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Plans (398) mum 1Uric LL 5 k, ca - Srt' MiTek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL1 5-343 UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45642845 thru R45642860 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. ,R0 PROFF NGI NFF9(Sia. 44. 4t. 87022PE cv y (c\- OREGON 41/ cM13'ER \� `9 A. HO'"- EX' O'"-EX` ° :06/30/ i October 13,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON R45642845 PL15-343_UPPER F01 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:58 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-8NEyW14gRLFddvIFEhBm14aAVwwQ4nAz2y8K8yTrIV I 2-6-0 I I 2-2-9 11 1-2-0 I I 2-4-11 Scale=1:28.6 1.5x3 I I 3x5= 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 I I 3x5 = 1.5x3 I I 1 2 3 4 5 6 7 8 9 CJ N 13 12 11 10 i 3x4= 3x8= 3x4= 3x4 = 3x4= 10-8-1 11-4-9 I 9-11-9 1or1r1 its-11I 16-4-129-11-9 0.7-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y)— [10:0-1-8,Edge],[11:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.40 11-12 >487 360 BCLL 0.0 Rep Stress lncr YES WB 0.56 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=715/Mechanical,9=715/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2463/0,3-4=-2463/0,4-5=-2532/0,5-6=-2532/0,6-7=-2532/0 BOT CHORD 12-13=0/1520,11-12=0/2805,10-11=0/2532,9-10=0/1515 WEBS 6-10=-316/0,2-13=-1640/0,2-12=0/1018,4-12=-370/0,4-11=-460/161,7-9=-1636/0,7-10=0/1105 ' NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <cy, P R OFFss cA5 �cNG[N�F9 f-2 't 87022PE 9c- 7N N N Aj, OREG N rye W 9O �c IBER 1,� �O OSA. H - EXPIRES:06/30/2017 October 13,2015 4 ®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 t* a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON 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:j7axn4OsHnThlyaUAczwOszX1 UY-8NEyW14gRLFddvIFEhBml4etVOMQ6mAz2y8K8yTrIV I 1-6-0 1 1-3-4 1 1 0-8-3 1 1 2-3-0 1 1-2-0 I I 1-0-5 2-6-0 Scale=1:27.7 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 34 4 5 6 7 8 9 10 ® e 0 0 / N 14144414 — e e e e e e o 17 15 14 13 12 11 3x4= 3x6= 4x5 = 3x5= 1.5x3 II 3x4 = 3x4= 1 3-0-4 I 15-10-12 I 3-0-4 12-10-8 Plate Offsets(X,Y)— [7:0-1-8,Edge],[12:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.07 13-14 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.29 Vert(TL) -0.10 13-14 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.01 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:74 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 16=1266/0-5-8,17=-335/Mechanical,11=456/Mechanical Max Uplift 17=-426(LC 4) Max Gray 16=1266(LC 1),17=4(LC 3),11=457(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/1294,3-4=0/750,4-5=0/750,5-6=-1002/0,6-7=-1002/0,7-8=-1099/0, 8-9=1099/0 BOT CHORD 16-17=-664/0,15-16=-1294/0,14-15=0/331,13-14=0/1099,12-13=0/1099,11-12=0/890 WEBS 3-16=-718/0,2-17=0/798,2-16=-882/0,5-14=0/737,5-15=-1177/0,9-11=-960/0, 9-12=0/379,3-15=0/856 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. `��r�p P R°Fe 17 ����5 �NG[NF' /o* 8 s 2PE , f- -7 Nom � -j, OREGO ti O4 9OM8ER \\ OS A- H ERCP EXPIRES:06/30/2017 October 13,2015 1 1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M II.7473 rev.10/03/2015 BEFORE USE. IVIII,, Design valid for use only with MiTekv connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1P11 Qualify Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Sate 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642847 PL15-343_UPPER F03 Floor 3 1 Job Reference(optional)_ Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:59 2015 Page 1 ID:j7axn40sHnThlyaUAczwOszxl UY-dZoKi2iRIT6FnUyoxCQJFdkUvGo9WIJBihhtbyTrIU 2-6-0 I 2-5-1 I I 1-7-0 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 + N _ / \ O \ b O e � b e b e - 1 12 11 10 9 3x4= 3x8= 3x4= 3x5= 3x4= 10.10-9 11-7-1 I _ 10-2-1 1131: P - II �3(9 P1-5-9I I 16-7-4 I 10-2-1 0-'I-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y)— [10:0-1-8,Edge],(11:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/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 Incr YES WB 0.58 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=725/0-4-8,9=725/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2508/0,3-4=-2508/0,4-5=-2587/0,5-6=-2587/0,6-7=-2587/0 BOT CHORD 12-13=0/1543,11-12=0/2877,10-11=0/2587,9-10=0/1538 WEBS 6-10=-324/0,2-13=-1666/0,2-12=0/1041,4-12=-399/0,4-11=-480/168,7-9=-1660/0,7-10=0/1140 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ,......i0 PR OFESS k� �NGINE�7 /`2 k- 870 2 P E �r N >� y �ATOREG•N (15) ,,,s 9O AMBER \1 �O OS A. HEck�P EXPIRES:06/30/2017 October 13,2015 s 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 IR 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 Marek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON 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:j7axn4OsHnThlyaUAczwOszX1 UY-dZoKir2iRIT6FnUyoxCQJFdgXvD69WMJBihhtbyTrIU I 2-3-0 I 1 1-4-11 I I 1-2-0 I I 1-0-9 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 • O0. O_No. _ "2 e Otiip 04 o�ye ee e 16-'X15 14 13 12 11 3x4= 3x8 = 3x5= 3x4 = 4x4= 3x4= 14-3-11 I 13-1-11 13$111 1 18-1-4 1 13-1-11 0-7-0 0-7-0 3-9-9 Plate Offsets(X,V)- [12:0-1-8,Edge],[13:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (roc) 1/deft Ud PLATES GRIP TC LL 40.0 Plates Increase 1.00 TC 0.77 Vert(LL) -0.33 13-14 >663 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.84 Vert(TL) -0.51 13-14 >419 360 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=791/0-4-4,11=791/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2635/0,3-4=-2635/0,4-5=-3446/0,5-6=-3446/0,6-7=-2477/0,7-8=-2477/0,8-9=-2477/0 BOT CHORD 15-16=0/1550,14-15=0/3254,13-14=0/3130,12-13=0/2477,11-12=0/1721 WEBS 7-13=0/354,8-12=-569/0,2-16=-1700/0,2-15=0/1191,4-15=-679/0,6-14=0/405,9-11=-1858/0,9-12=0/1092, 6-13=-860/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ���ED P R press �c� NG]NE�9 /��y `r 870 2PE 7 �Aj, OR EGO ti 4N �O c�BER \1 V._‘.4 EXPIRES:06/30/2017 October 13,2015 1 c WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-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 bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek° is always required for stability and to prevent collapse with possible personal injury and properly 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 Boning 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 1 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.j7axn40sHnThIyaUAczwOszXl UY-51MiwB2KC2bztw3SMr)frS9u5JbVuvuTQMRFP1yTrIT 1 1-3-0 1 1 1-1-1 II 1-2-0 11 2-4-15 1 2-6-0 1 Scale=1:35.4 4x5= 3x4= 3x4= 3x4 = 3x4= 4x4= 3x8 FP= 3x8= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 a e giva a o o -e o m - i N N e 26 25 24 23 22 21 20 19 18 17 3x4 = 4x6= 3x5= 3x6 FP= 3x5= 3x5 = 4x6= 3x6= 3x5= 3x5 SP= 15-7-9 I 14-5-9 15-0-9II I 20-9-8 14-5-9 0-7-0 b-7-0 5-1-15 Plate Offsets(X,Y)— [12:0-1-8,Edge],[18:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft 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 BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except i BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=909/0-4-8,26=909/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2003/0,3-4=-2003/0,4-5=-3413/0,5-6=3413/0,6-7=-4247/0,7-8=-4247/0, 8-9=-4495/0,9-10=-4495/0,10-11=-4230/0,11-12=-4230/0,12-13=3519/0, 13-14=-3519/0,14-15=-3519/0 BOT CHORD 25-26=0/1077,24-25=0/2776,23-24=0/3897,22-23=0/3897,21-22=0/4436,20-21=0/4401, 19-20=0/3519,18-19=0/3519,17-18=0/1990 WEBS 12-19=-357/0,13-18=-426/0,2-26=1375/0,2-25=0/1183,425=-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. v PR op �co ,,,G NEER s/0 2 �� 87022PE 9r 4. tP ^ N -7 �4j, OREG N ti� "P AMBER 11 4O OSA. Her' EXPIRES:06/30/2017 October 13,2015 1 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/0312015 BEFORE USE. MN, Design valid for use only with MiTek®connectors.Thu design b based only upon parameters shown,and is for on individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPi1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642850 PL15-343_UPPER FO6 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Wel(Industries,Inc.Tue Oct 13 08:52:01 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-Zxw57X3yzMjgU4eKwMEuOgiAJi57dZUcfOAoxTyTrIS 1-4-0 I 2-6-0 I 1 1.5x3 II 2 3x4= 3 1.5x3 I I Scale=1:8.7 I O N lipiyATTIIIIIIII III Ikg 5 pgr 4 3x4= 3x4= 0-1-81 4-1-0 1-8 3-11-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 * 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.04 4-5 >999 360 BCLL 0.0 Rep Stress Incr 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 Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=174/Mechanical,5=174/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. -t(��D PR OpFsd' KGs. ANGINEF9 /�2 Q 870 2 P E �c- co /N 7 �.5, OREG•N R° 4./N O OS A. HO\ EXPIRES:06/30/2017 October 13,2015 H ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE III-7473 rev.1W03/2015 BEFORE USE. Design valid for use only with M7ekE connectors.This design is based only upon parameters shown,and is for an individual building component,not �Q a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek' 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/TPI1 Quality Criteria,058-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642851 PL15343_UPPER F07 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 13 08:52:02 2015 Page 1 ID:j7axn4OsHnThIyaUAczwOszXl UY-18UTKt4akgrh6EDXU317wtFEy6GyMs8mtgwLTwyTrIR 1 1-7-12 1 1 1-8-15 1 1 1-2-0 II 1-4-9 1 1-6-0 1 Scale=1:30.1 3x6= 1.5x3 I I 3x4= 1.5x3 I I 3x4 = 1.5x3 11 3x4= 1.5x3 II 3x5= 1.5x3 I I 1 2 3x8= 3 4 5 6 7 8 9 10 11 e a`\\\ a A ea a ! o eo e e N e 0. a YY 19 Pa 16 15 14 13 3x4 I I 3x6= 3x8= 3x5= 3x5= 1.5x3 II 3x4 = 3x4= I 1-10-12 21)/4 17-5-4 1 1-10-12 0-1-8 15-5-0 Plate Offsets(X,Y)— [2:0-3-0,Edge),[8:0-1-8,Edge],[13:0-1-8,Edge],[19:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.18 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.27 14-15 >687 360 BCLL 0.0 Rep Stress Incl NO WB 0.67 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code IBC2012/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(Ib)or less except when shown. TOP CHORD 1-2=0/670,2-3=950/312,3-4=950/312,4-5=-2192/0,5-6=-2192/0,6-7=-2379/0, 7-8=-2379/0,8-9=-1741/0,9-10=1741/0 BOT CHORD 17-18=-670/0,16-17=32/1694,15-16=0/2387,14-15=0/1741,13-14=0/1741, 12-13=0/909 WEBS 9-13=-408/0,2-18=-808/0,1-18=765/0,8-15=-14/787,7-15=-259/0,6-16=295/0, 4-16=0/641,4-17=-935/0,10-12=-1092/0,10-13=0/1027,2-17=0/1309 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)304 lb down at 0-1-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. ,R\V PR OFF 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ��\c j��4G[NE`CR wt, LOAD CASE(S) Standard -9 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 kc-- 8 S 2PE c--- Uniform Loads(plf) l Vert:12-19=-8,1-11=80 Concentrated Loads(Ib) Vert:1=-304(F) 7 '0), OREGO rye AO 9O AMBER \� OSA . NEC^ EXPIRES:06/30/2017 October 13,2015 i r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �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,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642852 PL15-343_UPPER F08 Floor 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:02 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-18UTKt4akgrh6EDXU317wtFLO6PFMzVmtgwLTwyTrIR I 2-6-0 10-5-10 1 I - 1-2-0 11 1-4-14 Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 11 1.5x3 11 1 23x4= 3 4 53x4= 6 e eo e 0 ,.. ,_ N e 3x4= (� 1 9 8 3x4= 3x4= 3x4= I 3-1-2 31-1�0 3-9-10 1 4-4-10 4]6-? 8-6-8 I 3-1-2 0-1- 0-7-0 0-7-0 0-1- 4-0-6 Plate Offsets(X,Y)— 18:0-1-8,Edge],[9:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) 1/deft 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 Incr YES WB 0.19 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 10=370/0-2-12,7=370/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-732/0,3-4=-732/0,4-5=-732/0 BOT CHORD 9-10=0/682,8-9=0/732,7-8=0/665 WEBS 2-10=-736/0,2-9=-37/269,5-7=-718/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <C' 0 PRO , , ,s_144 -r_. ,q.., �•T /o2 87022P: fir' r �fi"oj,OR GON ff)Ott/ O ‘ii,/ .\ Qe' S R A. HE EXPIRES:06/30/2017 October 13,2015 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1111 Design valid for use only with MiTek/f 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 �A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Ml/T {moi k 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/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642853 PL15-343_UPPER F09 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:02 2015 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-18UTKt4akgrh6EDXU317wtFL26Q_M?fmtgwLTwyTrIR I 2-6-0 1 0-5-6 1 1 1-2-0 I I 1-7-7 I Scale:1"=1' 11.5x3 II 2 3x4= 31.5x3 I I 4 3x4= 51.5x3 I I J O 9 (V N I— \\-- e a 4 1.5x3 II 9 8 7 6 3x4= 3x4= 3x4 = I 3-0-14 31-2- 3-9-6 1 4-4-6 1 6-2-8 3-0-14 0-1-5 0-7-0 0-7-0 1-10-2 Plate Offsets(X,Y)— [4:0-1-8,Edge],]8:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (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 Incr YES WB 0.12 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:29 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=267/0-2-8,6=267/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-362/0,3-4=-362/0 BOT CHORD 8-9=0/423,7-8=0/362,6-7=0/362 WEBS 2-9=-456/0,4-6=-424/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��\, •,... �'4 0,4_ 870 2PE cv 5. c<\N�Aj, OREGO r O/N 90 AMBER 1,� OSA- HO; EXPIRES:06/30/2017 October 13,2015 1 r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. t4 Design valid for use only with MTel*"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 and properly incorporate this design gn 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/M1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 rm Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642854 PL15-343_UPPER F10 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:03 2015 Page 1 ID:j7axn40sHnThlyaUAczwOszX1UY-VK1rYC5CVzzYkOojlnHMT5nQtWc?5LTv6Kgv0MyTrIQ I 2-3-0 1 1-7-11 I I 1-2-0 I I 1-4-9 1 1-6-0 1 Scale=1:26.9 1.5x3 I I 3x5 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x5= 1.5x3 I I 1 2 3 4 5 6 7 8 9 ‘1. 001111111111.11.111111.11.111.1111 IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIINe 9 / \ I11.111.111111...i. REM li N ...... e 1--� 14 13 12 11 3x4= 3x6= 3x6= 1.5x3 II 3x4= 3x4= 12-3-11 I 11-1-11 11-8-11 I 1 15-5-4 11-1-11 0-7-0 0-7-0 3-1-9 Plate Offsets(X,Y)— [6:0-1-8,Edge],[11:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (roc) 1/defl 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 Incr 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(lb)or less except when shown. TOP CHORD 2-3=-2121/0,3-4=-2121/0,4-5=-2434/0,5-6=-2434/0,6-7=-1775/0,7-8=-1775/0 BOT CHORD 14-15=0/1291,13-14=0/2467,12-13=0/1775,11-12=0/1775,10-11=0/925 WEBS 7-11=-417/0,2-15=-1416/0,2-14=0/910,4-14=-380/0,5-13=-274/0,6-13=0/820,8-10=-1112/0,8-11=0/1049 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. .�ti�ED PROF Fss' 74 °'NE9 -(1 87022 9r (.1)./644-.—',N -7 SATOREG wN -per SMB BER �O O P `S A. HE" EXPIRES:06/30/2017 October 13,2015 4 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTel&connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall L4 building design.Bracing indicated is fo prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642855 PL15-343_UPPER 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:j7axn40sHnThlyaUAczwOszX1UY-VK1rYC5CVzzYkOoj1nHMT5nVTVNK5Qgv6KgvOMyTrIQ I 2-6-0 1 0-5-10 1 1 1-2-0 I I 1-6-14 1 Scale=1:16.4 1.5x3 I I 3x4= 1.5x3 II 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4 5 6 o a o 0 Ar -\\----\\ N N e 3x4= 1c 9 e 8 3x4—3x4= 3x4= I 3-1-2 31-10 3-9-10 I 4-4-10 41.612 8-8-8 I 3-1-9 0-1-8 0-7-0 0-7-0 0-1-h 4-2-6 Plate Offsets(X,Y)— [8:0-1-8,Edge],[9:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.18 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012JTP12007 (Matrix) Weight:40 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=377/0-2-12,7=377/0-4-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-761/0,3-4=-761/0,4-5=-761/0 BOT CHORD 9-10=0/701,8-9=0/761,7-8=0/682 WEBS 2-10=-757/0,2-9=28/290,5-7=-737/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2 ' " 87022PE Tc' N �A�, OREGO ti� 4N �Or) /1„ _-••4 .\1 0O S A. Heck EXPIRES:06/30/2017 October 13,2015 1 i WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MI EK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 14 Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing Milek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642856 PL15-343_UPPER F12 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 13 08:52:04 2015 Page 1 ID:j7axn40sHnThlyaUAczw0szX1UY-zWbDIY5rGH5PLYNvbUob?IKcYwzDgoB2L_PSYoyTrIP I 2-6-0 I I 2-3-5 I I 1-2-0 1 1 2-4-11 Scale=1:28.7 1.5x3 I I 3x5= 1.5x3 I I 3x4 = 1.5x3 I I 1.5x3 II 3x5= 1.5x3 I I 1 2 3 4 5 6 7 8 t. I-/ \ a \ e O / \ a ['9 •U e O _ 1r') 12 11 10 9 3x4= 3x8= 3x4= 3x4= 3x4= 10-8-13 11-5-5 I 10-0-5 10_fo113 11-3-131 I 16-5-8 I 10-0-5 o-y-0 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y)— [10:0-1-8,Edge],[11:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >770 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.41 11-12 >478 360 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=718/0-1-12,9=718/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2476/0,3-4=-2476/0,4-5=-2549/0,5-6=2549/0,6-7=-2549/0 BOT CHORD 12-13=0/1527,11-12=0/2827,10-11=0/2549,9-10=0/1522 WEBS 6-10=-319/0,2-13=-1648/0,2-12=0/1025,4-12=-379/0,411=-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. cO PROF F s IN G E ��\� EN 9 0�'v 8I2PE fr y y Aj, OR EGO 4;2' �✓ 9FM .O On BER .\�A. HO; EXPIRES:06/30/2017 October 13,2015 t , A.WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design void for use only with MTel&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 info the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M(fele 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/TPIl Quality Crtleria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642857 PL15-343_UPPER F13 Floor 6 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:04 2015 Page 1 ID:j7axn4OsHnThtyaUAczwOszX1UY-zWbDIY5rGH5PLYNvbtJob?IKYhww3gnT2L_PSYoyTrIP I 2-3-0 1 1 1-4-11 I I 1-2-0 11 1-2-5 1 2-6-0 I Scale:3/8"=1' 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 1.5x3 II 4x5 = 1.5x3 ll 1 2 3 4 5 6 7 8 9 10 1/ O O e E e e 1 15 14 13 12 3x4= 3x8 = 3x5= 3x4= 4x4 = 3x4= 14-3-11 13-1-11 3-8-11 18-3-0 F_------ --- 13-1-11 0-7-0 10-7-0 I 3-11-5 Plate Offsets(X,Y)— 112:0-1-8,Edgel,[13:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.33 13-14 >651 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -0.53 13-14 >412 360 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/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=0/1564,1415=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=0/1206,415=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. ,tip P R OFFS' ��\c ' ‘AGI N4-, Sim" Q 87022PE 9r ji, 5. c1i -7. �Aj, OREGO tyo lv 9O, AMBER \\ . �S A. HE R\P EXPIRES:06/30/2017 October 13,2015 t ®WARNING-Verify 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 MitekS connectors.This design is based only upon parameters shown,and is for an individual building component,not Ix 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 Miiek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON 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 bDGzix69CJgYWtoWKMsZ14Cae904EyTrlO I 2-0-0 I I 1-10-1 1-- 1-2-0 I I 9-5-3 I Scale=1:21.0 1.5x3 11 3x4= 1.5x3 II 3x4= 1.5x3 11 1.5x3 I I 1 2 3 4 5 6 3x4= 7 e a o o e 0 N o e o e 1, 11 10 9 8 3x4= 3x5= 3x4= 1.5x3 11 3x4= I 8-2-98-9-9 8-9-9 1 9-4 9 1 12-0-12 8-2-9 0-7-0 0-7-0 2-8-3 Plate Offsets(X,Y)- [6:0-1-8,Edge],[10:0.1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.14 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.49 Vert(TL) -0.21 10-11 >670 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:54 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=525/0-2-8,8=525/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1397/0,3-4=-1397/0,4-5=-1183/0,5-6=1183/0 BOT CHORD 11-12=0/887,10-11=0/1518,9-10=0/1183,8-9=0/1183 WEBS 2-12=-994/0,2-11=0/571,4-10=-443/3,6-8=-1277/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. .;.‹,sio PR Qi 4c.o �NG]NER `02 87022PE ">•—•f'- tP �N y �"Ois OREGON (y3 C/ 9O �,y&ER 1� .�O v. OSA. Hey^ EXPIRES:06/30/2017 October 13,2015 t t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 811-7473 rev.10/03/2015 BEFORE USE. Mil, Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must 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 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 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642859 PL15-343_UPPER FG1 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:06 2015 Page 1 ID:j7axn4OsHnThiyaUAczwOszX1 UY-wjzAE75ouL7brWljvg35jP2XjoSIpQLoluZchyTrlN 1-4-12 1-4-0 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 N • 1\-4- 5 4 3x4= 3x4=- I I 2-11-12 2-11-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft 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 Incr NO WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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) ��ED P R OFFS'1S c,s (cN 144 G(NEF9 /O�'y 87022PE r' -y 4>, OREG•N O� 9C FMBER O1 ' —0 A- HER�P EXPIRES:06/30/2017 October 13,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.1010312015 BEFORE USE. Mil, Design valid for use only with Mirek®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 and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTeke is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642860 PL15-343_UPPER FG Floor Girder 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:05 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-Rj9bzu6T1 bDGzix69CJgYWtgOKQEZKsCae904EyTrIO I 1-6-0 I 1-5-10 I I 1-2-0 I I 1-4-14 2-6-0 Scale:3/4"=1' 1.5x3 II 1.5x3 I I 1.5x3 I I 1.5x3 I I 1 23x4= 11 3 4 53x4= 6 e o 0 7._ 0 0 0 01 N e e ° e 3x4= 3x4= 3x4= 3x4= I 3-2-10 13-310 I 4-4-10 I 8-6-8 I 3-2-10 0-7-0 0-7-0 4-1-14 Plate Offsets(X,Y)— [8:0-1-8,Edge],[9:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.04 9-10 >999 360 BOLL 0.0 Rep Stress Incr NO WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=497/0-2-12,7=412/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-11=-926/0,3-11=-926/0,3-4=-926/0,4-5=-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 Uniform LoadsVert:7-10=-8,1-6=-80 '���D P R OF�cS,s Concentrated Loads(Ib) w,\� GNG)N '4 /02 Vert:11=169(6) 87022PE 9r -7 '0), OREG N ,i,:, 1./ �O ,ii .\ N..\<:) On - HE ' EXPIRES:06/30/2017 October 13,2015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MTeku 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 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 Malek 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/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Symbols Numbering System eneral Safety Notes PLATE LOCATION AND ORIENTATION s " platejoint Center on unless x,y 6-4-8 shown xteenths 1 /aI dimensions I (Drawings notint toft-in-siscale) DamaFailure eto orFollow PersonalCould In u offsets are indicated. 9 J rYCause Property ra= Dimensions are in ft-in-sixteenths. 1111466„ Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0 /16" 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I IMIUMbracing should be considered. ■_� 3. Never exceed the design loading shown and never ��" IL\IIIp),Al :' stack materials on inadequately braced trusses. 19 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c'-8 6-7 O� designer,erection supervisor,property owner and plates 0 'Ad' 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. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that / Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs relyon lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, 9 or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. �,- 15.Connections not shown are the responsibility of others. <i\ Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® Min size shown is for crushing only. MINIM Mili18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(frontback,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. NI MTekis not sufficient. 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 ler MiTek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-90UP Fax916/676-1909 5B The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R41832522 thru R41832537 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. � V'0 PRQFFs� krFa NGttVFF,9 /p2 2PE cv y 'aj, OREGON ctc' w 0 8ER \1 C)S EXPIRES:06130/2015 April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. MiTek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL 14-90U P Fax 916/676-1909 5B The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R41832522 thru R41832537 My license renewal date for the state of Washington is January 2,2015. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. 1y7vONIO 0fW S z4, -y 0 49639 • GzsTs ` April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply 5B R41832522 PL14-90UP F01 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:39:21 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1 UYcHTKdJc1 YpmObb_IRPgo7B0ohg07S71 HOPDhOfzOQTa I 2-6-0 I I 2-2-9 1 1 1-2-0 I I 2-4-11 I Scale=1:28.6 1.5x3 II 3x5 = 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x5 = 1.5x3 II 1 2 3 4 5 6 7 8 01 ctN 13 12 11 10 3x4= 3x8= 3x4= 3x4 = 3x4= 10-8-1 11-4-9 I 9-11-9 1 1 1 111-3-1 1 1 16-4-12 1 9-11-9 01-B 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): f10:0-1-8,Edge),f11:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 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 Incr YES WB 0.56 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight 72 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=715/Mechanical,9=715/0-4-4 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 010N10/1_4, 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 (: OF WA—Sj,.r, WEBS 6-10=-316/0,2-13=-1640/0,2-12=0/1018,4-12=-370/0,4-11=-460/161,7-9=-1636/0,7-10=0/1105 G ,C,' , -. G' 'T NOTES j'( = �4 1)Unbalanced floor live loads have been considered for this design. I 1 N 2)Refer to girder(s)for truss to truss connections. ,or 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. i f "' 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 �, 49639 / is be attached to walls at their outer ends or restrained by other means. � IS �� LOAD CASE(S) Standard •*\-Y'c‘lPROP ss 4osN NEFg iet 87022PE - 9�A�FREGOietAt/ On tiiaER 1 � ` A. HEP EXPIRES:06/30/2015 April 22,2014 i , 6aARNTM-Vedfydesign patan€etrsand RE4DAVMS ONIHISANDINaUDEDHIIEKREFERENTPAGEf41I-7473 rex 1/25/2014 DEFDRE USE ., Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. I4 Applicability of design parameters and proper incorporation of component b responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the fi/�!T�lR�m erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding !Vi fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern Pine(SP}lumber is specified,the design values aft these effective 06/01/2013 by MSS Job Truss Truss Type Qty Ply 58 R41832523 PL14-90UP F02 FLOOR 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:22 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1 UY-4U 1 igfdfJ7uFCIZU_7B2f0Y183g0BcGRF3yEw5zOQTZ 1 1-6-0 1 1-3-4 1 1 0-8-3 I I 2-3-0 I 1 1-2-0 I I 1-0-5 1 2-6-0 Scale=1:27.7 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 1 2 3406 4 5 6 7 8 9 10 e 0 0 '4'1 / N e e e e e _ e 17 15 14 13 12 11 3x4= 3x6 = 4x5 = 3x5= 1.5x3 I I 3x4= 3x4= I 3-0-4 I 15-10-12 I 3-0-4 12-10-8 Plate Offsets(X,Y): 17:0-1-8,Edoe1,112:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) I/deft 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 lncr YES WB 0.43 Horz(TL) 0.01 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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 (min.0-1-8),17=335/Mechanical,11=456/Mechanical Max Uplift 17=-426(LC 4) Max Gray 16=1266(LC 1),17=4(LC 3),11=457(LC 4) t "ONIo r,_, FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. dC flv WASXrr'Zi�i 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, CJ ,,.„t W 48-9=1099/0 rte'; f ,_ � �0. C'1 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 ra 4.4. 1, r, 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 ' 49639 ly 1)Unbalanced floor live loads have been considered for this design. {) '. ISTrR° 2)Refer to girder(s)for truss to truss connections. .6 1 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 426 lb uplift at joint 17. -I0N11i .V' 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)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 ■T be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. _co PR Qp , LOAD CASE(S) Standard �c\�� 046,9 04, 870 2PE or, f - '0j, OREGON c, ,Q., �O SER \' ,'..1 ds A. HS?" EXPIRES:06/30/2015 April 22,2014 e _ WARRING-Verify design paratneiersand READ NOTES ONIMMISAND FN UD€DbITI€RR€F€R€tom PAGE ffII-1473res 1/24/2314BEFDREUS€ Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. 1x Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding !VI fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/Tril Quaky Criteria,DSB-89 and BCS/Bufding Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Cerus Heights,CA,95610 if Southern Pine(SP)ilurmtses is specified,ire design valines am those sffecrive 06/02/201.3 by RISC Job Truss Truss Type Qty Ply 58 R41832524 PL14-90UP F03 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:39:23 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1UY-Ygb427eH4R06gv8gYgiHCc57kT4EwOFaTjinSYzOQTY 2-6-0 I 2-5-1 I I 1-2-0 1 1 2-4-11 1 Scale=1 28.9 1.5x3 II 3x5= 1.5x3 II 3x4 = 1.5x3 H 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 0 / e I00011—\ e N e 1"A... 12 11 10 0 3x4= 3x8= 3x4= 3x5= 3x4= 10-10-9 11-7-1 I 10-2-1 10i39 I11-5-9 I I 18-7-4 I 10-2-1 0-1-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): I10:0-1-8,Edael,!11:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.27 11-12 >739 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.43 11-12 >456 360 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC20121TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=725/0-4-8 (min.0-1-8),9=725/0-4-4 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)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 tom. BOT CHORD 12-13=0/1543,11-12=0/2877,10-11=0/2587,9-10=0/1538 Vt/ASXt„ 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 t }W✓Q ,,,,% r NOTES c1 q, �"= y 1)Unbalanced floor live loads have been considered for this design. --z-, i; N 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. , 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 LOAD CASE(S) Standard P' 0T!.TI!R6 'ONAL ROPROFto Svc..'s co � p'*-� 't- 870 2PE r— (r) ,cv y fiA)), OREG N r)o (l <N 4 HEFT EXPIRES:06/30/2015 April 22,2014 t WARNING-Vesifydesign yaramefrs and RAD NOTES ON MIS AND INCIIIS€E H/INK R€F€R€MN PAGE1411-1473 re&1/25/2314 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. I4 Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding [V, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 i4 Southam:Pine OSP lumber Be ipeEffismi,Olse design values ate thole affective 0E/62/2013 by 5.L5C Job Truss Truss Type Qty Ply 5B R41832525 PL14-90UP F04 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:39:24 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-Os9SFLfvrk8yS3it6YDWIpeEXtNnfT6kiNRL?_zOQTX I 2-3-0 I 1 1-4-11 II 1-2-0 ii 1-0-9 1 2-6-0 I Scale=1:31.6 1.5x3 I I 3x6= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 I I 4x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 _..N... _ - Ain _ O o 7 N 411110,44 I f‘s'Ll 0 o ee a ro 1 15 14 13 12 11 3x4= 3x8= 3x5= 3x4 = 4x4 = 3x4= 14-3-11 I 13-1-11 13-8-111 I 18-1-4 I 13-1-11 0-7-0 0-7-0 3-9-9 Plate Offsets(X,V): f12:0-1-8,Edgel.[13:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.77 Vert(LL) -0.33 13-14 >663 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.84 Vert(TL) -0.51 13-14 >419 360 BCLL 0.0 Rep Stress Ina YES WB 0.60 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 16=791/0-4-4 (min.0-1-8),11=791/Mechanical FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. `ts t, OHIO 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 T*" BOT CHORD 15-16=0/1550,14-15=0/3254,13-14=0/3130,12-13=0/2477,11-12=0/1721 oot 4 V4r.4S),r„ W 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, �, ,,--- cts - 6-13=-860/0 `) } NOTES l 1)Unbalanced floor live loads have been considered for this design. { 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. GiSTO/ 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 O\\N„.939 be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 470NALV'G 1\(<-\'‘c© PROF�cS(5' co.444 -9 cc 87022PE u> cv P 1 ATOREG 41 9ks4 Obs,4iSul \ - 4. Ne:c' EXPIRES:06/30/2015 April 22,2014 1 I ®WARNING-trer fy design pa:ainetrs and READ NATES ON MIS INCLUDED MIIEK REFERENCE PAGE M11.1473 sea 1/25/2014 6S 0R5USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Mil i,� Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the M IeR* erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding ! R fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southam Pane(SF)lun ftat'is/000Rs site 4•••.1334n values are thine effective M/01/20113 by ALM Job Truss Truss Type Qty Ply 5B R41832526 PL14-90UP F05 Floor 9 1 Job Reference(ootional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:39:26 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-zFGDgOgAMMOghMsFDzG_gEjdrh4P7Ju1AhwS3tzOQTV 1 1-3-0 1 1 1-1 I 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 0 : 19 26 25 24 23 22 21 20 19 18 17 3x4 = 4x8= 3x5= 3x6 FP= 3x5 = 3x5 = 4x6= 3x6 = 3x5= 3x5 WB= 15-7-9 I 14-5-9 5-0-95- I 20-9-8 I 14-5-9 6-7-0 7-0 5-1-15 Plate Offsets(X,Y): r12:0-1-8,Edge),118:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.40 21 >624 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.62 21 >402 360 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC20121TP12007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=909/0-4-8 (min.0-1-8),26=909/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. IONI TOP CHORD 2-3=-2003/0,3-4=-2003/0,4-5=-3413/0,5-6=-3413/0,6-7=-4247/0,7-8=-4247/0, rv- 8-9=4495/0,9-10=-4495/0,10-11=-4230/0,11-12=-4230/0,12-13=-3519/0, ©$ Ov WAS 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, ,' 'T" ? d 19-20=0/3519,18-19=0/3519,17-18=0/1990Zc° 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, N 6-24=-618/0,6-22=0/446,15-17=-2149/0,15-18=0/1659,10-20=-272/35,11-20=-327/0, t' 12-20=0/1057 f �0 49631 4,,m NOTES .et' ' GISTSR 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. . 1).,s NAL -\ 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)26. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)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,,D P R QF4�� E6'61LOAD CASE(S) Standard i �, /AO, 870 2PE f N cv ym•$, OREG•N r'' 41.. O F IeER ``i r� ©6' k HEO EXPIRES:06/30/2015 April 22,2014 WAI1NTM3-Yea)*design paran€etrs and READ NOTES ON THIS AND INCLUDED WIEK REFERENCE PAGE 011-1473 Mx 5/29/2014 BEFORE USE Design valid for use only with MiTek connectors.This design is based onlyupon parameters shown,and is for an individual building component. NI. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillily of theMiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/711 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 tf Saatt§,mrm Pine 01 lumber is specified,the devise values ate those effective 0R/Di/2013 bgr A$&D Job Truss Truss Type Qty Ply 5B R41832527 PL14-90UP F06 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:26 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1 UY-zFGDgOgAMMOghMsFDzG_gEjkKhEo7WE1AhwS3tzOQW 1-4-0 2-6-0 I 1 1.5x3 I I 2 3x4= 3 1.5x3 I I Scale=1:8.7 II II 111 ,,,iiii ,P .Irlil=IAr 0 N e N� MIL . // 5 =' 4 3x4= 3x4= 9-1-81 4-1-0 I 1-8 3-11-8 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft 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 Incr YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=174/Mechanical,5=174/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES ONIO 1)Refer to girder(s)for truss to truss connections. Q OV V ASI. -y, 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. CJ F.�' ,- 0' tel, 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,t 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 co r` , w '. tz be attached to walls at their outer ends or restrained by other means. _.I LOAD CASE(S) Standard f a 4 49639 , Orsz1 R 1 `�S'ONAL V. irw •<(-1' <1'tiD PR t pp, ,C.? 0,‘01E R rip"P 87022P; r' p `"A1, OR GON tz=O� O �IER '�� r' �S 4. HERQ EXPIRES:06/30/2015 April 22,2014 1 e ®WARNING-Verify 8esignyaratnerersand READ W ITS ON7NISAND 1I0tU/EDMIFEKREFEREP PAGE 511-1473 me 1/29/2018 DMREUSE Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Ili: Applicability of design parameters and proper incorporation of component is responsibility of building designer not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPl1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312 Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP)lumtrer is specdied,the design valves ea arose effective OE./02WZDLI by Ai.SC Job Truss Truss Type Qty Ply 5B R41832528 PL14-90UP F07 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:28 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-veOz5iiQuzeOwgOeL01SvfozjUmsbG8Jd?PY81z0QTT 1 1-7-12 I I 1-8-15 1 1 1-2-0 ii 1-4-9 1 1-6-0 1 Scale=1:30.1 3x6= 1.5x3 I I 3x4= 1.5x3 I I 3x4 = 1.5x3 I I 3x4 = 1.5x3 I I 3x5= 1.5x3 II 1 2 3x8= 3 4 5 6 7 8 9 10 11 e - lN ° o e e ° ° 19 8 17 16 15 14 13 3x4 I I 3x6= 3x8= 3x5= 3x5= 1.5x3 I I 3x4 = 3x4= 1 1-10-12 2-p14 17-5-4 1-10-12 0-1-8 15-5-0 Plate Offsets(X,Y): F2:0-3-0,Edgel,f8:0-1-8,Edgel,f13:0-1-8,Edael,119:Edae,0-1-81 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.18 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.27 14-15 >687 360 BCLL 0.0 Rep Stress Incr NO WB 0.67 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code IBC2012/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 (min.0-1-8),12=627/0-2-12 (min.0-1-8) Max Gray 18=1194(LC 1),12=662(LC 4) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ONip 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, ©$' ��NA/AS h 44. 7-8=-2379/0,8-9=-1741/0,9-10=-1741/0syl ,e9 f _rar-` Gy, BOT CHORD 17-18=-670/0,16-17=-32/1694,15-16=0/2387,14-15=0/1741,13-14=0/1741, 4 J Q `� 12-13=0/909 {/ y WEBS 9-13=408/0,2-18=-808/0,1-18=-765/0,8-15=-14/787,7-15=-259/0,6-16=-295/0, i— ' C3 4-16=0/641,4-17=-935/0,10-12=-1092/0,10-13=0/1027,2-17=0/1309 L......riy,„ 47 NOTES itI, 4, 49639 4 1)Unbalanced floor live loads have been considered for this design. tSj) � ' 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. -4"1,-, ?AL � 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. T ll 5)CAUTION,Do not erect truss backwards. 6)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. 0PR Ofi .,„ The design/selection of such connection device(s)is the responsibility of others. Q+ 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). CCO �, 1 Nt - ,gyp LOAD CASE(S) Standard �LGt 87022PE "Y 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:12-19=-8,1-11=-80 Concentrated Loads(Ib) Vert:1=-304(F) �„ Cl‘ > N 7 Alj„ OREGO (f)At/ A. MSS EXPIRES:06/30/2015 April 22,2014 t r WARN7JPG-Veri,'ydesignysrametrsanGREA0AA9T€SuN?HiSANt77PX1f10€faMf7€KR€F€RENCEFAar fl711-7473serc1/29/2314&U01fffJSE , Design valid for use only with Mack connectors.This design is based only upon parameters shown,and is for an individual building component. � Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown .r is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIT Quality Criteria,D5B-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Scathene.Pine(SP(leather is sgeiifled,the dssige values are these effective 0e/o2/241z by AYES Job Truss Truss Type Qty Ply 5B R41832529 PL14-90UP F08 Floor 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:39:28 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszXl UY-veOz5iiQuzeOwg0eLOISvfo4nUv9bNVJd?PY81z0QTT 2-6-0 I0-5-10 1 I 1-2-0 I I 1-4-14 Scale:3/4"=1' 1.5x3 I I 1.5x3 II 1.5x3 I I 1.5x3 I I 1 23x4= 3 4 53x4= 6 O 0N 4- e ° ° e e 3x4= 1 9 8 3x4= 3x4= 3x4= I 3-1-2 3-'�-110 3-9-10 I 4-4-10 416/ 8-6-8 I 3-1-2 0-1-8 0-7-0 0-7-0 0-1- 4-0-6 Plate Offsets(X,Y): 18:0-1-8,Edoel,r9:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Vdefl 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 Incr YES WB 0.19 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC20121TPI2007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=370/0-2-12 (min.0-1-8),7=370/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. `.Y^(ONIO T,_ TOP CHORD 2-3=-732/0,3-4=-732/0,4-5=-732/0 tN" �Z� BOT CHORD 9-10=0/682,8-9=0/732,7-8=0/665V11t-© Q WEBS 2-10=-736/0,2-9=37/269,5-7=-718/0 & # ``1�GYry NOTES �. '1` 11 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)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. fl 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 49639 be attached to walls at their outer ends or restrained by other means. C}0IST E 44 LOAD CASE(S) Standard In; 870 2PE N AN y 4,,OREGO t /1 / 4O MBER \` P+ S ¢� A. He EXPIRES:06/30/2015 April 22,2014 f WARNING-VerfydesignparametersandREADN07ESONTHISANDFPKIl/uDEDMITEKREFERENCEPAGE1411-1473 rex 1/2911514 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. Mx Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the p Ke�* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding LYI fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIt Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 It Soaterern Pine ISM lumber specified,the design seines urn these effective O8/63/201.3 by MSC Job Truss Truss Type Qty Ply 59 R41832530 PL14-90UP F09 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:29 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-NgyL12j2fHmFYgbgv5phStLFYuG7KsvTsf96gCzOQTS I 2-6-0 I 0.5-6 I I 1-2-0 I I 1-7-2 I Scale:1"=1' 11.5x3 I I 2 3x4 = 31.5x3 I I 4 3x4= 51.5x3 II J •_...‘' 4 O ry ' . e 1.5x3 II 9 8 7 6 354= 3x4= 3x4 = I 3-0-14 3-2-G 3-9-6 4-4s 6-2-8 I 3-0-14 1-¢ 0-7-0 0-7-0 1-10-2 Plate Offsets(X,Y): 14:0-1-8,Edgef,f8:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.02 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.03 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:29 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 9=267/0-2-8 (min.0-1-8),6=267/Mechanical FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. o,-ONTO TOP CHORD 2-3=-362/0,3-4=-362/0 BOT CHORD 8-9=0/423,7-8=0/362,6-7=0/3620 444$ VvASj1, WEBS 2-9=456/0,46=-424/0 V� NOTES (,a 1)Unbalanced floor live loads have been considered for this design. . - N 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)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. d 5)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 { 4,.,49639„.0 Gwn- be attached to walls at their outer ends or restrained by other means. * 'JIS ITS '., LOAD CASE(S) Standard kVONALV G� <tiF, 0 PROF-ss wr\P 0GIN9 i0,9 ' 870 2PE r' >" y .43.,>„ OREGON cid Vtv� 0 WaER 1\ N 4S A, He- EXPIRES:06/30/2015 April 22,2014 8 1 a WARAIIffG-Verify design parametrs and READ NOTES ON IS AND INafisED M77ER REFERENCE PAGE NII-1473 rear 1/29/20Id SEFGREttSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. l. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillify of the ■e:.�.�k* erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding [�/gi fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPD Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern Pine fSP}lasmflas is upend ed,the design values are dense effective G4/02/2013 by ALSO Job Truss Truss Type Qty Ply 58 R41832531 PL14-90UP F10 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:30 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1UY-r0Vt WOjgQau6A_AOSoKw_4uKNIS83Cjc4JufCezOQTR I 2-3-0 I I 1-7-11 I I 1-2-0 I I 1-4-9 I 1-6-0 1 Scale=1:26.9 1.5x3 I I 3x5= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 eo e o • N A e e e e 1 14 13 12 11 3x4= 3x6= 3x6= 1.5x3 II 3x4= 3x4= 12-3-11 I 11-1-11 )1-8-11 1 I 15-5-4 11-1-11 0-7-0 0-7-0 3-1-9 Plate Offsets(XV): 16:0-1-8,Edgel.f11:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl 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 lncr 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 (min.0-1-8),10=673/0-2-12 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ' ONIO TOP CHORD 2-3=-2121/0,3-4=-2121/0,4-5=-2434/0,5-6=-2434/0,6-7=-1775/0,7-8=-1775/0 BOT CHORD 14-15=0/1291,13-14=0/2467,12-13=0/1775,11-12=0/1775,10-11=0/925 ©, c WSJ EBS 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 , ,i,' 7 �' W ' , NOTES ,Z co tt... ` 2 1)Unbalanced floor live loads have been considered for this design. T. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. r , 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 I 49639 4� be attached to walls at their outer ends or restrained by other means. Ok —0/si u� LOAD CASE(S) Standard 4s,'9:1ONAL' R00 PROFS 4t 870 2PE y fi4j ',14.REGO r% C' BERG ©S A. HEP EXPIRES:06/30/2015 April 22,2014 WARNTM -Vedfrdesrn parameters aud READ NO TEE ON IN/SAND/NlIDEBim 1,117.9(REFEREM2 PAGE 1117-1473 rev.1/29/2014SSFOREIJSE Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. �9 Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTekg erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 R fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern Pine}Sir}lsrttler is specked,the design aatues urS those effective Patilii2Oti by A3.SC I Job Truss Truss Type Qty Ply 5B R41832532 PL14-90UP F11 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:30 2014 Page 1 ID j7axn40sHnThlyaUAczwOszX1 UY-rOWjWOjgQau6A_AOSoKw_4uPzIbT3Hwc4JufCezOQTR I 2-6-0 1 0-5-10 1 1 1-2-0 I I 1-6-14 I Scale=1.16.4 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4 5 6 eo 0 0 --- 0 0 n e e e e e e 1 .V 9 8 3x4= 3x4= 3x4= 3x4 = I 3-1-2 31-10 3-9-10 1 4-4-10 416-8 8-8-8 I 3-1-2 0-1- 0-7-0 0-7-0 0-1- 4-2-6 Plate Offsets(X,Y): 18:0-1-8,Edaej,19:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.18 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:40 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.18Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=377/0-2-12 (min.0-1-8),7=377/0-4-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. oONIO 1 TOP CHORD 2-3=761/0,3-4=-761/0,4-5=-761/0 r � BOT CHORD 9-10=0/701,8-9=0/761,7-8=0/682 ©r7 O�WAS1 {r WEBS 2-10=-757/0,2-9=-28/290,5-7=-737/0 NOTES 40 Jf , tz 1)Unbalanced floor live loads have been considered for this design. ,.-,-,I 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. ' 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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 "- Ak-- be attached to walls at their outer ends or restrained by other means. .P049639 �0/S'TEW LOAD CASE(S) Standard s,f1ONAZ3 '-I _coPROFF �( 6" � GIESt\ R p�� 87022PE r F ��j,©REGO rr?Ard OS A. HECk EXPIRES:06/30/2015 April 22,2014 t , RAMBO design ammeters and READ NOTES ONMIS AND maim PtlIENR€F€R€!7EPAGEM11.1473 sec 1/29/20IdDEFOREENSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shownis for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of theRNIMiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding FV1 h fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Rao-Ahern Pine( !umbel is a eei#ied,the design values use tiao&e effective OEIOI/25113 try ALS( Job Truss Truss Type Qty Ply 56 R41832533 PL14-90UP F12 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:39:31 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1 UY-JD46jkklBu0zn71DOVVr9XIQW2ipMofRmJzeDk4zOQTQ 2-6-0 I I 2-35 I I 1-2-0 I I 2-4-11 Scale=1:28.7 1.5x3 II 3x5= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x5= 1.5x3 I I 1 2 3 4 5 6 7 8 N I-/ 111111111411111111111111411141111111111re \ e / ` N 'W Allib. e 1 12 11 10 3x4= 3x8= 3x4= 3x4= 3x4= 10-8-13 11-5-5 I 10-0-5 10-113 11-3 13i I 16-5-0 I 10-0-5 0--5 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): I10:0-1-8,Edge),111:0-1-8,Edgej LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >770 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.41 11-12 >478 360 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=718/0-1-12 (min.0-1-8),9=718/0-4-4 (min.0-1-8) ite FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. -cONIO 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 ©r? V1TA$htr, 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 CJ �, {7„ Q, , .L r Q t: NOTES y am '" I. C 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)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. i 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 todp 49639 be attached to walls at their outer ends or restrained by other means. 0 LOAD CASE(S) Standard -.40NAL P. Vic\. '"GINF9 p�.y 87022PE c-- / yN N 'oj, OREGON rte 44, 9�, jt,�B R \\ \-' OS A, Her EXPIRES:06/30/2015 April 22,2014 t ) ®WARNING-Verify design parameters and READ ROTES ON?HIS AND MUDDED WIER REFEREE ZI PAGE t+F1I-1473 res 1/23/2014 SE DREUSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. IQ Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the �1lek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding I! fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteda,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 11 Southere Nide I5P}lumber is specified,the design satires art these.effsxtivc OWWM/2M by Ai:SC Job Truss Truss Type Qty Ply 5B 1241832534 PL14-90UP F13 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:39:32 2014 Page 1 ID.j7axn4OsHnThIyaUAczwOszX1 UY-nPeUx4lxyC8gPHKPaDNO3Vzcx55RX5zvYcNmHWzQQTP I 2-3-0 I 1 1-4-11 I I 1-2-0 I I 1-2-5 1 2-6-0 Scale:3/8"=1 1.5x3 I I 3x6= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 I I 4x5 = 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 o No_ . / o . l':il o e ..... • e e ;y 1 15 14 13 12 3x4= 3x8 = 3x5= 3x4= 4x4= 3x4= 14-3-11 I 13-1-11 13-8-111 I 18-3-0 I 13-1-11 0-7-0 0-7-0 3-11-5 Plate Offsets(X,Y): I12:0-1-8,Edgel,113:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.33 13-14 >651 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -0.53 13-14 >412 360 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/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 (Ib/size) 16=797/0-4-4 (min.0-1-8),11=797/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 010NIO 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 © Qv WJAS)t Y 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, ( A.,.' it{ ,'"7' '1O� 6-13=-853/0 4 40 4,. ,� trI NOTES i—" N 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. t` 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. .t:) 21 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 16{} 49639} V be attached to walls at their outer ends or restrained by other means. ,t' GIST£ LOAD CASE(S) Standard �4'IONAL ,.g� . GNE.� SfO 87022PE t' N y ‘*\••<:> °REGO 2, jU/ '90"44E1ER 4' A. HER EXPIRES:06/30/2015 April 22,2014 e r WARM:*-Verify design parameters and READ NOTES ON THIS AND FMltt9EDICIER REFERENTPAGE MIZ-74731 L 3/2g./20.14 BEFOREUSE �� Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTet fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If S¢utherrs Pine-18P1-lumbar is specified,the desigar values age those effective 05/O1/2O1.3 byA LSC Job Truss Truss Type Qty Ply 5B R41832535 PL14-90UP F14 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:39:33 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszXl UY-FbBs8QmZjVHh1 Rub8xudcj WsmVXEGcZ3nG7JpzzOQTO I 2-0-0I I 1-10-1 I I 1-2-0 1 1 2-5-3 I Scale=1:21.0 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 I I 1.5x3 I I 1 2 3 4 5 63x4= 7 e 'i ao — ''''''''''''' ,' =-------------------------- - — 0 e o e 1 11 10 e 9 8. 3x4= 3x5= 3x4= 1.5x3 II 3x4= I 8-2-9 18-9-9 19-49 I 12-0-12 I 8-2-9 0-7-0 0-7-0 2-8-3 Plate Offsets(X,Y): 16:0-1-8,Edgel,j10:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft 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/TP12007 (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 (min.0-1-8),8=525/0-1-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 010N10 TOP CHORD 2-3=-1397/0,3-4=-1397/0,4-5=-1183/0,5-6=-1183/0 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 �J 0 NOTES cO v=i ,yam0. tit 1)Unbalanced floor live loads have been considered for this design. -- ,i N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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 ',74 49639 ki be attached to walls at their outer ends or restrained by other means. f), IS i ER +w LOAD CASE(S) Standard '5'ON'AL % 1— <01c;O PROFss ��� ANG'" R 4c� 8 # 2PE / f uk i ,,NN. --7 %, OREGO (Q Ow *Is Ofi8EB1'� © ' A.& H0 EXPIRES:06/30/2015 April 22,2014 ®WARNING-Verify design paramettrsand READ?,VTES DNIAISAND IN2IIDEDbfflEK REFER ENCUM REFERENU PAGEF1rI.1473 rett/28/1014BEFORE USE Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Mill. Applicability of design parameters and proper incorporation of component is responsibility of building designer not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding M B fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Cr feria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 It Sout?rerrs pine SIP}lumber is specified,thedesign sataes are thole effective 06/0112013 by ALSO Job Truss Truss Type Qty Ply 5B R41832536 PL14-90UP FG1 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:39:34 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-kolEMlnBUpPYebTohePs8w26nvzq?7vC?wstLPzOQTN 1-4-12 I 1-4-0 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 0 N L ;:)) 5 4 3x4= 3x4= I 2-11-12 I 2-11-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft 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 Incr NO WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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 oNiO NOTES o l.I WA.st 1)Refer to girder(s)for truss to truss connections. , . p 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. it t,, ?' 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 {? } w£`" , def be attached to walls at their outer ends or restrained by other means. —,,I N 4)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. "�T 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ' r 49639c.0 ar,i. LOAD CASE(S) Standard 0, 4'.j R 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 'i006\ Uniform Loads(plf) Vert:4-5=10,1-3=-100 Concentrated Loads(Ib) Vert:2=-188(F) � ° PR°RFs 87022PE -Yc" ry -7 SAT OREGO ti 4/ O $ER1,� © ©e. ` A4. H ESQ EXPIRES:06/30/2015 April 22,2014 t WARNTtrt"i-Vesifydesign parametersand READNOUS ONMIS AND DIMMED muEffREFERENEPAGEflII-7473 rat 09/2024 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. Mil (�Q Applicability of design parameters and proper incorporation of component b responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek.erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPD Qualify Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southletra Pine)Sp)Welber is spasi4eea2,the dexign vwiues see Lhi eeffective 08/01/2013 1:4 AL-SC Job Truss Truss Type Qty Ply 58 R41832537 PL14-90UP FG Floor Girder 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:33 2014 Page 1 ID.j7axn40sHnThIyaUAczwOszX1UY-FbBs8QmZjVHhlRubaxudcjWuGVbcGeL3nG7JpzzOQTO I 1-6-0 I 1-5-10 I I 1-2-0 I I 1-4-14 I 2-6-0 Scale:3/4"=1' 1.5x3 I I 1.5x3 I I 1.5x3 I I 1.5x3 I I 1 23x4 = 11 3 4 53x4= 6 e e e v 0 0 r N e e e e e 1 9 8 3x4= 3x4— 3x4= 3x4= I 3-2-10 1 3-9-10 1 4-4-10 1 8-6-8 I 3-2-10 0-7-0 0-7-0 4-1-14 Plate Offsets(X,Y): 18:0-1-8,Edoel.19:0-1-8,Edael 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 Incr NO WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.18Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=497/0-2-12 (min.0-1-8),7=412/0-2-8 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. `�A,IONIO/,,/ . TOP CHORD 2-11=926/0,3-11=-926/0,3-4=-926/0,4-5=-926/0 tov- s {+, BOT CHORD 9-10=0/669,8-9=0/926,7-8=0/771 Q ltnW �jA WEBS 2-10=-804/0,2-9=0/327,5-7=-833/0,5-8=0/303 CJ (Q 00,,x. " NOTES r'R. 41aa /e 1)Unbalanced floor live loads have been considered for this design. } I 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. t: 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 16 49639/'` be attached to walls at their outer ends or restrained by other means. fly' Gxsz 'c 5)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. ,6\ CS The design/selection of such connection device(s)is the responsibility of others. S1ONAL 6)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 .CO PR 0PE Uniform Loads(p8) �(G Vert:7-10=8,1-s=-so �'5 �'l'. '-',5) -,.- Concentrated Sb Concentrated Loads(Ib) $�� ��� Vert:11=-169(B) ' ' y fiA GREG N r�,�4<v 'O $ER 1'' ' On Al. HE��P EXPIRES:06/30/2015 April 22,2014 t A WARNING.4%14 deaign parasnews and READ NOTES 01V MEM MOVED KIIEK REFEREPOEPAGE riff/-1473 sex 1/29/2214BEFOREUSE Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. l Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the � � * erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 ff Scutilern Pine(SP lumber is spesuif*d,tue design valents are tixo5e restive 06./{23J2012 by AUL Symbols Numbering sem a GeneralSafety tes PLATE LOCATION AND ORIENTATION 1 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Propert Y 3/" Center plate on joint unless x,y p a offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury Tall. Dimensions are in ft-in-sixteenths. 1114k. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 01 2. Truss bracing must be designed by an engineer.For '/16„ wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I _Ellt IlL11111114B104 pbracing should be considered. M _ O 3. Never exceed the design loading shown and never O � stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building IIIFor 4 x 2 orientation,locate 7-8 6-7 designer,erection supervisor,property owner and plates 0 'II 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 use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR 2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that as/ Indicated by symbol shown and/or SYP representsbyAWC in hie 2005/22012sND specified. by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING ...e•-• 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. INN 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.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, IIIVIIIII aer 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.01/29/2013 40'-0' 11r-11... 1 lo, Q R kiii 4 R RE Q n 4 glq , AR1 . _ I T AA 11 ASS&JM1 ASJ2 ASJ2 . 6:12 AH1(2) �jV AH2 - AH3 AH4C • v AH5C AH6 AHT if _ Al (4) xill? AH7 ta AH6 6:12 6:12 A11.5 BH3 ® BFB MEE RHI( 'ir \DZ (2) TEI, AE ; I2DI moi 6:12 thil;,.. gp 4• ` Ni �� CONFORMS TO DESIGN CONCERT rip / n ❑ CONFORMS TO DESIGN CONCEIEWITh- C�' / - / :1 6: I REVISIONS AS SHOWN - a1 v _ Q1 ❑ NON-CONFORMING-REVISE ANI6 OBMIT ©X CONFORMS TO DESIGN CONCEPT v CONFORMS TO DESIGN CONCEPT WITH I. v �lig SHOP DRAWING':`:AS BEEN R i7-:;"irD F' GENERAL CONFORMANCE REVISIONS NOTED 41. THF F.1-cIGN OOJCFPT OW AND DUES NOT RELIEVE THE ❑NONCONFORMING REVISE&RESUBMIT a� FABRICATOR,:'ENDOA OFRES?ONS M_L TY FOR CONFORMANCE WITH THE 1.5 S " A CONFORM.. a DESIGN DRAWINGS AND SFEC:FIC TIONS ALL OF i$r1sICH HAVE PRIORITY W. OESiON 0000EAT 0,, AN, DOES NOT HATTVE THE a rO a OSa. �. N OVER THIS SHOP DRAWING. CON MAC-OR SHALL VERIFY ALL DIMENSIONS. CA IO I a ..Ace CODES s NV� O ASHOHOHOSEVEHO N � SHOP... P F."` 4V By: Todd R. Eaton Date: September 19, 2014 BY Alexia Fukui Date 9/220A MILBRANDT ARCHITECTS CT ENGINEERI ©RegightCompuTrusInc.2006 ` BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/31/14 TLACEMENT ONLYREFER TO RUSS CALCULATIONS AND ENGINEERED STRUCTURAL MB PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHE NFORMATION.BUILDING DESINMil I- er PLAN 5-B COFFER DESIGNER/ENGINEER OF RECORD PLAN: DRAWN BY:JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING umb-. DESIGNER/ENGINEER OF RECORD TO 5 B CHECKED BY: REVIEW AND APPROVE OF ALL & TRUSS COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSi,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall (BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311,ESR-1988(Milek). 4,44 E, ik AN V * rh 44bi4741 *4'16} +toil(ti, 1� °d('�hr�'f..�«.k iMxlri / /lam 7, 1E1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.10=(-958) 2635 3-10=(-318) 336 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2. 3=(-3001) 1231 10.11=(-697) 2186 10. 4=(-120) 564 WEBS: 2x4 KDDF STAND 3- 4=(-2717) 1165 11.12=(-716) 2136 4.11=(-785) 486 LOADING 4- 5=(-1912) 966 12- 8=(-960) 2567 11- 5=(-551) 1293 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1912) 966 11- 6=(-785) 486 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2717) 1165 6-12=(-120) 565 TOTAL LOAD = 42.0 PSF 7- 8=(-3001) 1231 12- 7=(-318) 336 OVERHANGS: 10.0' 10.0" 8- 9=( 0) 42 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA M,M2OHS,MI8HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0' -276/ 1775V •226/ 226H 5.50' 2.84 KDDF ( 625) 40'- 0.0' -276/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.178" @ 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" ii MAX HORIZ. TL DEFL = 0.117' @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES 20 00 20 0o NOT EXCEED 19%AT TIME OF MANUFACTURE. l' 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, 12 M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 I/ 6.00 load duration factor=1.6, 4.0" Truss designed for wind loads /- 5 4'7' in the plane of the truss only. M-5x6(S) -Nth M-5x6(S) 3.1 0.25" 0.25" *it ii 0, 0 V +I o M-1.5x4 M-1.5x4 V) c Cr ` 10 1 12 ..\ 0 -. g o -3x8 M-3x4 d.25" M-3x4 M-3x8 0 M-5x8(S) y y 10-03-04 9-08-12 9-08-12 10-03-04 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - Al Sale: 0.1552 Co �G N' sf WARNINGS: GENERAL NOTES,unless otherwise noted: //,/ ,-p-+ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Ct 14' ., E - building component.Applicability of design parameters and proper Truss: A 1 and Warnings before construction commences. incorporation of component is the responsibility of the building designer. 2.204 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 3.Additional temporary bracing to insure stability during construction 2'o.c,and at 10'o.c,respectively unless braced throughout their length by 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++ rt 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. -ly a_OREGON tit, SEQ. : 5992791 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are lobe used in a noncorrosive environment, "'7 \ design loads be applied to any component. and are for"dry condition"of use. / '�1^' �� �^ - TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 1 , c, fabrication,handling,shipment and installation of components. necessary. 41,Ri-� �.- V P P 7.Design assumes adequate drainage is provided. A R j L 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111 TPIMRCA in BCSI,copies of which will be furnished upon request. git coincide with jointacenter che. 9.Digits oncde size oplate 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:12131/2015 1E IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.12=(-1420) 2608 12- 3=( 0) 291 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3048) 1745 12-13=(-1422) 2605 3-13=(-547) 259 WEBS: 2x4 KDDF STAND 3- 4=(-2505) 1688 13-14=(-1231) 2235 13- 4=(-102) 534 LOADING 4- 5=( -597) 766 14.15=(-1231) 2235 13- 6=(-348) 150 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4. 6=(-1683) 1035 15-16=(-1449) 2605 14- 6=( 0) 311 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( -481) 778 16.10=(-1447) 2608 6-15=(-348) 150 TOTAL LOAD = 42.0 PSF 6- 8=(-1683) 1035 B-15=(-102) 534 7- 8=( -597) 766 15- 9=(-547) 259 NOTE: 2x4 BRACING AT 24"OC UON. FOR $ LL = 25 PSF Ground Snow (Pg) 8- 9=(-2505) 1688 9.16=( 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-10=(-3048) 1745 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 10.11=( 0) 42 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 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 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). 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. ICOND. 2: Design checked for net(-5 nsf) uplift at 24 "oc spacing,' Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS,MIMHS (16or =nMiTek prefix)T = CompuTrus, Inc MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" M,M20HS,M18HS,M16 = MT series 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 HO,RIZ. LL DEFL = -0.098" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.123" @ 39'- 6,5" 17-11-11 4-00-10 17-11-11 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19'n AT TIME OF MANUFACTURE. 7-03-04 6-05-04 4-00 00-05 4-03-03 6-05-04 7-03-04 Design conforms to main windforce-resisting 1 1 f -03-06 I I I I system and components and cladding criteria, 14-00 14-00 Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I T T I (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), 12 M-4x6 M-4x6 12 load duration factor=1,6, 6.00 5 M-3x8$ 7 6.00 Truss designed for wind loads o in the plane of the truss only. M-4x6 M-4x6 $ N M-5x6(S) .44 M-5x6(5) 0 0.25" 0.25" rn 3 CO cO O O `to 1 a .-. A ». I 1 12 13 14 15 16 `� v o o M-3x8 M-1.5x4 M-3x8 0.25" M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) y y 1, I I I 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 - AH7Scale: 0.1547 ,c\c;0::oP&90 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 t,'�� t d/X/ e.` E 1.- Truss: AH 7 and Warnings before construction commences. building component.Applicability of design parameters and proper -.. 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally t their at DES. BY: BS 2'o.c.and at 1a'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). 4111i► 40410.0PDATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ *' C 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. .y ,y_OREGON <C/ S E "+7 -s.TRANS I D: 403334 design loads be applied to any component, and are for"dry condition"of use. / �(� ..1 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, a,,. fabrication,handling,shipment and installation of components. necessary. M 7.Design assumes adequate drainage is provided. -FIR( A,- 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 Mil VIII III I II III VIII III II TPI/WfCA in BCSI,copies of which will be furnished upon request. lines coincidewith joint center lines. Indicate Digits ndicatate 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 111111111 IIS 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 k1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.12=(-1076) 2619 12- 3=( 0) 291 BC: 2x4 KDDF 0/1&BTR SPACED 24.0" O.C. 2- 3=(-3057) 1363 12.13=(-1078) 2616 3-13=(-534) 316 WEBS: 2x4 KDDF STAND 3. 4=(-2492) 1266 13-14=( -957) 2433 13- 4=(-267) 708 LOADING 4. 5=( 0) 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°0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-2136) 1206 16-10=(-1128) 2619 6-15=(-539) 250 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 8.15=(-268) 708 8- 9=(-2492) 1266 15- 9=(-534) 316 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-3057) 1363 9.16=( 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 42 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 10.0" 10.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.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 net(-5 osfl uplift at 24 "oc soacing,l VERTICAL DEFLECTION LIMITS: LL=L1240, 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 19N AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 15-11-11 8-00-10 15-11-11 '( T Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-03-04 6-05-04 2-03-0� 4-00-05 4-00-05 -03-03 6-05-04 7-03-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 14-00 14-00 inuss thedesiplaneed offor thewintrussoads only. T T 5 7 T 1' 12 M-4x6 M-3x8 L.1-4x6 12 6.00 1/ 66"00 M-5x8(S) ...... M-5x8(S) v0.25" 0.25" 0 3 9 M M p O ..,:i• 1 D mm 14 12 13 14 15 16 �1 o o 7M-3x8 M-1.5x4 M-3x8 0.25" M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) ,L y y ), y 1, 1, J, y 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 , , 0-10 40-00 0-10 D PR JOB NAME : POLYGON PLAN 5-B NH - AH6Scale: 0.1547 44 `� (+vo� e�- WARNINGS: GENERAL NOTES,unless otherwise noted: '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 4:t. g.{( `ll E ^. Truss: AH 6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). • ,,.++ i� DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Al 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. -� ,q_OREGON j,U SEQ. : 5992793 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4^ "4-7 STK /� design loads be applied to any component. and are for"dry condition"of use. /0 '9}' 2'° C;-. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge ifn1 c�S fabrication,handling,shipment and installation of components. ecessary. /IRO- 8. y+ 7.Design assumes atedadequate drainageace is of sand This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss, placed so their center VIII VIII VIII II I I III III I IIII II IIII TPINVECA in BCSI,copies of which will be furnished upon request. git coincide iae with jointacenter lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E1110111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-10=(-931) 2619 10- 3=( 0) 291 BC: 2x4 KDDF k1&BTR SPACED 24.0" 0.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 LOADING 4- 5=(-2136) 1015 12-13=(-698) 2433 11. 5=(-527) 203 IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2136) 1015 13-14=(-957) 2616 12- 5=( 0) 311 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2492) 1038 14- 8=(-955) 2619 5-13=(-527) 203 TOTAL LOAD = 42.0 PSF 7- 8=(-3057) 1164 6-13=(-241) 708 8- 9=( 0) 42 13- 7=(-534) 368 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 7.14=( 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 10.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -247/ 1775V -155/ 155H 5.50" 2.84 KDDF ( 625) Connector plate prefix designators: 40'- 0.0" -247/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 'COND. 2: Design checked for net(-5 Dsf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10,0" Allowed = 0.111" MAX LL DEFL = 0.179" @ 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 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 13-11-11 12-00-10 13-11-11 load duration factor=l.6, Truss designed for wind loads T 'f in the plane of the truss only. 7-03-04 6-08-07 6-00-05 6-00-05 6-08-07 7-03-04 12 12 6,001/ M-4x6 M-3x8 M-4x6 6.00 M-5x8(S) " y ' M-5x8(S) 0.25" 0.25" 3 Do ' Mo 1 10 11 1 '' 13 14o o M-3x8 M-1.5x4 M-3x8 u.25 " M-3x8 M-1.5x4 M-3x8 8 M-5x6(S) y y 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-6 NH - AH5 Scale: 0.1547 ` ` O/P O e soffit WARNINGS: GENERAL NOTES,unless otherwise noted: 11 * r '-4 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual t... 1-- Truss: AH5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .rte- DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by � ��r continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ! 'mr, DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ IZ 4to SEQ. : 5992794 .No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. * OREGON fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 1 , "1-7 jx As. TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. �n, '9 "l 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 'V 14, 2- 1' fabrication,handling,shipment and installation of components. necessary. . 7.Design assumes adequate drainage is provided. 4'R R f L'- 011111111111111111111 III VIII II II II II VIII VIII IIID IIII III 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 IPI/WfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXP(REST 12/31/201 5 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 2-14=(-1134) 2587 3-14=(-135) 235 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3022) 1414 14-15=(-1211) 3183 14- 4=(-296) 899 WEBS: 2x4 KDDF STAND 3. 4=(-2812) 1314 15.16=(-1289) 3398 14- 6=(-976) 443 LOADING 4- 5=( 0) 0 16.17=(-1264) 3183 6.15=( -32) 304 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2455) 1236 17-12=(-1187) 2587 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 1OPSF 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) 1COND. 2: Design checked for net(-5 ssf) uplift at 24 "oc soacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.273" @ 20'- 0,0" Allowed = 1.954" MAX TL CREEP DEFL = -0.495" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083° MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.094" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.146" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 11-11-11 16-00-10 11-11-11 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T T T T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-01-08 4-07 2-10-09 5-01-12 5-01-12 2-10.09 4-07 5-01-08 load duration factor=1.6, f f -03-03 f T 1 2-03-03 T '( Truss designed for wind loads in the plane of the truss only. 10-00 10-00 T 125 M-5x6(S) 9 12 M-4x6 \Alx4 M-4x6 s.00 / 4 M-3x4 7 0.25" p 6.00 y y o M-1°5x s M-1"5x4 CO v1 .., atam .., 3 v o -IM-3x8 M-3 x8 10.25" 0.251' M 3x8 M-3x8 0 M-5x6(S) M-5x6(S) 1, 1, > y /, /, y y 9-06-12 7-00-01 6-10-05 7-00-01 9.06-12 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH4 �,� �,N°�s Scale: 0.1547 WARNINGS: GENERAL NOTES,unless otherwise noted: `Trus1.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 'Ct P•.t E A-- Truss: s: AH4 and Warnings before construction commences. building component.Applicability of design parameters and proper / 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 DES. BY" BS 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r+�! DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1M 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 JO 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, '? .7 2 'l , design loads be applied to any component. and are for"dry condition"of use. 0 }' TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at alt supports shown.Shim or wedge if 14 fabrication,handling,shipment and installation of components. necessary. LLi�RIO' P P 7.Design assumes adequate drainage is provided. 4//rl r-1 f 1..�' 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 VIII VIII VIII IIII VIII VIII VIII IIII IIII TPINVTCA in BCSI,copies of which will be furnished upon request. git coincide with joint center che. S Digitssodcde size of tplate in inches.. MiTek USA,Inc./CompuTrus us 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 #1&BTR LOAD DURATION INCREASE = 1.15 1. 2=( 0) 42 2.13=(-1012) 2587 3-13=(-136) 307 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3022) 1237 13.14= WEBS: 2x4 KDDF STAND ( ) 13-14=( -974) 31833 13- 5=(•976) 899 3- 4=(-2812) 1094 14.15=(-1050) 3398 13- 5=(•976) 397 LOADING 4- 5=(-2455) 1044 15.16=(-1012) 3183 5.14=( -43) 304 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(•3285) 1278 16-11=(-1044) 2587 14- 6=(-192) 143 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3285) 1285 6-15=(-192) 133 TOTAL LOAD = 42.0 PSF 7- 9=(-2455) 1061 15- 7=( -35) 304 8- 9=( 0) 0 7.16=(-976) 389 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-2812) 1112 9-16=(•269) 899 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=(-3022) 1247 16.10=(-136) 293 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=( 0) 42 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 10.0" 10.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -241/ 1775V -111/ 111H 5.50" 2.84 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 40'- 0.0" -245/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) ICOND. 2: Design checked for net(-5 osfl uplift at 24 "oc soacing.J 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 147r 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=1.6, 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 T T 12 (S) 12 6.00 V M 4x6 5 M-3x4 6 y.25" M-9x4 B ,M-4x6 \I 6.00 M-1.5x4 ,M-1.5x4 II, 0 3 0 o u7 Co MM o 13 4'r 'f 0 16 2 o o M-3x8 M-3x8 b.25" 0.25' M-3x8 M-3x8 0 M-5x6(S) M-5x6(S) y > y y 1, > J, y 9-06-12 7-00-01 6-10-05 7-00-01 9-06-12 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-6 NH - BH3 Scale: 0.1481 '� n,° t9 WARNINGS: GENERAL NOTES,unless otherwise noted: //// ij 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 .{j2 i t- _ A--- Truss: BH3 and Warnings before construction commences. building component.Applicability of design parameters and proper JGGGG 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or d 1 DATE: 7/11/2014responsibilitybuilding g Impactr pcig(r s rywao(Bc). ./an the overall structure is the res onsibili of the designer. 3.2x or lateral bracingrequired where shown++ V 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. .� A_OREGON ,( , SEQ. : 5992796 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, I.- "% \1x A.. design loads be applied to any component. and are for"dry condition"of use. /nn _S TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if s a 14, "it - necessary.handling,shipment and installation of components. necessary. J4,,y 7.Design assumes adequate drainage is provided. -ra RAO' 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 VIII IIII VIII IIII VIII VIII IIII IIII IIII TPIANlCA in SCSI,copies of which will be furnished upon request. git coincide with joint ate in che. 9. Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 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=(-1214) 2654 3.13=( -13) 272 2x6 KDDF N1&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"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-5741) 2555 18.11=(•1204) 2686 7.16=( -596) 200 8- 9=(•2744) 1321 16. 8=( •11) 311 LL = 25 PSF Ground Snow (Pg) 9-10=(-2748) 1332 8-17=(-3796) 1672 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10.11=(-3111) 1425 17- 9=( -913) 2127 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=( 0) 42 17-10=( -354) 293 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10-18=( 0) 180 OVERHANGS: 10.0" 10.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -289/ 1775V -118/ 118H 5.50" 2.84 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 40'- 0.0" -250/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.536" @ 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 7.101 < '1 '1 "( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �3-00-12 05-0S 4-03-15 7-02-06 5-07-11 4-07-05 4-07-06 5-07-10 load duration factor=1.6, Truss designed for wind loads 2-05- 1 in the plane of the truss only. 6-00 12 12 M-4x6 12 6.00 I/ 6.004.0" 6.00 9 44( 5 o M-5x6 M- x8 M- x8 M-5x16, Ig-3x4 rn v M-1"5X4 2 ...... tie*0 0 3 4 th N O �",U 0 _ S 9 2 0 /- t 13 14 15 16 17 18 A o M-3x8 M-4x12 0.25" M-1.5x4 0.25' M-5x12 M-1.5x4 M-3x8 0 =M-8x8(S) =M-8x8(S) y ,1 ,1 1, 1, /, ), y 5-04-12 7-02-06 6-10-14 5-04-03 4-10-13 4-09-02 5-05.14 y y y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - BH2 Sale: 0.1481 C `st0 Ore WARNINGS: GENERAL NOTES,unless otherwise noted: C,P -s5,5 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual 4:t. !.2+a E f'-` Truss: BH2 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ,/',/r 3.Additional temporary bracing to insure stability during construction2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Po Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). , ; DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Al 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. -fy OREGON ((7 SEQ. : 5992797 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, fw design loads be applied to any component. and are for"dry full b on"of use. ..? '" r2.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 v 14, fabrication,handling,shipment and installation of components. ecessary. I� 1 V 7.DDesign assumes adequate drainage is provided F R 1 C-k'- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII III I IIII VIII VIII VIII IIII IIII TPI WTCA in BCSI,copies of which will be furnished upon request. Digit coincideintwithizjointches 9. Dress idsize of tplate in inches.li . MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31.1201.5 11111110111 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: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 42 2.12=( -958) 5580 3.12=( -120) 766 9.17=(0) 138 2x6 KDDF #1&BTR T2 2- 3=( -6484) 1158 12-13=(-2356) 12824 12- 4=( -390) 2390 BC: 2x6 KDDF #1&BTR LOADING 3- 4=( -6788) 1218 13.14=(-2778) 15096 12- 5=(-7208) 1432 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( -6064) 1108 14-15=(-2778) 15096 5.13=( -330) 2050 TC UNIF LL( 50.0)+DL( 14,0)= 64.0 PLF 0'- 0.0" TO 40'- 0,0" V 5- 6=(-13056) 2488 15-16=(-2114) 12140 13- 6=(-2176) 410 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 12'- 0.0" V 6- 7=(-1214D) 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"01 UON. FOR ADDL: BC CONC LL+DL= 841.0 LBS @ 11'- 8.0' 10-11=( 0) 42 16- 8=( -750) 4348 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 1384.0 LBS @ 19'- 6.0" 16- 9=( -300) 328 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 10.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -629/ 3446V -118/ 118H 5.50" 5.51 KDDF ( 625) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 40'- 0.0" -507/ 2917V 0/ OH 5.50" 4.67 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, M,M2OHS,M18HS,M16 = MiTek MT series ( 2 ) complete trusses required. [COND. 2: Design checked for net(-5 psfl uplift at 24 "on spacing.' Join together 2 ply with 16d Common nails staggered at VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ** HANGER BY OTHERS TO APPLY CONC. 9' oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.000" @ 0'--10.0" Allowed = 0.083" LOAD(S) EQUALLY TO ALL MEMBERS. 9' oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.000" @ 0'--10.0" Allowed = 0.111" 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.401" @ 19'- 6.0' Allowed = 1.954" + Laterally brace to roof diaphragm. 9' oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -1,255" @ 19'- 6.0" Allowed = 2.606" MAX LL DEFL = 0.000" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.000" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.070" 8 39'- 6.5" MAX HORIZ. TL DEFL = 0.166' 8 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19N 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,BCOL=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 1' T '' T '' in the plane of the truss only. f3-00-122-10-15 6-03-15 7-02-06 5-07-11 4-07-05 4-07-06 5-07-10 - 12 12 12 6.00 I/ 6.00 L/ M-4x6 '6.00 4.0" o • M-5x6 M-3510 M-36)(10 M 5x1 *IM.3x 4 4 Lo M-1.5x4 ., v 0 3 + + + • CO Q M-3x6 0 E!3 FJ3 _ o � o J 12 13 'r 14 'f 15 16 17 c 1 o o M-3x8 M-5x12 0.25" M-3x6 0.25" M-5x12 M-1.5x4 0 M18HS-7x14(S) ** M18HS-7x14(S) 11r841# 1384# yy y y y y ) yy Oy 1p 5-04-12 7-02-06 6-10-14 5-04-03 4-10-13 4-09-02 5-05-14 o)1p JOB NAME :° POLYGON PLAN 5-B NH - BH1 40-00 Scale: D.,4B0-10 N o> , 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 t:t:' ' M. +111 4r �1.- Truss: BH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper JG 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c,respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or d 4 DATE: 7/11/2014 responsibilitybuilding g p e(r s ywao(Bc>. /�. . C�C�' the overall structure is the res onsibilit of the designer. 3. Impact bridging or lateral bracing required where shown++ .'. �J SE/� 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 W W. : 5992798 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 k" As. 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 8.Design assumes full bearing at all supports shown,Shim or wedge if 0 14, 2• P necessary. A fabrication,handling,shipment and installation of components. p A y L �••' 7.Plates assumesadequateon both isprovided.truss,a. A,. 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 1111111111111111111 TPI/WTCA In BCSI,copies of which will be furnished upon request. git coincide with jointcenterche. 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-1e88(MiTek) EXPIRES:12/31/2015 11111111111 IIIIHIII 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 N16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-15=(-1678) 3991 15- 3=(-353) 977 12.23=(0) 242 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4625) 1974 15.16=(-1549) 3653 3.16=(-721) 416 WEBS: 2x4 KDDF STAND 3- 4=(-3338) 1493 16.17=(-1176) 2930 16- 4=( -19) 289 LOADING 4- 5=(-2840) 1382 17.18=(-1056) 2757 4-17=(-519) 279 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 19-20=( 0) 0 17- 5=(-400) 969 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2481) 1295 18-20=(-1045) 2776 17- 7=(-640) 312 TOTAL LOAD = 42.0 PSF 7- 8=(-2785) 1416 20-21=(-1031) 2727 7.18=(-153) 492 B- 9=(-2797) 1389 21-22=(-1092) 2794 18- 8=(-182) 325 NOTE: 2x4 BRACING AT 24"0C VON. 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=( 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 1OPSF LIVE LOAD. TOP 22-12=(-385) 243 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -308/ 1775V -133/ 133H 5.50" 2.84 KDDF ( 625) 40'- 0.0" -309/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.260" @ 16'- 6.2" Allowed = 1.954" MAX TL CREEP DEFL = -0.466" @ 16'- 6.2" Allowed = 2.606" 0-01-05 MAX LL DEFL = 0.001" @ 40'- 10.0' Allowed = 0.083" f MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" 13-11-11 12-00-10 13-11-11 MAX HORIZ. LL DEFL = -0.122" @ 39'- 6.5" 2-09 4-05-12 4-05-12 . -05-04 6-01-04 -03-0 6-03-04 MAX HORIZ. TL DEFL = 0.188" @ 39'- 6.5" -03-0 3-04-13 5-05-04 DESIGN ASSUMES MOISTURE CONTENT DOES 12-00 12-00 NOT EXCEED 19%AT TIME OF MANUFACTURE. '1' '1 T T Design conforms to main windforce-resisting 12 M-63x4 10 12 system and components and cladding criteria. 6.00I/ M-4x6 M-33x8 M-3x4 M-4x6 6.00 5 1Wind: 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=1.6, M-3x44 M-3x4 Truss designed for wind loads o 2 in the plane of the truss only. + C, a o M-3x8 %M-4x43 M 3x8 c co °' �. . In 0� v i -� 15 16 17 18,9 ��+40 O 0 o M-5x8 M-3x4 M-3x8 M- 6 20 0"231 M 3x8 M-1.5x42 0 O o M-3x4+ M-4x10 M 3x42.75 1.89 12 M-5x6(S) 12 09-12 y y y r ), y I I I ,-05-0 4-05-12 4-07-08 1y08 -02 6-03-06 6-01-04 5-05-04 6-01-08 y y 0-1y0 2-05-08 11-11 y2-00 23.07-08 0-10 y y 14-04-08 25-07-08 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-6 NH - AH5C Scale: 0.1332 �c,�,A.11) PR WARNINGS: GENERAL NOTES,unless otherwise noted: Cater, 1; "Trus1.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 I,`t�. P.1 0 I-- Truss s: AH5C end Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,,,--, d DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • (,t~ C/� 4.No load should be applied to any component until after all bracing and 4. Installation of truss Is the responsibility of the respective contractor. -� OREGON , S E Q. : 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, 4. 'ly .L �. design loads be applied to any component, and are for"dry condition"of use. O '4),.• 2S3' 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 14, c� fabrication,handling,shipment and installation of components. 0.- necessary. V P P 7.Designlaesassumes atedadequate drainage is truss, } R t„ 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111 TPI VVECA in SCSI,copies of which will be furnished upon request. git coincide with jointacenter che. 9.Digits oincide 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 11111110111 lHHIIIS 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 0/1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-13=(-1439) 3991 13- 3=(-298) 977 9-20=(-264) 807 BC: 2x4 KDDF q1&BTR SPACED 24.0" 0.C. 2- 3=(-4625) 1712 13.14=(-1329) 3653 3-14=(-721) 386 20.10=(-387) 302 WEBS: 2x4 KDDF STAND 3. 4=(-3338) 1292 14-15=(-1028) 2930 14- 4=( -14) 289 10-21=( 0) 242 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"0C. 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 8- 9=(-2288) 1038 19.20=( -834) 2794 16- 7=(-104) 312 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2643) 1076 20-21=( -972) 2635 18- 7=(-665) 253 ALL FLAT TOP CHORD AREAS NOT SHEATHED 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=( 0) 216 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: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SO.IN, (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -242/ 1775V -133/ 133H 5.50" 2.84 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 40'- 0.0" -242/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.232" @ 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. T T T f Design conforms to main windforce-resisting 2-09 4-05-12 4-08-15 2-01-05 6-01.04 5-04-13 5-08-07 6-03-04 system and components and cladding criteria. / 12 2-05-0 T T f 12 f Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 V M-4x65 M- X4 M- x8 M- x4 9M-4x6 - 6.00 load duration factor=1.6, Truss designed for wind loads --- in the plane of the truss only. M-3x4 M-3x4 d• o O CL 93 / o N 0 M � 0� M-5x8 M 3x4 M-3x8 1617 B 0.251�� 20 zi .-n�z o M-3x4+ M-5x6 M-4x10 M-3x8 M-1.5x4 M-3x8 0 M-3x4+ a 1.89 - M-5x6(S) 2.75 12 y2 )'t2 y k2-09-12�, y > y y y ,, 2-05-08 4-05-12 4-07-08 1708-02 6-03-06 6-01-04 5-05-04 6-01-08 y * 0-10 2-05-087 11-11 ,2-00 23-07-08 0,-10 Y 14-04-08 25-07-08 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH4C otherwise 0.1499 \cH.,000,51 t >AA� WARNINGS: GENERAL NOTES,unless othese noted: 7 "f+" 40r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual t,'!;� IINi ��^ Truss: AH4C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by rte. is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „ a�lA "-9 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 Cr. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. _� OREGON 4/ SEQ. : 5992800 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L, -.7 N 4_ design loads be applied to any component. and are for"dry condition"of use. /' }... r�Q _i 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 '14, V fabrication,handling,shipment and installation of components. necessary. 7.Designassumes adeqne drainage is f sR f�L 6.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII 111111 IIIVIIIVIII VIII VIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincide with jointcenterche. 9.Digits indicate size of plate In inches. r- 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:12r31/2015 11 IIIIIII 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 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2- 3=(-4158) 1779 17.18=(-1262) 3045 17- 4=( -186) 353 WEBS: 2x4 KDDF STAND 3- 4=(-3725) 1660 18.19=(-1439) 3656 4.18=( -191) 182 LOADING 4- 5=(-3215) 1467 20.21=( 0) 0 18- 5=( -402) 1134 TC LATERAL SUPPORT <= 12"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'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5. 7=(-2846) 1359 21-22=(-1559) 4171 7-19=( -269) 907 TOTAL LOAD = 42.0 PSF 7- 8=(-4286) 1837 22-23=(-1449) 3686 8-19=( -85) 46 B- 9=(-4282) 1836 23.15=(-1108) 2440 19- 9=( -253) 596 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-4019) 1727 21- 9=( -822) 404 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3994) 1670 21-10=( -192) 106 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.13=(-2515) 1227 10-22=( -310) 220 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.13=( 0) 0 22.11=( -80) 536 OVERHANGS: 10.0" 10.0" 13.14=(-2863) 1308 11-23=(-1427) 576 BOTTOM CHORD CHECKED FOR 1OPSF 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,M2OHS,M18HS,M16 = MiTek MT series BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA JT 15: Heel to plate corner = 2.00" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -300/ 1775V -89/ 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 osf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" 9-11-11 20-00-10 9-11-11 MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.381" @ 21'- 6.8" Allowed = 1.954" 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" T T ' T ' T ' T T MAX TL CREEP DEFL = -0.001" @ 40'- 10.0' Allowed = 0.111" 2-01-12 2-10-04 1 8-05 2-01-12 5-04-05 2-03-0 3-10-08 T f ' ' f--1 'f ' T '' ' T '' T MAX HORIZ. LL DEFL = -0.131' @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.207" @ 39'- 6.5' l' 8-00 f T 8-00 DESIGN ASSUMES MOISTURE CONTENT DOES 12 M-5x6(S) 12 NOT EXCEED 19%AT TIME OF MANUFACTURE. 6.00 I/ "I6.00 Design conforms to main windforce-resisting M-5x6 3x4 M-3x4 12 M-4x6 system and components and cladding criteria. 5 M-1 5x4 p, 5" =M-4x4 3 7 B 9 1 11 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x4 y k 31? (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), c, q M-1.5x4 load duration factor=l.6, Li-) M 1.5x4 4 Truss designed for wind loads 0 o Mo M 3x8 _ �s�T in the plane of the truss only. r` N 0 f-o o o 1 18 2i 21 .... 23 .,.1 6-o 0 o M-5x10 M-3x8 M-6x10 0.2 � M-3x8 M-3x8 c M-3x4+ M-3x4+ M-4x12 a 2.75 1,89 v M-5x8(5) 12 12 2-005-06-12 6-04-04 1-y0-1 y 9-03-04 8-02-04 7-06-12 yy y y 0-1)0 2-00 11-11 y2-00 24-01 0-10 10 13-11 26-01 J, y y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH3 3pale: D.,4QD ,0 " o s0 WARNINGS: GENERAL NOTES,unless otherwise noted: /1) '. -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 'Cr1.` 2410 E �.1" Truss: AH3 and Warnings before construction commences. building component.Applicability of design parameters and proper • incorporation of component is the responsibility of the building designer. Aide 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by * is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .,....."‘M111/.." - DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 10 /� 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 ((f SEW. : 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, y� j+ 11M !� design loads be applied to any component. and are for"dry condition"of use. / -''�},' 1 oo -.}{.. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if 2 necessary. �i' 1w 6 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. i R R 1 L 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of twos,and placed so their center VIII VIII VIII III IIII II I VIII I I IIIITPINVECA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPI RES:12131/2201 5 1111 01111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.15=(-1267) 3488 15- 3=( -161) 663 21-12=(0) 204 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4158) 1554 15.16=(•1096) 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. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4286) 1560 19.20=(-1292) 4171 6-17=( -275) 907 TOTAL LOAD = 42.0 PSF 7- 8=(-4282) 1558 20.21=(-1162) 3686 7-17=( -85) 56 8- 9=(-4019) 1481 21-13=( -978) 2440 17- 8=( -184) 596 NOTE: 2x4 BRACING AT 24"00 UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-3994) 1421 19- 8=( -822) 337 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=(-2515) 1026 19- 9=( -182) 104 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=(-2863) 1085 9-20=( -310) 224 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.13=(-2908) 1176 20-10=( -84) 536 OVERHANGS: 10.0" 10.0" 13-14=( 0) 42 10.21=(•1427) 518 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 11-21=( -266) 918 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C,CN,C1B,CN1B (or no prefix) = CompuTrus, Inc BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) JT 13: Heel to plate corner = 2.00" 0'- 0.0" -235/ 1775V -89/ 89H 5,50" 2.84 KDDF ( 625) 40'- 0.0" -236/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 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 3 01 07 3-01-04 5-07-13 5-04-05 5 01-02 4-01-03 3-10-08I Design conforms to main windforce-resisting 1 system and components and cladding criteria. 2-08-08� 12-08-05� -01-11 12 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-5x6 M-3x4 M-5x6(S) 6.00 (All Heights), Enclosed, Cat,2, Exp,B, MWFRS(Dir), 6.001/ 5 M-3x4 M-1,5x4 B 0 t25�� =M-4x4 M-4x6 load duration factor=1.6, 10 1 Truss designed for wind loads M-3x4 i} y -E ±k in the plane of the truss only. ,r 4 M-1.5x4 o M-1.5x4 iv + 2 v CD M-3x8 3/ �` oo� :::it 1 '7''-'-----41''- '15 M-5x10 s 1718 19 s� _ 4 o 0 o M-3x4+ M-3x8 M-6x10 19 0.25�D M 3x8 M-3x8 21 1 0 M-3x4+ 1 B9 v M-4x12 M-5x8(S) - 2.75 12 y y2-00, 5-06-12 6-04-04 1-00-12, 9-03-04 8-02-04 7-06-12 ,, ,, 0-1,9 2-00 11-11 ,,2-00 24-01 Oy 10 y y 13-11 26-01 y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-6 NH - AH2 Scale: 0.1550 , 0PRO s,�t 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 t,'� . i* E ,(.-^ Truss: AH 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. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top pand ec bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'pc.and at 10'pc.respectively unless braced throughout their length by DATE: 7/11/2014 responsibilitybuilding designer. 2x Impact bridging such l bracingas equire sheathing(TC)s and/orndrywall(BC). rr�r it the overall structure is the res onsibili of the 3.coti brid in or lateral plywood heat where shown++ 4SEQ. : 5992802 .No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON fasteners are complete and at no time should any loads greater than 5.Design mes trusses are to be used in a non-corrosive environment, N TRANS I D: 403334 .. design loads be applied to any component. and are for"dry condition"of use. ,/ .+� 5.CompuTrus has no control over and assumes no responsibility for the 5.Design assumes full bearing at all supports shown,Shim or wedge if 14, 2. 1y necessary. A fabrication,handling,shipment and installation of components. fi V 7.Design assumes adequate ne tinace isprovided.truss, C LL--��nt^� 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 rl rl�t. III II III III Ill IIII 1111IIII TPI/WfCA In BCSI,copies of which will be furnished upon request. git coincide with jointcenterche. 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-1888(MiTek) EXPIRES:12/3112015 11111111IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40-00-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 42 2-14=(-3052) 8834 14- 3=( -652) 2126 10.20=(-562) 1884 2x6 KDDF #1&BTR T2, T3 2- 3=(-10036) 3504 14.15=(-2800) 8048 3-15=( -842) 308 20-11=(-288) 726 BC: 2x6 KDDF #1&BTR LOADING 3- 4=( -7926) 2942 15-16=(-4330) 11250 15- 4=( -860) 2530 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( -7068) 2654 16.17=(-5512) 14076 15- 5=(-4662) 1980 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=(-11444) 4480 17.16=(-5048) 12796 5.16=( -398) 1412 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 34'- 0.0" V 6- 7=(-14240) 5666 18-19=(-5020) 12570 16- 6=(-2954) 1272 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 34'- 0.0" TO 40'- 0.0" V 7- 8=(-12464) 5012 19-20=(-4110) 10414 6-17=( -414) 1192 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 40'- 0.0" V 8- 9=(-11704) 4500 20.12=(-1888) 5362 17- 7=( -946) 2576 9.10=( -5842) 2162 18- 7=(-2594) 1180 NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 10.11=( -6516) 2378 18- 8=( -114) 122 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 34'- 0.0" 11.12=( -6230) 2234 8.19=(-1142) 820 12.13=( 0) 42 19- 9=( -392) 1702 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9-20=(-4962) 2222 OVERHANGS: 10.0" 10.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0' -1152/ 3391V -65/ 65H 5.50" 5.43 KDDF ( 625) M,M20HS,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 9" oc in 1 row(s) throughout 2x4 top chords, 'COND. 2: Design checked for net(-5 psf) uplift at 24 'cc soacing.� 9" oc in 2 row(s) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 rows) 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), load duration factor=1.6, 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 2-10-15 3-00-12 in the plane of the truss only. f • 320# �f320# 12 12 a 6.00 6.00 V M-7x8(S) M 4x10 M 5x8 =M 6x4 M-4x4 0"�5" M-9x10 0-5x6 Tr %M-4X43, 1 1./� M� ", M 1.5x4 C:3 o o M-3x10 i� �/�ill ill ' o to v 1 X14 15 16 17 '7"1-44.� 6e ..-.tt�3 o 0 o M-6x8 M-4x10 =M-4x4 =M-10x10 18 20 0.251'9 M-4x10 M-3x8 0 0 o M-3x4+ M18HS-7x14 M-3x4+ ... 2.75 M 3x4+ =M-8x8(S) M-3x4+ 12 2.75 0 y /2-11-0411 y 12 , ,/, ,, ,, y y , -05-06 4-06-12 4-05 y2-0 9-02-04 9-00-08 5-04-12 , l o 1p 2-05-08 11-11 2-00 23-07-08 Q 1p 0-10 40-00 0-10yy JOB NAME : POLYGON PLAN 5-B NH - AH1 Scale: 0.1548 � `�c0 P O,E. 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 C•• !.I1�.11 t.,. �I- Truss: 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 bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Po Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). s,.. WM!.. 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. -Z7 OREGON 1.0 SEQ. : 5992803 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L- "j' r�, .. /`., design loads be applied to any component. and are for"dry condbion'of use. < '11'' �^- TRAN S 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 14, °y fabrication,handling,shipment end installation of components. necessary. ��6q` t� 6+ P 7.Design assumes adequate drainage is provided. -�ry RI�.-�^ 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111 TPIM?CA in BCSI,copies of which will be furnished upon request. git coincide twith joint ate nr che. 0.Digitssindsize 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:12,131/2015 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 osf) uplift at 24 "oc spacing.' TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"0C. 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. Connectorplateprefix designators: DL ON BOTTOM CHORD = 10.0 PSF 9 TOTAL LOAD = 42.0 PSF C,CN,CI8,CNI8 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h= oft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Ror equal typical at stud verticals. Referer to CompuTrus gable end detail for 4-09 4-09 complete specifications. T T T 12 12 6.00 I/ \I 6"00 IIM-4x4 A 3 I I co 0 N to 2 4 O� M O of- 1 - - - - 5 . 0 M-3x4 M-3x4 y y y y 0-10 9-06 0-10 JOB NAME : POLYGON PLAN 5-B NH - Cl Scale: 0.6187 ���. `� �rvl°ir? :2 WARNINGS: G.This design unlessdupon otherwisehnoted:at�C. 11111 ri r .� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual }L, 1.1„1111"„t... Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper Aep 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �,r+�±,♦irs o DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ (t. 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. .� OREGON j� SEQ. : 5992804 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �„ .`G design loads be applied to any component. and are for"dry condition"of use, c�. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if v 14. fabrication,handling,shipment and installation of components. ecessary. J-...7,11A10- 6. �j 7.Designlaesassumes adequate ne dthinac a is tru ,provided. R' 14,.. 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 111111111111111111111 TPI WfCA in BCSI,copies of which will be furnished upon request. git coincide with jointcenterche. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 15.For basic connector plate design values see ESR-1311,ESR-1988(MiTck) 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#1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2- 7=(-252) 1166 3- 7=(-283) 205 BC: 2x4 KDDF 1$1&BTR SPACED 24.0" O.C. 2- 3=(-1392) 328 7- 8=( -95) 772 7- 4=(-101) 446 WEBS: 2x4 KDDF STAND 3. 4=(-1216) 326 8- 6=(-246) 1169 4- 8=(-101) 450 LOADING 4- 5=(-1218) 339 8- 5=(-287) 206 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1395) 339 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 10.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -143/ 961V -92/ 98H 5.50" 1.54 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 6.0° -107/ 860V 0/ OH 5.50" 1.38 KDDF ( 625) C,CN,CI8,CN1fi (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND, 2: Design checked for net(-5 psf) uplift at 24 "oc soacing.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10,0" Allowed = 0,111" MAX LL DEFL = -0.037" @ 13'- 5.8" Allowed = 0.979" MAX TL CREEP DEFL = -0.075" @ 13'- 5.8" Allowed = 1.306" MAX HORIZ. LL DEFL = 0.016" @ 20'- 0.5" i MAX HORIZ. TL DEFL = 0.026" @ 20'- 0.5° DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 10-03 10-03 f - f Design conforms to main windforce-resisting 5-03-14 4-11-02 4-11-02 5-03-14 system and components and cladding criteria. T T T T T Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.001/ M-4x6 \I 6.00 load duration factor=l.6, 4.0" Truss designed for wind loads 4 in the plane of the truss only. ii v t M-1.5x4 M-1°5x4 1- LC) /0 1.0 L".) M 0 a7 RI /- O 8 *+fi O M-3x4 0.25" M-3x4 M-3x4 O M-5x6(S) y y ), y 7-00-03 6-05-11 7-00-03 y y 0-10 20-06 PROpe JOB NAME : POLYGON PLAN 5-B NH - D2 Scale: 0.2933 � � G NI4 --/A� WARNINGS: GENERAL NOTES,unless otherwise noted: �{(//1) . 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual G't , +! E .r" Truss: D2 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. /. esigner. /. • 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .r DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 1Z o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ",- DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+* 1Mkr 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. -� {)RE[a'©�f tti SEQ. : 5992805 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are lobe used in a non-corrosive environment, N /`. design loads be applied to any component. and are for"dry condition"of use. / '� 2- 15 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 14, t�-1y necessary. /� ht V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. , 111R10,-- 6. 11 R 1 Y 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111 TPI/WTCA in aCSI,copies of which will be furnished upon request. git coincide with jointacenter lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXP(RES:12/31/2015 111111411 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 TO 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 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M-1.5x4 or equal at non-structural BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.000" @ 11'- 0.0° Allowed = 0.083" vertical members (uon). 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 T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14-03 1-06 4-09 load duration tactor=1.6, "( Truss designed for wind loads 12 -M-4x4+ 12 in the plane of the truss only. f 6.00 I/ \I 6.00 Ah M-4x6- U 3 0 4141.10, U) AP M-3x4+ co 0 1 c� 0 0 o 5 =4 0 M-3x6(S) M-3x6 M-1.5x4 M-3x4 0 1- y y 11-05-08 y y 15-09 4-09 y y y 0-10 20-06 JOB NAME : POLYGON PLAN 5-B NH - D1 Scale: 0.2992 4' , C,P WARNINGS: GENERAL NOTES,unless otherwise noted: 11 .a` 17 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual .!92 i, E Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper G 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 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 Iii continuous sheathing such as plywood in ere and/or drywall(BC). ,, smss, DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -it Cr /� 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON kr SEW. : 5992806 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �4, /✓4-7 p.\ir A design loads be applied to any component. and are for"dry condition"of use. �^ .tj • TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if 0 1" 14, T necessary. pp t5. fabrication,handling,shipment and installation of components. ''d. R A'4 6.This design is furnished subject to the limitations set forth by7.Designassumes adequateatedon drainage is truss,a IIIIIII VIII VIII IIIIIII IIII VIII IIII IIII 9 1 8.Plates shall be both faces of truss,and placed so their center TPI/WfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. C* MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111 11 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" 0.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) 0'- 0.0" -96/ 594V -50/ 57H 5.50" 0.95 KDDF ( 625) OVERHANGS: 10.0" 0.0" 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 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 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" 5-10 5-10 MAX HORIZ. TL DEFL = 0.006" @ 11'- 2.5" DOES 12 t2 NOTIGN EXCEEDU119% ATESITIMEEOFONTENT MANUFACTURE. 6.00 I/ I I M-4x4 \I 6.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 31(....-1( 1M44444 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=1.6, Truss designed for wind loads in the plane of the truss only. 0 CO 0 cO C3 'Cr 1 m JAI -,/. t 5 4 ** 0 0 M-3x4 M-1.5x4 M-3x4 J, y 5-10 5-10 1, y y 0-10 11-08 JOB NAME : POLYGON PLAN 5-B NH - E2 Scale: 0.4999 r- /Gf/N -5i WARNINGS: GENERAL NOTES,unless otherwise noted: 4t/ .2'. {// -# 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 individualS Truss: E2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown♦, incorporation of component is the responsibility of the building designer. r'- " 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by � � P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ". 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. -p ,f,OREGON ,), A.SEQ. : 59928 07 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, s•7 S design loads be applied to any component. and are for"dry condition"of use. / 4j, rZ ��`� - 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 14, necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R A11~\r" 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 VIII VIII III I IIII VIII VIII VIII IIIIIII TPI WTCA in BCSI,copies of which will be furnished upon request. git coincideitwith jointcenterche. 9. Digitssidsize of platein inches.li . MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12//3112015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" ICOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"OC, UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"0C. 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: C,CN,C18,CN1B ( r no prefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer or equal typical at stud verticals. Refer to CompuTrus fable end detail for 5-10 5-10 complete specifications. T 12 12 6.00 1/ I I M-4x4 "\I 6.00 A- 3 c, C') O C') 2 4 M M O O� o� I //////////////////////////////////////////////////////////////////////////////////////////// 5 o O o M-3x4 M-3x4 J, y y ), 0-10 11-08 0-10 JOB NAME : POLYGON PLAN 5-B NH - El Scale: 0.5949 ��' -: t5+'L9 WARNINGS: GENERAL NOTES,unless otherwise noted: {jj// 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 ♦. P 0 E rTruss: E 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. . P 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). lt.. f, DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ,*' j 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. -�L A OREGON to SEQ. : 5992808 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, \t) design loads be applied to any component. and are for"dry condition"of use. / .t/�,. ,2, ,.1 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �} 14, �S fabrication,handling,shipmentnecessary. [� and installation of components. 7.Design assumes adequate drainage is provided. Men RIO- 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 VIII VIII II I VIII VIII VIII VIII III IIII TPIAMCA in SCSI,copies of which will be furnished upon request. git coincidewith jointcenter lines. 9.Digits indicate size of plate in inches. c MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 20-06-00 IBC 2012 MAX MEMBER FORCES 4WR/DOF/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) IC 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 SQ.IN. (SPECIES) 0'- 0.0° -304/ 1451V -41/ 104H 5.50° 2.32 KDDF ( 625) Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" -302/ 1384V 0/ OH 5.50" 2.21 KDDF ( 625) Hangers attached to the bottom chord REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. will have 1.5" max. nail penetration. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP COND. 2: Design Checked for net(-5 psf) 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 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 TO PANEL TL DEFL = -0.097" @ 3'- 0.5" Allowed = 0.484' M,M20HS,M18HS,M16 = MiTek MTS series 5-08-04 0-03-12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 8.2" MAX HORIZ. TL DEFL = 0.000" @ 5'- 8.2" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.001/ NOT EXCEED 19%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(Dlr), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. co O O CO m Of_ CO �� MMilillI ct _� ** 4 O M-5x16 M-3x10 y y 1, 5-08-04 0-03-12 y y 6-00 pe JOB NAME : POLYGON PLAN 5-B NH - F1 -GIRD Scale: 0.5462 �� ,,`0n,° 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 G?;� ♦ •• E -r- Truss: Fl -GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �/ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,,,a ' , DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /� 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 ((f SEW. : 5992809 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 1 �4` /� design loads be applied to any component. and are for"dry condition"of use. / '91' �� �- TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if 14, A fabrication,handling,shipment and installation of components. Dnecessary. !� V. P P 7.Design assumes adequate drainage is provided. {i �,,,. 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 1111111111 1111 111 111 VIII 1E 11 TPI WTCA in BCSI,copies of which will be furnished upon request. lines coincideictwithzJointcenterches 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 6-00-00 GIRDER SUPPORTING 11-08-00 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"0C. 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( 120.8)+DL( 102.2)= 223.0 PLF 0'- 0.0" TO 6'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -170/ 881V -41/ 104H 5.50" 1.41 KDDF ( 625) Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" -175/ 841V 0/ OH 5.50" 1.35 KDDF ( 625) Hangers attached to the bottom chord REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. will have 1.5" max. nail penetration. (COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.( ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR DOPSF LIVE LOAD. TOP 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 .j ,r MAX HORIZ. TL DEFL = 0.000" @ 5'- 8.2" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 NOT EXCEED 19% 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=1.6, Truss designed for wind loads in the plane of the truss only. M 0 4 O C,) r) /- �� JIo M-5x16 M-3x10 ** ), ), y 5-08-04 0-03-12 y y 6-00 JOB NAME : POLYGON PLAN 5-B NH - F2-GIRD Scale: 0.5462 `� Fe �` 4 °tIP 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 'Ct.' s t5 +ll E Truss: F2-GIRD end Warnings before construction commences. building component.Applicability of design parameters and proper 77 4 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS2'o.c.and at 15'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). Alipper s,r/rr. DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown** y' J�� S /� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 A OREGON ^</ E Q. : 5992810 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 4- 'if ,,`1,x A TRANS I D: 403334 design loads be applied to any component, and are for"dry concondition"on"of use. / }• r .,1 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 0 14, cyT fabrication,handling,shipment and installation of components. necessary. s 7.Design assumes adequate drainage is provided. R R`��,,. 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 VIII HIM 1111111011110 I IIIIIIIIVIII IIII III) TPINVECA in BCSI,copies of which will be furnished upon request lines coincidewithjoint center lines. 8.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 111 IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 8.9" ICOND. 2: Design checked for net(-5 ost) uplift at 24 "oc spacing.I TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. NOT EXCEED 19%AT SIUR OF MANUFACTURE. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.AND or equal typical at stud verticals. Refer to CompuTrus gable end detail for 4-04-08 4-04-07 complete specifications. T T T 12 12 6.00 I/ \I 6.00 IIM-4x4 3 A— I I n- 0 CO O N 4 Cr) CO �� 1 �O 0 /////////////////////////////// //////////////////////////////////// 0 M-3x4 M-3x4 y 1, y 0-10 8-08-15 JOB NAME: POLYGON PLAN 5-B NH - G1 sale; D.6079 ��,` °P,R0F la s WARNINGS: GENERAL NOTES,unless otherwise noted: l/y - �+ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4 ‘ 11`. P. •�L.e E. Truss: G 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. r" 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at .✓ DES. BY: BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'u.c.respectively unless braced throughout their length by P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ..,,-' " DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ fI- 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 `,, SEQ. : 5992811 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, ,� rl design loads be applied to any component and are for"dry condition"of use. / '`�}' re'(} S 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 A� 14, n fabrication,handling,shipment and Installation of components. necessary. it 1,.- V P P 7.Designtasassumes adequate both drainage iso truss, { R �.,, 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center VIII VIII VIII IIII IIIIIIII IIII I I IIII TPI/WfCA in SCSI copies of which will be furnished upon request. git coincide with jointcenter che. 9.Digitssoticde size oplate in inches.. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXP(RES:1 2/311 201 5 1E1110111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 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=(-63) 29 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: LL = 25 PSF Ground Snow (Pg) 5'- 3.0" -5B/ 140V 0/ OH 1.50" 0.22 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(_-5 osft 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 TC PANEL TL DEFL = -0.046" @ 3'- 0.0' Allowed =. 0.454" MAX HORIZ. LL DEFL = -0.000" @ 5'- 2,2" 12 MAX HORIZ. TL DEFL = -0.000" @ 5'- 2.2" 4.00 3DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting cr system and components and cladding criteria. A Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,n (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads o in the plane of the truss only. M-3x4 `V in M - - 0 c) 1 2>< 4.2% 1 y y 1-02-04 'PROVIDE FULL BEARING;Jts:2,4,31 5-03 JOB NAME : POLYGON PLAN 5-6 NH - G3 Scale: 0.7536 ` . �,0 , WARNINGS: GENERAL NOTES,unless otherwise noted: 11 . . 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual e !!. Pee(i . E f-^ Truss: G3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,r.. 'wow DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1/ Cr /� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -� OREGON ' S EQ umes trusses ere to be used in a noncorrosive environment, �„ � TRANS I D: 403334 design loads be applied to any component and are for"dry condition"of use. ,/h, �` 2° c5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if V 14, �a fabrication,handling,shipment and installation of components. necessary. / 5 7.Designassumes atedadequate drainagehis press,a. ) R j t,. 8.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center II II VIII VIII'III'III 'III VIII III'III TPINVECA in BCSI,copies of which will be furnished upon request. git coincideiindicate with jointain che. 9.Digits indicate size of plate in inches. C MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1088(MiTek) EXPIRES:12/31/2015 IIIIIIII VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.) TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF p1&BTR SPACED 24.0" O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 30.0 PSF DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.AND or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 12 4.00 t/ 3 0 10001 0 Iallil w-, N 2 LLT/- 0 III /— 1 O 4 M-3x4 1, // y 1-02-04 5-03 JOB NAME : POLYGON PLAN 5-B NH - G2 sale: 0.7728 Irl ok .,0 P ()Fe is, � WARNINGS: GENERAL NOTES,unless otherwise noted: -y? 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individua4z/7 •{ 2 i i E Y{ Truss: G2 and Warnings before construction commences. building component.Applicability of design parameters and proper ys 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.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length bye P IY 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 S* ♦ et 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -� ,4��OREGON 4." SEQ. : 5992813 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non corrosive environment, G. "F7 q tx A. design loads be applied to any component, and are for"dry condition"of use. / "4}.• 9,4 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 s ,i... fabrication,handling,shipment and installation of components. necessary. ��y/`L:ttyy P P 7.Design assumes adequate drainage is provided. `' r7 R f L.V' 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111 TPIMlrCA in BCSI copies of which will be furnished upon request. git coincide with jointacenter lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./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 11110111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-94) 79 1-4=(-44) 58 2.4=(-233) 166 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-10) 4 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. 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 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'GOND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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 -05-1r2 MAX HORIZ. TL DEFL = 0.000" @ 6'- 7.7" 12 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 4.00 V Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x43 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=l.6, iic Truss designed for wind loads 1 in the plane of the truss only. Lr) co 0 N N- 0,„,- <I- MN ii - O,„,-Vii O/- -V O 1►IN ►t4 M-3x4 M-1.5x4 1, ), 6-07-12 0-05-12 y y 7-01-08 JOB NAME : POLYGON PLAN 5-B NH - G4Scale: 0.5588 1�. N) tp 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 a'411146}G, P Truss: G4 and Warnings before construction commences, building component.Applicability of design parameters and proper m 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 ,/r 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). ,.,z ,�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++ -10 It It I� 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -y OREGON 4/ S E lar !�, 1, t}r A TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. j 2� 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if 4. 1 4, 1. fabrication,handling,shipment and installation of components. necessary. s'' 7.Design assumes adequate drainage is provided. -r -R1=00- 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 1111111111111111111 TPI WTCA in BCSI,copies of which will be furnished upon request. Digit coincideialwith jointcenterches 9.Digits indicate size of plate In inches. p 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:12/31/2015/20155 1E111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 1.5" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] IC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE, TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 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 = 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.AND or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 12 2 - 4.00 V 1- 0 0 CV 1 0� Cr III0 3 M-3x4 1, 5-01-08 OFF JOB NAME : POLYGON PLAN 5-B NH - G5 Scale: 0.8258 co ,itGINE' A,� WARNINGS: GENERAL NOTES,unless otherwise noted: "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 1Lr M t $ E 4" Truss: G5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at J DES. BY: BS s the responsibility of the erector.Additionalpermanent bracingof 2' and at 10'o.c.respectively unless braced throughout their length by � glut//► P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ CC. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -7 A_OREGON to SEQ. : 5992815 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L "% As, TRANS I D: 403334 design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition"of use. / ') 2,a -�,. e.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. 7.Designlaesassumes adequate ne dthi face istruss, provided. )1F110." 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII IIII I II VIII IIII II I IIII TPI/VYfCA in BCSI,copies of which will be furnished upon request. git coincide with jointcenter nche. 9.Digits inisize of tplate in inches. p MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES.12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2.8=(0) 0 BC: 2x4 KDDF til&BTR SPACED 24.0" O.C. 2.3=(-366) 181 3.4=(-259) 116 IC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-189) 85 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-105) 55 DL ON BOTTOM CHORD = 10.0 PSF 6-7=( -42) 19 OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE 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 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13'- 11.2" -134/ 272V 0/ OH 1.50° 0,35 KDDF ( 625) 17'- 11.2" -107/ 214V 0/ OH 1.50" 0.27 KDDF ( 625) 19'- 10,9" -16/ 33V 0/ OH 1.50" 0.05 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) 7-09 12 12-01-03 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100° -/ 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' 6 M MAX IC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ, LL DEFL = -0.007" @ 19'- 10.2" i, MAX HORIZ. TL DEFL = -0.007" @ 19'- 10.2' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 5 Design conforms to main windforce-resisting 6.0017' 0 system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), o load duration factor=1.6, 4 T Truss designed for wind loads o in the plane of the truss only. M-3x6(5) %' 0 0 r 3 M 0 8m' 0 M-3x4 ; y y y 0-10 6-00 13-10-15 IPROVIDE_EULL_BFARING;Jts,2.8,3.4,5,6,71 JOB NAME : POLYGON PLAN 5-B NH - J10 Scale: 0.2814 �5'S `9.�a� ro WARNINGS: GENERAL NOTES,unless otherwise noted: f{j/tO1 -0. 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 to 7G e E r' Truss: J10 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 p y 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 e n #' 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -p a,OREGON to 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, I,,, "y \� /� design loads be applied to any component, and are for"dry condition"of use. / '.r 2(} 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 AI14, P fabrication,handling,shipment and installation of components. neessary. 'r'Ij 7.Design assumes adequate drainage is provided. f R y O%.. 6.This design is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center illlll VIII VIII(III VIII(III)VIII(III(III TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincideictwith jointcenterche. 9.Digits indicate size of plate in inches. p 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 17'- 11,7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2-7=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-327) 162 3-4=(-220) 97 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-154) 70 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5.6=( -69) 32 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -23/ 352V -69/ 301H 5.50" 0.56 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -168/ 347V 0/ OH 1.50" 0.44 KDDF ( 625) 9'- 11.2" -113/ 224V 0/ OH 1.50' 0.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.2" -144/ 295V 0/ OH 1.50" 0.38 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17'- 11.7" -51/ 104V 0/ OH 1.50" 0.17 KDDF ( 625) ;COND. 2; Design checked for net(-5 ssf) uplift at 24 "oc spacing.; VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" 7-09-12 10-01-15 MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX IC PANEL LL DEFL = 0.030" @ 3'- 7.4" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" j1 MAX HORIZ, LL DEFL = -0.005" @ 17'- 10.9" MAX HORIZ. IL DEFL = -0.005" @ 17'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES 5 NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 12 41 system and components and cladding criteria. 6,00 Wind: 140 mph, h=23,7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 load duration factor=l.6, Truss designed for wind loads a in the plane of the truss only. M-3x6(5) 0 O CO i 3 M 0 O ch 1 fi 7-z. --/. O M-3x4 1, ), J, y 0-10 6-00 11-11-11 ;, I ." 1 P re JOB NAME : POLYGON PLAN 5-B NH - J9 Sale: 0,30„ GINE o WARNINGS: GENERAL NOTES,unless otherwise noted: tcf I 4 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4t-� C 1 e E 1-- Truss: J9 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2' and at 10'o.c.such as 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). ",a DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ♦ 1 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 tt f SEQ. : 5992817 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, �. \� Ar, design loads be applied to any component. and are for"dry condition"of use. / ''�k +-� 4 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if 14, necessary. /1/: ! fabrication,handling,shipment and installation of components. 7.Design Vy assumes adequate drainage Is provided. <!�RIO' �. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11 II VIII IIII IIII VIII Hill II ill TPI/WTCA in BCSI,copies of which will be furnished upon request. Digit coincideictwith joint ate In ches 9. Digits indicate size of plate in inches. MiTek USA,IDC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2.7=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2.3=(-287) 142 3.4=(-1B4) 79 TC LATERAL SUPPORT <= 12"OC. 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -23/ 353V -61/ 265H 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" -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 1.5D" 0.05 KDDF ( 625) (COND. 2: Design checked for net(-5 psf) 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" @ 0'--10,0" Allowed = 0.111" 6 MAX TC PANEL LL DEFL = 0.031" @ 3'- 7.4" Allowed = 0.397° MAX TO PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" It MAX HORIZ. LL DEFL = -0.004" @ 15'- 10.9" 5 MAX HORIZ. TL DEFL = -0.004" @ 15'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 6.00 V system and components and cladding criteria. 4 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0load duration factor=1.6, Truss designed for wind loads v in the plane of the truss only. 0 co 3 co O O 1 ..,-,. rigini 7►z. -/ O M-3x4 1, 1, J, 0-10 6-00 9-11-11 IPROVIDE FULL BEARING;Jts:2,7,3,4,5,61 JOB NAME : POLYGON PLAN 5-6 NH - J8 _ PR 04. <,'IN 61 Scale: 0.3315 ,`a<` 0 9 92q 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 t,'t�, v{ • E r Truss: J8 and Warnings before construction commences. building component.Applicability of design parameters and proper ,1„... 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c,respectively unless braced throughout their length by �r is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,,f„�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++ y$' CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -� �1�OREGON to SEQ. : 5992818fasteners 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 +7" \� INTRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. ,/ k �� ,S 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if c y $P fabrication,handling,shipment and Installation of components. necessary. 7.Designassumes atedadequate drainage is sed. R RIO' 6.This design is furnished subject to the limitations set forth by 8,Plates shall be located on both faces of truss,and placed so their center 1111111111111111 TPINYfCA in BCSI,copies of which will be furnished upon request. git coincide with joint center lines. 9.Digits indicate size of plate in inches, q MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 110111E111 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" O.C. 2-3=(-246) 122 3.4=(-148) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -67) 31 BC LATERAL SUPPORT <= 12°0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE 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/ 338V 0/ OH 1.50" 0.43 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -129/ 265V 0/ OH 1.50" 0.34 KDDF ( 625) 13'- 11.7" -51/ 109V 0/ OH 1.50" 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.031" @ 3'- 7.4" Allowed = 0.397" 5 -/ MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.596" ° MAX HORIZ. LL DEFL = -0.003" B 13'- 10.9" MAX HORIZ. TL DEFL = -0.003" B 13'- 10.9' DESIGN ASSUMES MOISTURE CONTENT DOES 12 NOT EXCEED 19%AT TIME OF MANUFACTURE. 6.001/ 4 Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads v in the plane of the truss only. 0 3 n 0 CO -7 O1venni 6.'17" M-3x4 y y j, . ), 0-10 6-00 7-11-11 (PROVIDE FULL BEARING:Jts:2.6.3.4.5I JOB NAME : POLYGON PLAN 5-B NH - J7Scale: 0.3795 ,��`` GN t9 WARNINGS: GENERAL NOTES,unless otherwise noted: Z'3 j/!/1 -Y.Jjr "Trus1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4:t. t G e,R E r"- Truss: s: J7 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. Y 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,:+,"r!M!..- Amor DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ♦ (Z` 4.No load should be applied to any component until after all bracing and 4. Installation of truss Is the responsibility of the respective contractor. `y7 A_OREGON kr SEQ. : 5992819 fasteners are complete and at no time should any loads greater than 5.DesignP q" 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. / '1}r r-O - - TRAN S I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if �I 14, fabrication,handling,shipment and installation of components. necessary. 'V! k_°' 7.Designlaesassumes adequate ne drainagehis tru ,provided. {l R �.. 8.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III VIII I III I(III II II III I III(IIITPI/WfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint centertelines. indicate 9. Digits tc size of cin 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 IIIIIINIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1 00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 Q BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-208 ) 105 2 -6=(0) 0 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 BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 352V -45/ 198H 5.50" 0.56 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -159/ 354V 0/ OH 1.50" 0.45 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -92/ 187V 0/ OH 1.50" 0.24 KDDF ( 625) 11'- 11.7" -19/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13OND. 2: Design checked for net(-5 PO) uplift at 24 "oc soacing.1 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" 5 MAX TC PANEL LL DEFL = -0.030" @ 2'- 11.9" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.050" @ 2'- 11.9" Allowed = 0.596" 0 MAX HORIZ. LL DEFL = -0.002" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 11'- 10.9" 12 4 DESIGN ASSUMES MOISTURE CONTENT DOES 6.001/ 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 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 v Truss designed for wind loads o in the plane of the truss only. 0( to c,) c-3„,_ 1 =� -/ 0 M-3x4 y y y 0-10 6-00 5-11-11 (PROVIDE FULL BEARING:Jts:2,6,3.4,51 JOB NAME : POLYGON PLAN 5-6 NH - J 6sale: 0.4200 OP9 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 4. 1.9 r a E 17 r• Truss: J6 and Warnings before construction commences. building component.Applicability of design parameters and proper GGGG 2.204 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ��► continuous sheathing such as plywood in ere and/or drywall(BC). .„.. WI!a DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ p 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. : 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, 4- , . .., design loads be applied to any component. and are for"dry condition"of use. 4,1 / .fJ "l 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 1 t} Z� necessary. pI ` fabrication,handling,shipment and installation of components. 'rT� V 7.Designassumes adequate ne dthi age is press, is CC--�� 6.This design is furnished subject to the limitations set forth by 8,Plates shall be located on both faces of truss,and placed so their center rl��," VIII VIII VIII(III VIII VIII VIII(III(IIITPI/WfCA in BCSI,copies of which will be furnished upon request. lines coincide withjoint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-170) 99 3.4=( -76) 34 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 350V -37/ 166H 5.50" 0.56 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -164/ 368V 0/ OH 1.50" 0.47 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -45/ 90V 0/ OH 1.50" 0.14 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX 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 I/ DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, c/: Truss designed for wind loads o in the plane of the truss only. to m o, o/- 1 5�� -V 0 M-3x4 ,1 ), y y 0-10 6-00 3-11-11 'PROVIDE FULL BEARING;Jts:2,5,3,4' JOB NAME : POLYGON PLAN 5-B NH - J5 Scale: 0.4887 �� �` /+/rv1:6><2,., WARNINGS: GENERAL NOTES,unless otherwise noted: <i + ( J r -rf1.Builder and erection contractor should be advised of all General Notes 1.This design 1s based only upon the parameters shown and is for an individual " a .. r- Truss: J5 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. ,r01"' 3.Additional temporary bracing to insure stability during construction 2. 111.111 Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �► po ty 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++ 1M CC. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON t(/ SEQ. : 5992821 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. +tiQ +1., design loads be applied to any component. and are for"dry condition"of use. f '`��"' 'Z���'�{-- TRAN S 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 14, necessary. MSR A ILA" fabrication,handling,shipment and installation of components. 7. necessary. ss assumes adequate drainage is provided. rl 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII'III VIII VIII VIII'III'IIITPI VYfCA in BCSI,copies of which will be furnished upon request. Digitssgit coincide with jointcenterin lines. 9. i oini dt size ofplate 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 11111110111 IIIA( IIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2.5=(0) 0 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2.3=(-126) 92 3.4=( -64) 25 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 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,C18,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 ICOND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacing"I 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 V 01 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. 0Design 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, d (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M c4,,_ V 111 o� 1 �� 5►� -V M-3x4 y * ), * 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 ��'S¢� " `19A� WARNINGS: GENERAL NOTES,unless otherwise noted: (/ "d�' 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 {'``' 'It.r{ +• E �f..^ Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 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 410,W0," continuous sheathing such as plywooding(TCand/or drywall(BC). ...00";�r DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiredmeed where shown++ 11" 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -�7 C)REG0N 4.. 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, \ A. 13i `+J design loads be applied to any component. and are for"dry condition"of use. O .t/ 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 14, fabrication,handling,shipment and installation of components. necessary. 4 c� 7.Design assumes adequate drainage is provided. ,✓!e'fi n,1.-�" 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111110.TPI/VYfCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/ 015 4111110 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 N18BTR SPACED 24.0" O.C. 2.3=(-96) 68 IC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -49/ 379V -22/ 104H 5.50" 0.61 KDDF ( 625) 5'- 9.2" 0/ 74V 0/ OH 5.50" 0.12 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -69/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 gsfl 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 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" T '1 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 6.00 L- DESIGN ASSUMES MOISTURE CONTENT DOES 3 -/ NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. ,:- c, c%) Co c,,,,___ Tr NO o/- 12�� 4�� O M-3x4 1, y t 0-10 'PROVIDE FULL BEARING:Jts:2,4,3J 6-00 i JOB NAME : POLYGON PLAN 5-B NH - J3Scale: 0.5843 Oto R r. WARNINGS: GENERAL NOTES,unless otherwise noted: / 77. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4t' 1;{J.�j t+ E ("'" Truss: J3 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 responsibilityof the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by +✓ice • continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �t, DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1/ 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 It f 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, G. rip �,• design loads be applied to any component. and are for"dry condition"of use. .jy ""�,)"' 1, re --�- TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if V py fabrication,handling,shipment and installation of components. necessary. L: P Po 7.Design assumes adequate drainage is provided. -PRO- 6. R R,O 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII 11111111111111111111111 TPINJfCA in BCSI,copies of which will be furnished upon request. git coincide with joint anr lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111111 1111 11 II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-63) 49 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) 3'- 10.9" -99/ 114V 0/ OH 1.50" 0.18 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 57V 0/ OH 5.50" 0.09 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. [GOND. 2: Design checked for net(-5 psf) uplift at 24 Hoc soacing.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0' Allowed = 0.111" 3-11-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TO PANEL LL DEFL = 0.012" @ 2'- 2.2° Allowed = 0.246" MAX BC PANEL TL DEFL = -0.034" @ 3'- 1.4" Allowed = 0.333" MAX BC PANEL TL DEFL = -0,004" @ 4'- 1.4" Allowed = 0.333" 12 6.001/ 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 N 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, Truss designed for wind loads v in the plane of the truss only. 0 CO O/ Cr 111 o� 1 �4 , 11.1-3X4 J- J, y 0-10 [PROVIDE FULL BEARING:Jts:2,3,41 6-00 JOB NAME : POLYGON PLAN 5-B NH - J2 Scale: 0.6394 -4 a" p6'6' WARNINGS: GENERAL NOTES,unless otherwise noted: 11r !+ y 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4t' 1p r7{ r„tf�YE - Truss: J 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. 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 p y 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++ *' �jI�. - 4SEQ. : 5992824 .No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -� „f,OREGON `<L. "'T "� A. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component, and are for"dry condition"of use. / -0/}.r 2O K..� TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if Z.. -0/j, 14, f' fabrication,handling,shipment and installation of components. Designnecessary. 'rl 7. assumes adequate ne dothi age istrus,provided. c:f RIO- 6.This design is furnished subject to the limitations set forth by 8,Plates shall be located on both faces of truss,and placed so their center III II VIII VIII[III VIII VIII VIII[III[III TPINVECA In BCS[,copies of which will be furnished upon request. lines coincide withizjointcenterche. 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 IIIIIIII IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' 0.C. 2-3=(-35) 40 IC 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 BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -49/ 263V -7/ 43H 5.50" 0.42 KDDF ( 625) 1'- 10.9" -108/ 90V 0/ OH 1.50" 0.14 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-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' 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" T T MAX TC PANEL LL DEFL = 0.001' @ 1'- 0.0" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.003' @ 1'- 1.5" Allowed = 0.145" 12 MAX BC PANEL LL DEFL = 0.005" @ 2'- 8.6" Allowed = 0.250" MAX BC PANEL TL DEFL = -0.020' @ 3'- 3.8" Allowed = 0.333" 6.00 I/ MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 3 -/ Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Toad duration factor=1.6, Truss designed for wind loads 0 v in the plane of the truss only. c 0 T o/- v 111 o� 1 2"',1• 411-11 ►4 -, M-3x4 0-10 'PROVIDE FULL BEARING;Jts:2.3.4I 6-00 JOB NAME : POLYGON PLAN 5-B NH - J1Scale: 0.7144 `ct. , 0GPROiZ WARNINGS: GENERAL NOTES,unless otherwise noted: 1-ir 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4t. ♦{p+• E r" 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. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ' DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as 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++ i,� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -� ,�/_OREGON `+J SEQ. : 5992825 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,~„ 4,. \ /`, design loads be applied to any component. and are for"dry condition"of use. / 4� r�Q h...ti��(.;- T BANS 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 1 s necessary. ./"' R RIO- 6. ei handling,shipment and installation of components. 7. necessary. 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 VIII I I VIII IIII I II (IIII III III III TPIN frCA in BCSI,copies of which will be furnished upon request. git coincide awith jointcenter lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/3112015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2- 8=( -97) 190 8- 7=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-257) 48 7- 9=(-15B) 297 7- 3=( 0) 49 WEBS: 2x4 KDDF STAND 3- 4=(-224) 105 3- 9=(-308) 164 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4- 5=(-153) 67 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -68) 32 DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 10.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -29/ 351V -53/ 231H 5.50" 0.56 KDDF ( 625) M,M20HS,M18HS,M16or = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 2.3" 0/ 127V 0/ OH 5.50" 0.20 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 10.9" -120/ 259V 0/ OH 1.50" 0.33 KDDF ( 625) 9'- 10.9" -137/ 286V 0/ OH 1.50" 0.37 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.7' -50/ 106V 0/ OH 1.50" 0.17 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.008" @ 2'- 3.8" Allowed = 0.254" 13-11-11 MAX IL CREEP DEFL = -0.015" @ 2'- 3.8" Allowed = 0.339" T f MAX HORIZ. LL DEFL = -0.007" @ 5'- 2.3" -/ MAX HORIZ. TL DEFL = 0.009" @ 5'- 2.3" :t DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 6.00 V system and components and cladding criteria. 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), co load duration factor=1.6, O Truss designed for wind loads 0 o in the plane of the truss only. r` m M-4x6 o M-3x4 _ o o mm M-3x40 - _ B O N O N M-3x4 M-1.5x4 N 7 7 ), 7 2-03-12 2-10-08 0-09-12 7 7 y 7 0-101 2-05-08 7 11-06-03 7 6-00 7-11-11 'PROVIDE FULL BEARING:Jts:2,9,4,5,61 JOB NAME : POLYGON PLAN 5-B NH - J7C Scale: 0.3025 Is. '/ y`fo WARNINGS: GENERAL NOTES,unless otherwise noted: ' (1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual tt !, p/$ C- .1-- Truss: --- T r u s s: J 7C and Warnings before construction commences. building component.Applicability of design parameters and proper L 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS N 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). ",fir. 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. -�� REGON (� 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, iX design loads be applied to any component. and are for"dry condition"of use. J/�. '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 c /4, fabrication,handling,shipment and installation of components. necessary. 4.1 !-� 7.Design assumes adequate drainage is provided. `-7l R1 tV. - 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIII 11111 II II El HUH VIII III TPI/WTCA In BCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) E p(RES:12/3112015 11 IIIIIIIII 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 U1&BTR SPACED 24.0" O.C. 2- 3=(-245) 43 7- 9=(-165) 278 7- 3=( 0) 49 WEBS: 2x4 KDDF STAND 3- 4=(-213) 71 3- 9=(-289) 171 LOADING 4. 5=(-155) 77 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=(-101) 0 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 10.0" 24.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -27/ 356V -39/ 215H 5.50" 0.57 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, IncLIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 2.3" 0/ 122V 0/ OH 5.50" 0.20 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT seriesREQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 10.9" -136/ 299V 0/ OH 1.50' 0.38 KDDF ( 625) 9'- 11.7" -183/ 405V 0/ OH 1.50' 0.52 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 WWW)_ uplift at 24 "oc soacing.' VERTICAL DEFLECTION LIMITS: LL=L1240, 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" f '' 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%AT TIME OF MANUFACTURE. 6.0011 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 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), v o load duration factor=1.6 o Truss designed for wind loads UP ,t ui in the plane of the truss only. M-4x6 o M 3x4 ��� m o v lQ�ml 9 N e M-3x4 M-1.5x4 c 0 0 M-3x4 / y y * 2-03-12 2-10-08 0-09-12 * * * y 0-10, 2-05-08 ,1 9-06-03 6-00 5-11-11 (PROVIDE FULL BEARING;Jts:2,9,4,5' JOB NAME: POLYGON PLAN 5-B NH - J6C SO. ,c) PR sf Scale: 0.3429 WARNINGS: GENERAL NOTES,unless otherwise noted: JJ rte. j I, - 1,Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual M 'G7 N Truss: J6C 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. i,,r, oftle 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r po Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,.+^-MOW. DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ♦ +{,,." 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. -57 Azzi _OREGON SEQ. : 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, 4- "� ,,,,Ix A. TRANS I D: 403334 design loads be applied to any component, and are for"dry condition"of use. 0 '�}:^' 2 - 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 14, fabrication,handling,shipment and installation of components. necessary. rL� 1 P P 7.Design assumes adequate drainage is provided. �* R}0^- 6.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center VIII hill IIII 0111 VIII VIII III IIII TPINYfCA in BCSI,copies of which will be furnished upon request. git coincide with joint center che. 9. Digitssoncde size of tplate in inches.. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 III V(((III 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&BTR SPACED 24.0' 0.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 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED 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) ConnectorCpla (or no prefix) = orspu7rus, Inc 2.3" 0/ 122V 0/ OH 5.50" 0.20 KDDF ( 625) C,CN,C1B,CN1B r = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 10.9' -138/ 301V 0/ OH 1.50" 0.39 KDDF ( 625) MREQUIREMENTS 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 sof) 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 IL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.007" @ 2'- 3,8" Allowed = 0.254" 1 MAX TL CREEP DEFL = -0.014" @ 2'- 3.8" Allowed = 0.339" 9-11-11 MAX HORIZ. LL DEFL = -0.005" @ 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 ti Design conforms to main windforce-resisting 6.001/ 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, co Truss designed for wind loads o �� o in the plane of the truss only. LO v M-4x6 C co mak= __ �o 8 M 3x4 12111111111011111 M-1.5x4 -)o M-3x4 M-3x4 y ) . ) 2-03-12 2-10-08 0-09-12 > . ) y 0-10y 2-05-08 7-96-03 y 6-00 3-11-11 (PROVIDE FULL BEARING:Jts:2,8,4,51 JOB NAME : POLYGON PLAN 5-B NH - J5CScale: 0.3783 ��-� ` ,� 61 t9A WARNINGS: GENERAL NOTES,unless otherwise noted: I fP 1: 17 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual !I.(�G+)+II E C" Truss: J 5C 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. „�l, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). ,x+' ' DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Ct 4SEQ. : 5992828 .No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -Sy OREGON w 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, , � Ntx ,t, design loads be applied to any component. and are for"dry condition"of use. ,/nn > ),. 20 (�-.1. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if v 14, �s fabrication,handling,shipment and installation of components. necessary. /�� 7.Designlaesassumes atedadequate drainagehcIstru ,provided. -r.�� �� 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 11111111111111111111 TPIIVYfCA in BCSI,copies of which will be furnished upon request. git coincide with joint ate in inches.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-19n8(MiTek) EXPI RES:12/31/2015 IIIIIIIIII III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #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 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 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA OVERHANGS: 10.0" 23.7" LOCATIONS REACTIONS REACTIONS SIZE SO,IN, (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -35/ 328V -24/ 151H 5.50" 0.53 KDDF ( 625) Connector plate prefix designators: 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,M20HS,M18HS,M16 = MiTek MT series 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 osf) uplift at 24 "oc soacing,i AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.010" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.018" @ 2'- 3.8" Allowed = 0.339" MAX LL DEFL = 0.041" @ 7'- 11.7" Allowed = 0.197" MAX TL CREEP DEFL = -0.047" @ 7'- 11.7" Allowed = 0.263" 7-11-11 MAX HORIZ. LL DEFL = 0.007" @ 5'- 2.3" MAX HORIZ. TL DEFL = 0.011" @ 5'- 2.3" /- 12 ESDOES 6.001/ NOTIGN EXCEEDU19%ATITIMEEOFONTENT 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, 0c (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, v c Truss designed for wind loads 0 M in the plane of the truss only. M-4x6 M-3x4 ._ c1 CO o� - -� 8 �c -/ o o m M-3x4 M-1.5x4 o 0 2i 0 7 O M-3x4 1, ), ,1 > 2-03-12 2-10-08 0-09-12 > y > ), 0-10 y 2-05-08 5-06-03 ,, y 6-00 1-11-11 1PROVIDE FULL BEARING;Jts:2,8,41 JOB NAME : POLYGON PLAN 5-B NH - J4C Sale; 0,4268 ,�`„ 3PRQp 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 C ...1.. 11 E q" Truss: J 4C and Warnings before construction commences. building component.Applicability of design parameters and proper • 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 ,/' DES. BY" BS 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �r� ' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,,,, ',r DATE• 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ tM Ct. 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. -Sy OREGON to SEQ. : 5992829 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �,. y *fit" _to design loads be applied to any component. end are for"dry condition"of use. /�v ' , TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 0 14, ilifabrication,handling,shipment and installation of components. -4t- necessary. ' V P P 7.Designlaesassumes adequate ne drainagehfaces is truss, { 10- 6. �,,, 8.This design is furnished subject to the limitations sal forth by B.Plates shall be located on both faces of truss,and placed so their center VIII IIID IIII III IIII IIII VIII II IIII TPIM?CA in BCSI,copies of which will be furnished upon request. git coincide with jointpate nr lines. 9.Digits oincidindicate size of plate in inches. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 1 D.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 2-6=(-135) 228 6-5=( 0) 18 BC: 2x4 KDDF N1$BTR SPACED 24.0" 0.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 BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) OVERHANGS: 10.0" 0.0" 0'- 0.0" -48/ 365V -22/ 104H 5.50' 0.58 KDDF ( 625) plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 2.3" 0/ 144V 0/ OH 5.50" 0.23 KDDF ( 625) C Connector8,CN18 or no prefix) 5'- 11.7" -48/ 108V 0/ OH 1.50" 0.17 KDDF ( 625) ( = 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 issf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10,0" Allowed = 0.111° MAX LL DEFL = 0.012" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.018" @ 2'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.009" @ 5'- 2.3° MAX HORIZ. IL DEFL = 0.011" @ 5'- 2.3" 5-11-11 T T DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 1996 AT TIME OF MANUFACTURE. 12 6.00 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. coD v M-4x6 0 0 M N e!� M-3x4 CO �1 CO o� o m M 3x4 M-1.5x4 o 0 2►� 0 g 0 M-3x4 2-03-12 2-10-08 0-09-12 y y 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 ���.9 ,. '0A� WARNINGS: GENERAL NOTES,unless otherwise noted: t•4l,? ,.?., .A1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual }G, Truss: J 3C end Warnings before construction commences, building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by .�1�. is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .r♦ir! 'e" """� 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. -Sy OREGON /4,SEQ. : 59928301x TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. / ),.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- '1", t1 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if 0 14, 2 �,• fabrication,handling,shipment and installation of components. Designne . • 7. laesassumes atedadequate drainage is sa J�.R �� 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center I 111111111111111111111111111 11 11111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincideidiawith joint center lines. 9. Digits indicate size of plate in inches. p 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 111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2.6=(-46) 123 6-5=( 0) 18 BC: 2x4 KDDF k1&8TR SPACED 24.0' 0.0. 2.3=(-188) 24 5-7=(-76) 191 5.3=( 0) 4B 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" 0.16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND, 2: Design checked for net(-5 psi 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" T '( MAX HORIZ. TL DEFL = 0.006" @ 5'- 2.3" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 0 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), M-4x6 load duration factor=1.6, A o Truss designed for wind loads o in the plane of the truss only. `�= O 0CM f Tiii41 111111111111M...-._ m M-3X4 � cr r� ' I M-3x4 o M-1.5x4 JL 9/.._ 2 6 0 M-3x4 c. > )' > ), 2-03-12 2-10-08 0-09-12 y y y y 0-10 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING:Jts:2,4,71 JOB NAME : POLYGON PLAN 5-6 NH - J2C Scale: 0.5343 N°� s,0 WARNINGS: GENERAL NOTES,unless otherwise noted: -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 tt.l "... 1111 11.11 E Truss: J 2C 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 construction2 Design assumes the lop and bottom chords to be laterally braced at DES. BY: BS is the responsibilityof the erector.Additionalpermanent bracingof 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). ,,,..../411/14,., 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. -�y A_OREGON SEW. : 5992831 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are lobe used in a non-corrosive environment, , "*7 tx design loads be applied to any component. and are for"dry condition"of use. //x ' 2 P4. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if v 14, t1 i. necessary. 4pk V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. C R R f 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 VIII VIII VIII IIII IIII IIII I III III IIIITPI WfCA in BCSI,copies of which will be furnished upon request. lines coincide with jointcenter lines. 9.Digits oincat size ofplatein Inches. C MiTek USA,IDC./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 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 I 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" -58/ 287V -14/ 73H 5.5D" 0.46 KDDF ( 625) 1'- 9.2" -3/ 60V 0/ OH 5.5D" 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -44/ 94V 0/ OH 1.5D" 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 IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 nsf) 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" 6.00V MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES 11 NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, v (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, cm Truss designed for wind loads in the plane of the truss only, M,,_ 0 7 0 8/-o 1 2� 4pprmq4 M-3x4 0-10 2-00 1-11-11 {PROVIDE FULL BEARING;Jts:2.4.31 JOB NAME : POLYGON PLAN 5-B NH - ASJ2 Scale: 0.8541 � �`� pr s, WARNINGS: GENERAL NOTES,unless otherwise noted: 4Z7 /// / ',4 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual P L. : Truss: ASJ 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. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'c.c.and at 10'o.c.respectively unless ass br braced throughout their length by dump DATE: 7/11/2014 responsibilitybuilding designer. continuouspsheathinggsuch as plyw000dq sheathing(TC)and/or drywall(BC). the overall structure is the res onsibilit of the 3.2x Impact bridging or lateral bracingrequired where shown++ -f0 Cr 4. No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -� OREGON L SEQ. : 5992832 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, Nth design loads be applied to any component. and are for"dry condeion"of use. / �,,. c,. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if 0 14, p, necessary. 4, t.s fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 'fa 'R R 1 et,. V 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III 11011111111111 IVIIIIIII VIII(IIII VIII 11 III TPINYfCA in BCSI,copies of which will be furnished upon request. git coincideictwith jointcenterinches.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 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -3) 42 2-4=(0) 0 BC: 2x4 KDOF N1&BTR 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)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -62/ 263V -7/ 43H 5.50" 0.42 KDDF ( 625) 1'- 9.2" -18/ 21V 0/ OH 5.50" 0.03 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �QQND, 2; Design checked for net(-5 gsf) 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" 1-11-11 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 = 0.001' @ 1'- 0.1" Allowed = 0.050" MAX TO PANEL TL DEFL = -0.001" @ 1'- 2.9" Allowed = 0.145" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 I/ 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=1.6 Truss designed for wind loads in the plane of the truss only. v 0 0, 0111 -/ o� 1 ►� ''4►� M-3x4 1, y 0-10 2-00 (PROVIDE FULL BEARING;Jts:2.4.31 JOB NAME : POLYGON PLAN 5-6 NH - ASJ1 Scale: 0.7139 �f�< ` 0//c,PROF ss WARNINGS: GENERAL NOTES,unless otherwise noted: t<f 7 � 1 -? I. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual L,I;- 6 tr'iE 1-- Truss: •- Truss: ASJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. �r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ✓ DES. BY: BS is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Po Y g 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++ 98 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 ((/ SEQ. : 5992833 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, l-,. "+7 fs design loads be applied to any component. and are for"dry condition"of use. / '�}+ r 3, ..� TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if 14, �w fabrication,handling,shipment and installation of components. necessary. C+ V P P 7.Design assumes adequate drainage is provided 41+.";{ � 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 11 VIII III I III MIMED III VIIIVIII(III(III TPI UlrCA in BCSI,copies of which will be furnished upon request. Digit coincideictwith joint ate In che. 9. Digits indicate size of plate In Inches. (. p MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:1.2/31/2015