0/ OH 5.50" 0.20 KDDF ( 625) M M2OHS,M18HS (16 = iTk prefix) = riepuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 10.9' -136/ 299V 0/ OH 1.50' 0.38 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 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. ICOND. 2: Design checked for net1-5 5sf) uplift at 24 "ac spacing"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 = 0.009' @ 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° 1' 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 MOISTURE CONTENT DOES 12 NOT EXCEED 19%s AT TIME OF MANUFACTURE. 6.00177- 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, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads CD u'1 in the plane of the truss only. u; :t M-4x6 M M-3x4 imA-8 o -, -r L. o r_�� M-3x4 M-1,5x4 o cm 8 p M-3x4 y y 1, )' 2-03-12 2-10-08 0-09-12 1, )- y 1, 0-10y 2-05-08 ,, 9-06-03 y 6-00 5-11-11 'PROVIDE FULL BEARING:Jts;2.9,4.51 JOB NAME : POLYGON PLAN 5-B NH - J6C Scale: 0.3429 `Gj� 7(N % WARNINGS: GENERAL NOTES,unless otherwise noted: h/ 1,,. 1.Builder and erection contractor should be advised of a8 General Notes 1.This design is based only upon the parameters shown and is for an individual 4.: '0L®,® E r. Truss: J 6C 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 , 2'o.c.and at 10'o.c.respectively unless braced throughout their length by wr DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing 'C)and/or drywall C). .^'.'"'�" ' 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 /1 4.No load should be appled to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. /� S EQ. : 5992827 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, �. ND ' 0 4 TRANS I D: 403334 design loads be applied to any component and are for"dry condition"of use. �y 14 , 2 h. 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the necessary. 44r , IGS 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 shall be located on both faces of truss,and placed so their center ch will be urnished ndde with joint center lines. 11111111111111111 MiTPIANTCA in BCSI,copies of e USA,Inc./CompuTrus ISoftw Software+7.6.6(1 upon )-E request es. 10.lines basic connectorof plate desiglate M n values see ESR-1311,ESR-1988(Wet) EXPIRES:12/31/2015 111110 V'I'II 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 2.7=( -69) 178 7.6=( 0) 18 BC: 2x4 KDDF #1&BTA SPACED 24.0" O.C. 2-3=(-245) 43 6-8=(-114) 278 6.3=( 0) 49 WEBS: 2x4 KDDF STAND 3-4=(-153) 71 3.8=(-289) 118 LOADING 4-5=( -70) 32 IC 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 BRG 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) ConnectorCpa (or no prefix) = orspuTrus, Inc 5'- 2.3' 0/ 122V 0/ OH 5.50" 0.20 KDDF ( 625) C,CN,C18,C18,(or n Mprek 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 net(-5 ssfl 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" @ O'--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" 1' 1' MAX HORIZ. TL DEFL = 0.009" @ 5'- 2.3" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 j1 Design conforms to main windforce-resisting 6.00 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, o Truss designed for wind loads cr CD i o in the plane of the truss only. rn 4 M-4x6 r__, ......._ C., w o -/ 8 ��IIlml M-3x4 M-1.5x4 - o 8 CD M-3x4 M-3x4 ), ), > ), 2-03-12 2-10-08 0-09-12 ), y ), 0-10, 2-05-08 7-96-03 y 6-00 3-11-11 'PROVIDE FULL BEARING:Jts:2,8,4,5I JOB NAME : POLYGON PLAN 5-B NH - J5C Opes Scale: 0.3783 `5�� N s,4n, WARNINGS: GENERAL NOTES,unless otherwise noted: C'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 {�w .�N"r r Truss: J5C and Warnings before construction commences. building component.Applicability of design parameters and proper 777GGGG 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 byco4� DATE: 7/11/2014 tybuilding designer. 2u Impact sheathingg� such as plywoodequiredsheathing(TC)whereshown and/or drywall C. /r w the overall structure Is the res nsib fi of the 3.2x Impact brid i or lateral bracingrequired shown++ (t 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGONto SEQ. : 5992828 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 , k 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 NII bearing at all supports shown.Shim or wedge If Q14 2 P�' fabrication,handling,shipment end Installation of components. necessary. A R R`y 1'� 7.Design assumes adequate drainage is provided. ice! Y 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII VIII VIII VIII VIII III'IIITPINVTCA In SCSI,copies of which will be furnished upon request. lines coincidewith Joan Ines. 9.Digits indicate size off pplatete Iinches. nches. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXP'RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 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 TC LATERAL SUPPORT <= 12'OC. 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 SO.IN. (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 oafl uplift at 24 "oc slacing.I BOTTOM CHORD CHECKED FOR 1OPSF 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" 9 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' 9 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 f MAX HORIZ. TL DEFL = 0.0111' @ 5'- 2.3' f 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 L 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, 11 0 (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1.6, Ci Truss designed for wind loads o in the plane of the truss only. M-4x6 M•3x4ll IMIMMilm...-_ co _ 102,........ N o o Dll 8 t► 4 F.Amillialla M-3x4 M-1.5x4 -/Q 0 0 7 0 M-3x4 1, .1 ,1 y 2-03-12 2-10-08 0-09-12 y ), 1, /' 0-10 I 2-05-08 5 06 03 , y 6-00 1-11-11 (PROVIDE FULL BEARING:Jts:2.8,41 0 pe JOB NAME : POLYGON PLAN 5-B NH - J4C ��'��'` Gpi scale: 0.4268p WARNINGS: GENERAL NOTES,unless otherwise noted: 45 I -Y 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and Is for an Individual t J ®A E 2 and Warnings before construction commences, building component.Applicability of design parameters and proper Truss: J 4 CIncorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at !' 3.Additional temporary bracing to insure stabiity during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their le th by �, DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal C). / DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 7 ' SEQ. : 5992829 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. qq'_OREGON pi fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, ,L -'7 4,, +'�. design loads be applied to any component end are for"dry condition"of use. /Q '91' T 4 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6'nenccei ssa assumes full bearing at all supports shown.Shim or wedge if tj P fabrication,handling,shipment end installation of components. ry - L��-r V P 7.Design assumesb ladequate drainage is provided. 4r'7 R l`.-`" 6.This design is furnished subject to the imitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center IIIIII1VIII VIII VIII VIII VIII VIII IIII IIII TPI WTCA in BCSI,copies of which w 11 be furnished upon request. lines coincide with joint center Ines. 9.Digitsindicate ndtsize ofplatete in Anes. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 111 IIIIIIII 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 2.6=(-135) 228 6.5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-297) 65 5.7=(-218) 358 5.3=( 0) 50 WEBS: 2x4 KDDF STAND 3.4=( -55) 41 3.7=(-372) 226 LOADING 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 BEARING MAX VERT MAX HORZ BAG REQUIRED BAG 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) CnncorCp8 (or no prefix) = orspuTrus, Inc 5'- 11.7' -48/ 108V 0/ OH 1.50' 0.17 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. ICOND. 2: Design checked for net(-5 osfl 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" @ O'--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" MAX HORIZ. TL DEFL = 0.011' @ 5'- 2.3" 5-11-11 T T DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 6.00 D 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=1.6, Truss designed for wind loads in the plane of the truss only. co0 .tiM-4x6 0 0 Ch N aa� M-3x4 M g o� ��'-1�m' M-3x4 M-1.5x4 �o o r Er� 0 6 0 M-3x4 y ), ), 1, 2-03-12 2-10-08 0-09-12 ), ), y y 0-10 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING;Jts:2,7,4I JOB NAME : POLYGON PLAN 5-B NH - J3C Scale: 0.4902 `� OPE <t N�pN rs,�f WARNINGS: GENERAL NOTES,unless otherwise noted: �!„ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 4:" 7 J O L. t.+ Truss: J3C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2u4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. �. 3.Additional temporary bracing to Insure stabifty 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 2'o.c.and at 10'o.c.respectively unless braced throughout their length by po ty permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .-."';ASP . f DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ ,(t 4.No load should be appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -7 q_.OREGON 1(/ SEQ. : 5992830 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 41 to`,� design loads be applied to any component. and are for"dry condition"of use. / +9).. 2.0"\ .T" 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 p 14, Q fabrication,handling, necessary. 111$14R10-, � shipment and installation of components. 7.Design assumes adequate drainage is provided. "$ R 1 0,. 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111 1111 VIII VIII IIID 11111 VIII IIII IIIITPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincidewith joint center Anes 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 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF q1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-6=(-46) 123 6-5=( 0) 18 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2.3=(-188) 24 5-7=(-76) 191 5.3=( 0) 48 WEBS: 2x4 KDDF STAND 3-4=( -22) 28 3.7=(-198) 79 LOADING 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 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" 0.18 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 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 = 0.005' @ 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' MAX HORIZ. TL DEFL = 0.006" @ 5'- 2.3" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.0017 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-4x6 a co Truss designed for wind loads o in the plane of the truss only. _ o o N 110- 111111111111111111.1111 ,- M M-3x4 dill IIIIIIIIIIIIII"°"---- 0 7 01 •cr 111111111111111L1111 M-3x4 co M-1.5x4 o/- 20". ' 6 0 M-3x4 0 1, 1, 1, 1, 2-03-12 2-10-08 0-09-12 y > y y 0-10 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING:Jts:2.4,71 Rop JOB NAME: POLYGON PLAN 5-B NH - J2C Scale; 0.5343 �5<t"¢ �"' S�'o WARNINGS: GENERAL NOTES,unless otherwise noted: AA-� 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 .. !4'57 ® E. -v1-- Truss: Truss: J 2C and Warnings before construction commences. buildingin 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 buildingdesigner. � ,.+' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additionalpermanent bracingof 2'0.c,and at 10'o.c.respectively unless braced throughout their length by r po ty continuous sheathing such as plywood sheathing(TC)and/or drywal C). -,,..- I. - DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ ♦ Q 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON �(i SEQ. : 5992831 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �...7,,,0,11:074;0.. , 1b 1�� design loads be applied to any component. and are for"dry condition"of / '9)•' 2,fl 0.. TRANS'I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.and assumes NII bearing use.all supports shown.Shim or wedge If O 14, fabrication,handling,shipment and Installation of components. necessary. MI��ry I y..r� P Po 7.Design assumes adequate drainage Is provided. rl Y 6.This design is furnished subject to the Imitation 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 WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center fines. 9.Digits indicatesizetofplate In Inches. MiTek USA,Inc./CompuTrus Software+7.6.6(114-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 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 <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 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' -58/ 287V -14/ 73H 5.50" 0.46 KDDF ( 625) 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11. 7' -44/ 94V 0/ OH 1.50' 0.15 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 INC 2012 AND INC 2012 NOT BEING MET. ICOND, 2: Design checked for net1-5 osfl 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" 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" 6.00 MAX HORIZ. TL DEFL = -0.000' @ 3'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES 0NOT 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, d. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, w Truss designed for wind loads in the plane of the truss only. c0/- to v El o� 1 2 4 M-3x4 1, ,1 1, ,1 0-10 2-00 1.11-11 (PROVIDE FULL BEARINCa Jts:2.4.3I R opt JOB NAME : POLYGON PLAN 5-B NH - ASJ2 Scale: 0.8541 ��RtGPN �� WARNINGS: GENERAL NOTES,unless otherwise noted: LCl !. �"q 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for en individual �" I C�2 11® E r and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: ASJ 2 incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stabiNty during construction2'o.c.end at 10'o.c.respectively unless braced throughout their lenggt�h by �, '" DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(mC). Y,.i4:�. 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 .4. 4.No load should be appled to any component until aver all bracing and 4.Installation of truss is the responsibility of the respective contractor. -7 A OREGON t. to SEQ. : 5992832 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive ,� orrosive environment, ., -,o' \ A design loads be applied to any component and are for"dry condition"of use. <© 7/'' 14 "� 2° -r TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Dnesign assumes full bearing at all supports shown.Shim or wedge if ,)P fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. -M 'R.R`L-\" 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III VIII VIII 1101 VIII VIII(III(III TPI/WTCA A in BCS(,copies of which ft furnished upon request. 9.lines indicate size jof plate inrinches. 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 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1 00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1.2= 3 42 2-4=(0) 0 BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. 2.3=(-45) 15 ( ) TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+0L( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ ERG 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 REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET, ICOND. 2: Design checked for net(-5 nsfl 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. 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001' @ 0'-•10.0' Allowed = 0.111111' T T MAX BC PANEL LL DEFL = 0.001' @ 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" 6.00[7 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 CO O/- 0 ,111A1 -/ O� 1 4►� M-3x4 y y 1, 0-10 2-00 (PROVIDE FULL BEAEING•Jts:2.4.3' JOB NAME : POLYGON PLAN 5-B NH - ASJ1 Scale: 0.7139 `5R Opt � ��N s�O 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 -� 7,e{h e+ E17 Truss: ASJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper L 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 stabifdy during construction 2.Design assumes the top and bottom chords to be laterally braced at /" DES. B Y: 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 �.al�W DATE: 7/11/2014 responsibilitybuilding 0 continuous sheathing such as plywooequirething(TC)and/or drywal( C). „„, tea. the overall structure Is the of the designer. 3.2x Impact bridging or lateral bracingrequired where shown++ It 4SEQ. : 5992833 .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 loadsfasteners are complete and at no time should any greater than 5.Design assumes trusses are to be used In a non-corrosive environment, f'L , TRANS I D: 403334 to IV design loads be applied to any component. and are for"dry condition"of use. / ,t/�,, fl, 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if © 14 2 �Q,"�' fabrication,handling,shipment and installation of components. necessary. il 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II- v. VIII(VIII VIII VIII VIII VIII VIII IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincidewith Joint center Nnes. 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-1888(MiTek) EXPIRES:12/31/2015