Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Plans (68)
S T.4v/G5�2. lot MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-343_UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45642845 thru R45642860 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSUTPI.1 section 6.3 These truss designs rely on lumber values established by others. co� AGN F9s�0 `r 87022PE 9� q <INAj, OREGON (19 4./N ER ‘\<%.GA. Hers EX' ' `:06/30/ / October 13,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. IJob Truss Truss Type Qty Ply POLYGON Lob R45642845 343 UPPER F01 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 M Tek Industries,Inc.Tue Oct 13 08:51:58 2015 Page I ID:j7axn40sHnThIyaUAczwOszX1 UY-8NEyW14gRLFddvIFEhBm14aAVwwQ4nAz2y8K8yTrIV I 2.6-0 II 2-2-9 I I 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 11 1 2 3 4 5 6 7 8 N / \ \ N 1- e - ea Nir 13 12 11 10 -a 3x4= 3x8= 3x4= 3x4= 3x4= 10-8-1 11-4-9 I 9-11-9 10�ttirr1 111-3-1 I I 16-4-12 I 9-11-9 0-1-$ 0-7-0 5-0-3 0-7-0 5-1-8 Plate Offsets(X,Y)— f10:0-1-8,Edgef,111:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.40 11-12 >487 360 BCLL 0.0 Rep Stress Ina YES WB 0.56 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/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=0/1018,412=370/0,4-11=-460/161,7-9=1636/0,7-10=0/1105 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. '\c°RED P R OFF 7GtNE4\ zt 87022PE r y cAj,OREG N Litiii 'PC'"AMBER N\ P.O SA- HE?t EXPIRES:06/30/2017 October 13,2015 4 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Ee�T " Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual bulding component.not a truss system.Before use,the dbuildingFYdesigner must verify the applicability of design parameters and properly incorporate this design into the overall MiTek' building design. Bracing in cated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/M.11 Qudly Criteria,DSI-B9 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642846 PL15-343 UPPER F02 FLOOR 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:58 2015 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-8NEyW14gRLFddvIFEhBm14etV0MQ6mAz2y8K8yTrIV 1 1-6-0 I 1-3-4 110-8-3 I I 2-3-0 I 1 1-2-0 I I 1-0-5 I 2-6-0 I Scale=1:27.7 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 1 2 34 4 5 6 7 8 9 Te e e ° e _ t. e N\ e /--...,.\.,__ N ° e e e 17 15 14 13 12 11 3x4= 3x6= 4x5= 3x5= 1.5x3 II 3x4 = 3x4= I3-0-4 15-10-12 3-0-4 I 12-10-8 I Plate Offsets(X,Y)— (7:0-1-8,Edge),112:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.07 13-14 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.29 Vert(TL) -0.10 13-14 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.43 Horz(TL) 0.01 11 n/a n/a BCDL 5.0 Code IBC2012/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.t&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 16=1266/0-5-8,17=335/Mechanical,11=456/Mechanical Max Uplift17=426(LC 4) Max Gray 16=1266(LC 1),17=4(LC 3),11=457(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/1294,3-4=0/750,4-5=0/750,5-6=1002/0,6-7=-1002/0,7-8=-1099/0, 8-9=1099/0 BOT CHORD 16-17=664/0,15-16=-1294/0,14-15=0/331,13-14=0/1099,12-13=0/1099,11-12=0/890 WEBS 3-16=-718/0,2-17=0/798,2-16=882/0,5-14=0/737,5-15=1177/0,9-11=960/0, 9-12=0/379,3-15=0/856 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. <co) PROFe`sS' C;3 N(,INEFR /"2 8 12PE e >r— yN -- +� �Aj, OREGO q, �O 9Or,'MIER 1.' �� S A- HE¢O''' EXPIRES:06/30/2017 October 13,2015 4 as WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-T<7J rev.70/07/2015 BEFORE USE. Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate the design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord member 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/711 Qualify Criteria,DSB-B9 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642847 PL15-343 UPPER F03 Floor 3 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:59 2015 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY dZoKi2iRIT6FnUyoxCQJFdkUvGo9WJBihhtbyTrlU 2-6-0 I I 2-5-1 ii 1-2-0 1 1 2-4-11 Scale=1:28.9 1.5x3 II 3x5= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x6 = 1.5x3 II 1 2 3 4 5 6 7 8 al N eee e 1 12 11 10 3x4= 3x8= 3x4= 3x5= 3x4= 0G1310- 1 10-10-9 11-7-1 I 10-2-1 1-'I-8 110-7 09 I I lsas I 10-2-1 0-7-0 0-1-8 Plate Offsets(X,Y)- 110:0-1-8,Edgel,111:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (ioc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.27 11-12 >739 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.43 11-12 >456 360 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=725/0-4-8,9=725/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2508/0,3-4=-2508/0,4-5=-2587/0,5-6=-2587/0,6-7=2587/0 BOT CHORD 12-13=0/1543,11-12=0/2877,10-11=0/2587,9-10=0/1538 WEBS 6-10=-324/0,2-13=1666/0,2-12=0/1041,4-12=399/0,4-11=-480/168,7-9=1660/0,7-10=0/1140 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��\� NGINEF9 /p2� CC 87022PE r N cv N N y S , ATOREG•N q,o(U 9O FABER >\ psA. HO; EXPIRES:06/30/2017 October 13,2015 t I I a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Weal!connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing "MiTek' - . is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/M11 Quality Criteria.DSI-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 95810 Job Truss Truss Type Qty Ply POLYGON R45642848 PL15-343_UPPER F04 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 S Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:51:59 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszXl UY-dZoKir2iRIT6FnUyoxCQJFdgXvD69WMJBihhtbyTrlU I 2-3-0 I 114-11 II 1-2-0 ii 1-0-9 1 2-6-0 I 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 7 44444 - 0 C N A e a ee o 1I 15 14 13 12 11 3x4= 3x8 = 3x5= 3x4= 4x4 = 3x4= 14-3-11 I 13-1-11 13-6-11i I 18-1-4 I 13-1-11 0-7-0 0-7-0 3-9-9 Plate Offsets(X,Y)— 112:0-1-8,Edge),113:0-1-8,Edge) LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (lac) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.77 Vert(LL) -0.33 13-14 >663 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.84 Vert(TL) -0.51 13-14 >419 360 BCLL 0.0 Rep Stress Ina- YES WB 0.60 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied orb-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=0/1191,415=679/0,6-14=0/405,9-11=1858/0,9-12=0/1092, 6-13=860/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. c;:3 • AG On s/o 2 cc 870 2PE • 9 y ‘'‘Aj0 RECO ti Q4N O 41BER �� Or, sA. HO; EXPIRES:06/30/2017 October 13,2015 8 I a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. " Design valid for use only with MTekE connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall butding 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/fPli Quality Criteria,DSI-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Sheet.Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty IF:ly POLYGON 845842849 PL15343_UPPER F05 Floor 9 1 _ Job Reference(optional) _ Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 M7ek Industries,Inc.Tue Oct 13 08:52:00 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-51MiwB2KC2bztw38MfjjfTS9u5JbVuvuTQMRFP1yTrIT 1 1-3-0 1 1 1-1-1 11 1-2-0 II 2-4-15 I 2-6-0 I Scale=1:35.4 4x5= 3x4= 3x4= 3x4= 3x4= 4x4= 3x6 FP= 3x8= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 e e. 26 25 24 23 22 21 20 19 18 17 3x4= 4x6= 3x5= 3x6 FP= 3x5= 3x5 = 4x6= 3x6= 3x5= 3x5 SP= 15-7-9 I 14-5-95-0-9 I 20-9-8 I 14-5-9 i1-7-0 b-7-0 5-1-15 Plate Offsets(X,Y)— (12:0-1-8,Edgej,118:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.40 21 >624 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.62 21 >402 360 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=909/0-4-8,26=909/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2003/0,3-4=-2003/0,4-5=-3413/0,5-6=3413/0,6-7=-4247/0,7-8=-4247/0, 8-9=-4495/0,9-10=4495/0,10-11=4230/0,11-12=4230/0,12-13=3519/0, 13-14=-3519/0,14-15=-3519/0 BOT CHORD 25-26=0/1077,24-25=0/2776,23-24=0/3897,22-23=0/3897,21-22=0/4436,20-21=0/4401, 19-20=0/3519,18-19=0/3519,17-18=0/1990 WEBS 12-19=-357/0,13-18=426/0,2-26=1375/0,2-25=0/1183,4-25=-987/0,4-24=0/813, 6-24=-618/0,6-22=0/446,15-17=2149/0,15-18=0/1659,10-20=272/35,11-20=327/0, 12-20=0/1057 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)26. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.13V'X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��,�° P R°Fess mac.. �Co �GINEF19 /�2 87022PE 9r N > ,y N -7 AI>, OREG N cf,) 40 -PMBER �1 OS A- HE EXPIRES:06/30/2017 October 13,2015 4 / r a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. �k Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the bufding 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 pennanentbracing -.` 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/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642850 PL15-343 UPPER F06 Floor 1 1 Job Reference(optional) .. Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:01 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszXl UY-Zxw57X3yzMjgU4eKwMEuOgiAJi57dZUcfOAoxTyTrIS I 1-4-0 I 2-8-0 I 1 1.5x3 I I 2 3x4= 3 1.5x3 II Scale=1:8.7 4 N iPaI 13 , 5 priil 4 3x4= 3x4= ¢1-81 4-1-0 I 1-8 3-11-8 LOADING(psi') SPACING- 1-7-3 CSL DEFL. in (loc) Vdefl 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. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. \cc 0 PRoFFss 4c 'LNGINEF9 >Q29 87022PE 1" N CV 7 4 q ), OREG•N c> 4/ �O AMBER \1 �O OSA. H - EXPIRES:06/30/2017 October 13,2015 k I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mill" Design valid for use only with Mrfek®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 applcability 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/r%1 QuaMy Criteria.DS8-89 and SCSI Bulidfng ComponentSuit7777 109 Safety Informalion available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Carus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642851 PL15-343_UPPER F07 Floor 5 1 _ _ Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:02 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-18UTKt4akgrh6EDXU317wtFEy6GyMs8mtgwLTwyTr1R 1 1-7-12 I I 1-8-15 I 1 1-2-0 II 1-4-9 1 1-6-0 I Scale=1:30.1 3x6= 1.5x3 II 3x4 = 1.5x3 II 3x4 = 1.5x3 II 3x4= 1.5x3 II 3x5= 1.5x3 II 1 2 3x8= 3 4 5 6 7 8 9 10 11 e ` a / �p 1:5''\\T a 'IZ 19 M17 16 15 14 13 3x4 I I 3x6= 3x8= 3x5= 3x5= 1.5x3 II 3x4 = 3x4= I 1-10-12 2114 17-5-4 I 1-10-12 0-1-8 15-5-0 Plate Offsets(X,Y)— 12:0-3-0,Edge),18:0-1-8,Edge],113:0-1-8,Edge),(19:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.18 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.27 14-15 >687 360 BCLL 0.0 Rep Stress Incr NO WB 0.67 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:83 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:17-18,16-17. REACTIONS. (lb/size) 18=1194/0-5-8,12=627/0-2-12 Max Gray 18=1194(LC 1),12=662(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/670,2-3=-950/312,3-4=950/312,4-5=2192/0,5-6=2192/0,6-7=2379/0, 7-8=2379/0,8-9=-1741/0,9-10=-1741/0 BOT CHORD 17-18=670/0,16-17=-32/1694,15-16=0/2387,14-15=0/1741,13-14=0/1741, 12-13=0/909 WEBS 9-13=-408/0,2-18=-808/0,1-18=765/0,8-15=-14/787,7-15=-259/0,6-16=-295/0, 4-16=0/641,4-17=935/0,10-12=-1092/0,10-13=0/1027,2-17=0/1309 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)304 lb down at 0-1-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. tv� 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). �•CC NG(NE� u.0 LOAD CASE(S) Standard �� R 'y9 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.008 • 2 P E Uniform Loads(plf) C Vert:12-19=-8,1-11=80 Concentrated Loads(Ib) Vert:1=304(F) . Co / , ,v y A), OREGO rye O1[/ 9i, 4sER ‘\ � S A. H - EXPIRES:06/30/2017 October 13,2015 i $ ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. MN- Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual buildingcomponent,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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 QualifyCriteria,DS$-89 and SCSI Budding Component 7777 Greenback Lane Safely Informaion 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 R45642852 PL15343 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-18UTKt4akgrh6EDXU317wtFLO6PFMzVmtgwLTwyTAR I 2-6-0 10-5-10 1 1 1-2-0 I I 1-4-14 I Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4= 3 4 53x4= 6 4 ' p N a e G .), :'. lay 9 8 3x4 = 3x4= 3x4= 3x4= I3-1-2 3-�-1y0 3-9-10 I 4-4-10 416 8-6-8 3-1-2 0-1- 0-7-0 0-7-0 0-1 4-0-6 Plate Offsets(X,Y)— 18:0-1-8,Edgel,19:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 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 Incl YES WB 0.19 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=370/0-2-12,7=370/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=732/0,3-4=-732/0,4-5=732/0 BOT CHORD 9-10=0/682,8-9=0/732,7-8=0/665 WEBS 2-10=736/0,2-9=-37/269,5-7=-718/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. co P R°Fess ��c GINE X02 87022P, 9v- - �Aj, OR GON 95) 4H 90 F'liBER .0 40 OS A HEN- EXPIRES:06/30/2017 October 13,2015 4 I 0-r WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI47477 rev.10/03/2015 BEFORE USE Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building 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 chd dfyyembiers 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 Qualify Criteria,DS8-89 and ICS!Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.lee Sheet,Suite 312,Alexandria-VA 22314. Sure 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON 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 I D:j7axn4OsH nThIyaUAczwOszX TUY-18UTKt4akgrh6EDXU317wtFL26Q_M?fmtgwLTwyTrIR I 2-6-0 1 0-5-6 1 I 1-2-0 I I 1-7-2 1 Scale:1'=1' 11.5x3 II 2 3x4 = 31.5x3 II 4 3x4= 51.5x3 II J \_• e • 1= O N N e e e 1.5x3 II 9 8 7 6 3x4= 3 3x4= x4 = I 3-0-14 3f2-8 3-9-6 1 4.4-6 1 6-2-8 I 3-0-14 0-1 0-7-0 0-7-0 1-10-2 Plate Offsets(X,Y)- [4:0-1-8,Edge),[8:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) 1/defl Ltd 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 lncr 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 kE LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 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. �C'\5 �NGItvEF9 io29 870 2PE NCV 7 SAT OREGO /(-y OWN �oFMBERO1 ‘' pS A. HECP EXPIRES:06/30/2017 October 13,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. " Design valid for use only with MiTekm connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the buiding designer must verify the applicability of design parameters and properly incorporate this design into the overallI MiTek` building design.Bracing indicated is to prevent buckling of individual truss web and/orchordmembers only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/ill Quality Criteria.DS6-89 and SCSI Building Component Suite 109 Safety Inlormafion 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 PL15-343 UPPER F10 Floor 845842854 6 1 ,_'-' Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:08 2015 Page 1 ID:j7axn40sHnThlyaUAczwoszX1UY-VK1rYC5CVzzYkOojlnHMT5nQtWc?5LTv6Kgv0MyTriQ I 2-3-0 I 1 1-7-11 I I 1-2-0 1 1 1-4-9 1 1-6-0 1 Scale=1:26.9 1.5x3 II 3x5= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 3x5= 1.5x3 II e 2 3 4 5 6 7 8 9 sa /_ e _ o e� e, e N e e e e e a 4111.. 1 14 13 12 11 3x4= 3x6= 3x6= 1.5x3 II 3x4= 3x4= I 11-1-11 12-3-11 148-11 15-5.4 Plate Offsets(X,Y)— (6:0-1-8,Edge),111:0-1-8,Edge) 11-1-11 0-7-0 I o-7 o 1 1-1-9 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Udefl 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/TPI2007 (Matrix) Weight:70 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 15=673/0-4-4,10=673/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2121/0,34=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. ��� ° P R Opess 5 NGINEF6) is 44 Q 87022PE ter' N N 7 �'�j, OREG N ti� <H ��' �iy$ER �� �4 SSA. He?, EXPIRES:06/30/2017 4. October 13,2015 _ I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek&connectors.This design is based only upon parameters shown,and is for an individual building component,note a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling-of individualhu53web and/or'chord members only.Additional temporary and permanent bracingA� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ,*•���kR s - - fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSII-89 and SCSI Budding Component 7777 Greenback Lane 4 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 MTek Industries,Inc.Tue Oct 13 08:52:03 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-VK1 rYCSCVzzYkOoj1 nHMTSnVT W)K5Qgv6Kgv0MyTrIQ I 2-6-0 10-5-10 I I 1-2-0 I I 1-6.14 I Scale=1:16.4 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 I I 1 2 3 4 5 6 0 NN \ ........ \ i e e 3x4= 10X\7 g 8 3x4= 3x4= 3x4= 3-1-2 31-10 3-9-10 1 4-4-10 416- 8-8-8 I 3-1-2 I0-1-8 0-7-0 0-7-0 0111-8 4-2-6 Plate Offsets(X,Y)- (8:0-1-8,Edge),19:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/defl 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 Ina YES WB 0.20 Horz(TL) 0.01 7 n/a n/a Weight:40 lb FT=0 kF,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=377/0-2-12,7=377/0-4-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-761/0,3-4=761/0,4-5=-761/0 BOT CHORD 9-10=0/701,8-9=0/761,7-8=0/682 WEBS 2-10=-757/0,2-9=-28/290,5-7=-737/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. '`(�c PROFs�' Co �NGINEF9 /�2 �� 87022PE 9r - C4) OREGO e Qtu �'AC�(�SMBER .V\ + A. HE EXPIRES:06/30/2017 October 13,2015 B 4 e... ®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 MTekS connectors.This design is based only upon parameters shown,and is for an Iindividual builddesico poo ne ave all ■�T '` not a truss system.Before use,the building designer must verify the applicability of design parameters and properly MiTek" R•building design.Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing 1 k is always required for stablity and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Cures Heiatds CA 95810 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 MiTek Industries,Inc.Tue Oct 13 08:52:04 2015 Page I ID:j7axn4OsHnThIyaUAczwOszXlUY-zWbDIY5rGH5PLYNvbUob?IKcYwzDgoB2L_PSYoyTrIP I 2-6-0 I I 2-35 I I 1-2-0 i i 2-4-11 I Scale=1:28.7 1.5x3 II 3x5= 1.5x3 I I 3x4 = 1.5x3 II 1.5x3 II 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 N 11- ...* \ _\ e e- / \ e N e e 12 11 10 354= 358= 3x4= 3x4= 354= 10-8-13 11-5-5 I 10-0-5 10. 3 -3-13 10-0-55 0- 110.7-0 I I 1 0.7-0 0.1-8 Plate Offsets(X,Y)— (10:0-1-8,Edge),111:0-1-8,Edge) LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >770 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.41 11-12 >478 360 BCLL 0.0 Rep Stress Ina YES WB 0.57 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=718/0-1-12,9=718/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2476/0,3-4=-2476/0,4-5=2549/0,5-6=2549/0,6-7=2549/0 BOT CHORD 12-13=0/1527,11-12=0/2827,10-11=0/2549,9-10=0/1522 WEBS 6-10=-319/0,2-13=1648/0,2-12=0/1025,4-12=379/0,4-11=466/163,7-9=-1643/0,7-10=0/1116 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)13. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. � tk, PROFFs \co ��C'I IV EF'V `5,- 44N -7 8 • 2PE /, v-- cv 9fiAj<OREGO 1 ty�Q<v' 0 MBER 0`S A. HER°' EXPIRES:06/30/2017 October 13,2015 a WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MN-7/73 rev 10/0312015 BEFORE USE. Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not r a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of.individual truss web and/or chord members only.Additional temporary and permanent bracing --' -* r' -- - -- is - 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 Qualify Criteria,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 PlyPOLYGON R45642857 PL15-343 UPPER F13 Floor 6 1 _ Job Reference(optional) _.- Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:04 2015 Page 1 ID:j7axn4OsHnThIyaUAczwOs7X1 UY-zWbDIY5rGH5PLYNVbUob?IKYhwW3gnT2L_PSYoyTrhP 1 2-3-0 I 1 1-4-11 1 1 1-2-0 ii 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 II 1 2 3 4 5 6 7 , 8 9 10 e – i`\ e _ e e e -\ e I:1 c 1110 ! � / N ee e • 1/ 15 14 13 12 3x4= 3x8 = 3x5= 3x4= 4x4 = 3x4 = 14-3-11 5 I 13-1-11 0-7-0110-7-0 1 3-11-5 13-1-11 Plate Offsets(X,Y)— El 2:0-1-8,Edge),113:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.33 13-14 >651 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -0.53 13-14 >412 360 BCLL 0.0 Rep Stress Ina YES WB 0.61 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=797/0-4-4,11=797/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2664/0,3-4=-2664/0,4-5=-3503/0,5-6=-3503/0,6-7=2556/0,7-8=2556/0,8-9=2556/0 BOT CHORD 15-16=0/1564,14-15=0/3297,13-14=0/3200,12-13=0/2556,11-12=0/1731 WEBS 7-13=0/349,8-12=534/0,2-16=-1715/0,2-15=0/1206,4-15=695/0,6-14=-7/395,9-11=1869/0,9-12=0/1118, 6-13=-853/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �ca� AGNEFq `r/o 2 �� 87022PE 91— N 5. 7 SAT OREGO (o Y ,pC� FMB ER 1\ O 0S A. HHE4`�P EXPIRES:06/30/2017 October 13,2015 4i A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. MI Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual buildingcomponent.not a truss system.Before use.the buiding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing 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/TPI7 Qualify Criteria,DSI-89 and ICSI Bonding Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heiahis.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 DDGzix69CJgYWtoWKMsZI4Cae904EyTr1O I 2-0-0 I I 1-10-1 I I 1-2-0 I I 2-5-3 I Scale=1:21.0 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 3x4= 7 a e a 0 N r e o •1 11 10 9 8 3x4= 3x5= 3x4= 1.5x3 II 3x4= I 6-2-9 18-9.9 19-4-9 I 12-0-12 I 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,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 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.t&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=1397/0,34=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. REOP R OfF �tirSscoGINEF ,O c2.3. '7 "O' -57 87022PE N ,� -yy m.. , OREG•N ryeQ<(/ APO4/SER �1 N- OS A- He?, EXPIRES:06/30/2017 October 13,2015 1 I mum lot A 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 coponent,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this designminto the overall building-design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing•.-,, MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIT Quality Criteria,DSI-89 and BCSI Building Component Suite 109 Safety Inlormalion 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 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 Industrien,.Inc.Toe Oct 13 08:52:06 2015 Page 1 ID:j7axn4OsHnThIyaUAczwOszXl UY-wjzAE75ouL7brWljvg35jP2XjoSIpQLoluZchyTrlN 1-4-12 1-4-0 1 1.5x3 II 2 3x4 = 3 1.5x3 II Scale=1:8.7 { 5 4 3x4 = 3x4 = I 2-11-12 I 2-11-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) 0.00 5 '"** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.09 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:15 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=253/Mechanical,5=249/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-4=-309/0,2-5=-304/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)188 lb down at 1-5-2 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:4-5=-10,1-3=100 Concentrated Loads(Ib) Vert:2=188(F) P R QFFss � ‘,‘GINE i�29 87022PE yOREG•N Q44/ On$i1,j$ER ‘� `s . He ��P EXPIRES:06/30/2017 October 13,2015 e 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. ' Design valid for use only with M1Tk61 econnectors.This design is based only upon parameters shown,and is for an individual building coponent,not - • a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this designminto the overall p�� j� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing • 'OM-Te - 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 Quaity Criteria,D58-89 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 R4564286D 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 bDGzix69CJgYWtg0KQEZKsCae9D4EyTrIO I 1-6-0 I 1-5-10 11 1-2-0 1 I 1-4-14 1 2-6-0 I Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4= 11 3 4 53x4= 6 o N lie e e e 3x4= �(\Ja�f 101 9 8 U 3x4= 3x4 = 3x4= I 3-2-10 1 3-9-104-4-10 1 I 8-6-8 3-2-10 0-7-0 0-7-0 4-1-14 Plate Offsets(X,Y)— (8:0-1-8,Edge),19:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.04 9-10 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, 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 Loads(plf) �,EO P R()Fe Vert:7-10=-8,1-6=80 cS' Concentrated Loads(Ib) \CJS �GIN��� s�r7 Vert:11=169(B) �fi ct 87022PE 9r" N 7 �'oj, OREG N rp <U~ �O '11,1 On �O Cls 04 A. HE EXPIRES:06/30/2017 October 13,2015 6 6 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mifek®connectors.This design is based only upon parameters shown,and is for an individual bung coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design gn into the overall buildingdesign.-Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing- - -'Mi IT ekC is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/711 Query Criteria,DSB-89 and SCSI Bending Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria.VA 22314. Sure 109 Citrus Heights,CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4 Center plate on joint unless x,y " 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property I I (Drawings not to scale) offsets are indicated. Damage or Personal Injury r��WDimensions are in ft-in-sixteenths. ri4k. 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 orX-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0-1/16" 4 wide truss spacing,individual lateral braces themselves ts Q may require bracing,or alternative Tor I p bracing should be considered. O 3. Never exceed the design loading shown and never El_MilIII U U stack materials on inadequately braced trusses. ilhliiiii,Billhi a O For 4 x 2 orientation,locate ~ -7 C5-6 4. Provide copies of this truss design to the building designer,erection supervisor,property owner and plates 0-"ti' 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. 8. Unless otherwise noted,moisture content of lumber software or upon request, 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 4Width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Trusses are designed for wind loads in the plane of the specified. �� b Indicated thebe symbol shown n of theand/hr truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at by text in bracing section of output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at to n.spacing, section 6.3 These truss designs rely on lumber valuesor less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint 17.Install and load vertically unless Indicated otherwise. . Nit number where bearings occur. E. l Min size shown is for crushing only. MIN 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. USB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, 20.Design assumes manufacture In accordance with t: Guide to Good Practice for Handling, MiTek6ANSI/TPI 1 Quality Criteria. i Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015 40'-0' GARAGE LEFT 1 11-11' lisz ASJ, ASJI a / g 0//i/ ell ASJ2 ,� AH1 (2) 6 12 AH2 � � �/ / AH3 AH6 AH7 Al (4) er N AH7 6:12 y 6:12 AH4 BH3 8H2 BH1(2) 1 :12 t2 �/ ' �� 6:12 .11 R•12 \E2 (3' 6:111 r';' - - ` ,L H co . 1. 20'-4111' 6.-r -I h 9'-6' 401-0' ®Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/31/14 PLACEMENT NLY.REFER TO TRUSS CALCULLATIONS AND - ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DIGN RGSFORER RECO pacifiF5 umriber PLAN 5-B COFFER INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD ' PLAN: DRAWN BY:JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS I TO TRUSS CONNECTIONS.BUILDING ,g 5 / B CHECKED BY' DESIGNER/ENGINEER OF RECORD TO 4� i REVIEW AND APPROVE OF ALL Q TRUSSCOMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. • 40'-0' C1 11'41" GARAGE RIGHT I/51 ' ' -2 n10 o w CO 1•••• CO rn —7 co N AR1 ASJ1 I► Al ASJ1 5J2 ill All ASJ2 00-4404,0ØØ 6 12 /2/-4 4 04 41 AH2 AH3 4I AH4C AH5C AH6 AH7 Al (4) AH7 AH6 6:12 6:12 AH5 AH4 BH3 BH2 RI11 D2 (2) E2 (3)13.12 1111110111714 8:12 D1 �— 6 i . 71 '. ill, C1 6:12 jcm i - _- r 81-9" 1/211 fl IY-64' 40'-0' ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/31/14 R TO PLACEMENT CALCULATIONS SEAND ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-I: DRAWINGS FOR ALL FURTHER pa INFORMATION.BUILDING ` PLAN 5-B COFFER mber PLAN: DRAWN BY.'JP REVISION-2: RESPONSIBLEFORALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING O DESIGNER/ENGINEER OF RECORD TO 'S 5 B CHECKED BY: REVIEW AND APPROVE OF ALL ''' 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. i 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 TPINVTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used In a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311,ESR-1988(MiTek). 4.Y le ::k111111:10:Rkftio;',14:,,t, 4 1741 14,10N • ,'l3 /071/ EXPIRES WWI 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 111&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 STAND3. 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"0C. 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 8- 9=( 0) 42 OVERHANGS: 10.0" 10.0" LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: BEARING MAX VERT MAX HORZ BRG REQUIRED BRG C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONSHORZSIZE RE I. (SPECIES)AREA M,M20HS,M18HS,M16 = MiTek MT series THEEBLOAD OTTOMAT CHORDADEAD(LOADPISIAIMINIMUMY BC OF2002PSF. 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 nett-5 psf) uplift at 24 "pc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0° Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ 0'--10.0' Allowed = 0.111' MAX LL DEFL = 0.178" @ 20'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.330" @ 20'- 0.0' Allowed = 2.606" MAX LL DEFL = 0.001' @ 40'- 10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.070" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.117" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 20-00 20-00 1' Design conforms to main windforce-resisting 7-00-05 6-05-13 6-05-13 6-05-13 6-05-13 7-00-05 system and components and cladding criteria. 12 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 Q 6.00 load duration factor=l.6, 6.00 4.0" Truss designed for wind loads 5 ,hf in the plane of the truss only. M-5x6(S) M-5x6(S) 0.25" 0.25" r) 0 M-1.5x4 M-1.5x4 o + + co O 10 1 T 12 0 -3x8 M-3x4 d.25" M-3x4 M-3x8 M-5x8(S) ), y y y 10-03-04 9-08-12 9-08-12 10-03-04 y 0-10 y 40-00 0-10 PROPe Scale: 0.1552 ���'�*GNE' 0,s1 (j JOB NAME: POLYGON PLAN 5-B NH - Al J1 WARNINGS: GENERAL NOTES,unless otherwise noted: 44.5 ,( tY` 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 - 0 0 E Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper. 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stablity during construction 2.Design assumes the top and bottom chards to be laterally braced et 2'o.c.and at 10'o.c.respectively unless braced throughout their length by , DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/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++ p OREGON 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. AA�� SEQ. : 55992791 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L rJ,"gY design loads be appied to any component. end are for"dry condition"of use. Q 14_ �,,, sP A 3 3 r�.1 6.Design assumes toll bearing at all supports shown.Shim or wedge if TRANS I D: 4 D 333 4 5.CompuTrus has no control over and assumes no responsibility for the necessary. (` fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111 TkU ./ which will furnished upon request. Ines cosize incide MiTTeSA,Inc./CompuTrus Software 7.6.6L)-E of 10.For Digits ctorpltedesign values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" TC: 2x4 KDDF H18BTR IBC 20MAX MEMBER-1FORCES108R/12. 3q) LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF M18BTR - 3=( 0) 42 2.13=(-1422) 2608 13. 3=( 0) 2919 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. VON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( -481) 778 16.10=(-1447) 2608 6.15=(-348) 150 TOTAL LOAD = 42.0 PSF 6- 8=(-1683) 1035 8.15=(-102) 534 7. 8=( -597) 766 15- 9=(-547) 259 NOTE: 2x4 BRACING AT 24"OC VON. 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. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M•1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (son). 0'- 0.0" -460/ 1775V -197/ 197H 5.50" 2.84 KDDF ( 625) Unbalanced live loads have been 40'• 0.0" -460/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) considered for this design. Connector plate prefix designators: 'COND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.' C,CN,C18,CN18 (or no prefix) = CompuTFus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M20HS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111" MAX LL DEFL = 0.235' @ 22'- 7.4" Allowed = 1.954" MAX TL CREEP DEFL . -0.334' @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111' MAX HORIZ. LL DEFL = -0.098" @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.123" @ 39'- 6.5' 17-11-11 4-00-10 17-11-11 DESIGN ASSUMES MOISTURE CONTENT DOES T ( ( f NOT EXCEED 19%AT TIME OF MANUFACTURE. > 7-03-04 6-05.04 4-00 2700-A 4-03-03 6-05-04 7-03-04 Design conforms to main windforce-resisting -03-08 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, T T (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$ ^� /- 4 6.00 Truss designed for wind loads o in the plane of the truss only. M-4x6 - M-4x6 6N • M-5x6(S) `- $ M-5x6(5) sr O 0.25" 0.25" rn 3 a o co 15 116 1 o o 1 M-3x8 M-11.2 5x4 M-3x8 10.25' M-3x8 M-1.5x4 M-3x8 o M-5x6(S) /, y y 1, y 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 - AH7 Scale: 0.1547 ti NR i 6sr WARNINGS: GENERAL NOTES,unless otherwise noted: T 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �� . `® E I-- Truss: om-.. Truss: AH 7 end Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bradng to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 7/11/2014 responsibilitybuilding designer. continuous s sheathing such as plywood sheathin where shown and/or drywall BC. .q. " the overall structure is the res onsibili of the 3.2x Impact bridging or lateral bracing required ++ 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. : 5992792 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �� It/ design loads be applied to any component. and are or"dry condition"of use. �,,+ ,q O'� TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge if Q Y 1 4, 2 T' fabrication,handling, necessary. s p 1.. 6.This design is furnished is subject to the Irritationsset forth byfu 8.Plate7. s shag be locatn assumes ed on both facese lof truss,and placed so their center (�^"� I IIIIII VIII IIII VIII 11111 VIII VIII IIII IIII TPIANTCA in BCSI,copies of which will be furnished upon request. Noes coincide with joint center foes. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 2/31/2015 IIIIIIIIIIIUi 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 ROOF #18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-12=(-1076) 2619 12- 3=( 0) 291 BC: 2x4 KDDF #18BTR 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"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2136) 1206 15-16=(-1130) 2616 14- 6=( 0) 311 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-2136) 1206 16.10=(-1128) 2619 6-15=(-539) 250 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 8-15=(-268) 708 8- 9=(-2492) 1266 15- 9=(-534) 316 NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-3057) 1363 9.16=( 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 'COND. 2: Design checked for net1-5 psfl uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0' Allowed = 0.111" MAX LL DEFL = 0.209' @ 26'- 0.0' Allowed = 1.954' MAX TL CREEP DEFL = -0.358' @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed= 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0' Allowed = 0.111" MAX HORIZ. LL DEFL = -0.083' @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.127' @ 39'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19`t 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 T1' Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-03-04 6-05-04 2-03 -0S 4-00-050 4-00-05 -03-03 6-05-04 7-03-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 14-0014-00 in the plane of the truss only. 12 M-4x6 5 M-3x8 7 M-4x6 12 6.00 D ` 6 ` Q 6.00 M-5x8(S) " M-5x8(S) v 0,25" 0.25" a co v,it,,,, pv m a o '` o liiir 112 13 14 15 16 sir. o M-3x8 M-1.5x4 M-3x8 0,25" M-3x8 M-1,5x4 M-3x8 0 M-5x6(S) b 1- J- 1, ), 1, I 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 y y y 0-10 40-00 0-10 JOB NAME: POLYGON PLAN 5-B NH - AH6 `�,`����N s, Scale: 0.1547 ; �f- WARNINGS: GENERAL NOTES,unless otherwise noted: CI17 1.Builder and erection contractor should be advised of an General Notes 1.This design Is based only upon the parameters shown and is for an individual .C/ !��Ei i E 1.- 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 bred to Insure sebil during construction 2.Design assumes the top and bottom chords to be laterally braced at Aiiii,! Po n9 ty 2'o.c.and at 10'o.c.respectively unless braced throughout their le th by dr DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaltlC). / '!alp DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : rJ 992793 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. OREGONt. `V fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, design loads be applied to any component and are for"dry condieon'of use. �< 41)'' 14. te"Ce)'''' t�" TRANS I D: 403334 5.CompuTms has no control over and assumes no responsibility for the 6.Designs assumes full bearing at all supports shown.Shim or wedge If V fabrication,handling,shipment and installation of components. ry. �^p V p Po 7.Design assumes adequate drelnage is provided. -ARRA- 6. R(�-`"' 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I,copies of ch will be urnished upon ines coindde with joint center lines. IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIMTITPe SA,lnCJCofnpuT s iSoftw of 7.6.6(1 L)E request. 9.Digits Incate size of 0.IFFor basiccon connector platetdesin values see ESR-1311,ESR-1988(MiTek) EXP(RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0° IBC 2012 MAX MEMBER FORCES 4WA/DDF/Cq=1,00 TC: 2x4 KDDF I1188TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.10=(-931) 2619 10- 3=( 0) 291 BC: 2x4 KDDF g1$BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 3-2- 3=(-3057) 1165 10-11=(-933) 2616 3.11=(-534) 368 LOADING 4=(-2492) 1038 11-12=(•698) 2433 11- 4=(-241) 708 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-2136) 1015 12-13=(-698) 2433 11- 5=(•527) 203 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 65-- 6=(-2136) 1015 13-14=(•957 2618 12- 5=� 0) 311 TOTAL LOAD = 42.0 PSF 6- 7=(-2492) 1038 14- 8=(-955 2619 5-13.(-527) 203 7- 8=(-3057) 1164 6.13=(-241) 708 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 8- 9=( 0) 42 13-7- 7- 7=(-534) 368 ALL FLAT TOP CHORD AREAS NOT SHEATHED 7-14=( 0) 291 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 10.0" 10.0" LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) 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 1COND. 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" MAX LL DEFL = 0.179" @ 20'- 0.0" Allowed = 1.954' MAX TL CREEP DEFL = -0.358' @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111' MAX HORIZ. LL DEFL = 0.076' @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.127" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 13-11-11 12-00-10 13-11-11 load duration factor=1.6, Truss designed for wind loads 7-03-04 6-08-07 6-00-05 6-00-05 6-08-07 7-03-04 in the plane of the truss only. T 12 6.00 ' M-4x6 M-3x8 M-4x6 12 Q 6,00 M-5x8(S) % 5 ,4k. M-5x8(S) 0.25" -4- 3 0.25" v. A.o M O CJ o V o M-3x8 M-1lo 5x4 M-3x8 1 `\ 0.25" M 3x8 M -1�5x4 M-3x88 y M-5x6(S) ) , 1, ) 1, y y 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01.08 0-10 40-00 y y o-io JOB NAME : POLYGON PLAN 5-B NH - AH5 Scale: 0.1547 ��„toPRQ1 `5 GINE `r/0 WARNINGS: GENERAL NOTES,unless otherwise noted: C? 'T 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: AH5 and Warnings before construction commences. building component.Applicability of design parameters and proper '��CO �( 2.204 compression web bracing must be installed where shown+, incorporation of compopantis the responsibility of the building designer. / DES. BY: BS Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 3. /1 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unlessassbraced throughout their length by , ,,, DATE: 7/11/2014 the overall structure is the responsibility of the building designer. continuous sheathing such as plywoodsheathing(TC)requiredereshown and/or d ywell C. Po ty 9 9 3. Impact bridging or lateral bracing where shown++ 4.No load should be applied to any component until after as bracing and 4.Installation of truss is the responsibility of the respective contractor. It SEQ. : 5992794 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, yG OREGON �(/ TRANS I D• 403334 design loads be applied to any component. and are for"dry condition"of use. ' S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fun bearing at all supports shown.Shim or wedge if /4 �}' y 4. �°�<�t�jt. fabrication,handling,shipment and installation of components. 7.necessary. p ^Cf i� V T 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be locatn assumes ed on both faces drainage iof truss,and placed so their center 41"+7 n I t..`^' VIII VIII VIII VIII VIII VIII VIII IIII IIIIMiTPI/WTCA In BCSI,copies of e USA,lnc./CompuTrus iSoftware 7 ch will be furnished 6 6(1 L En request ors1Fcoinsize of cide For connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.14=(-1134) 2587 3-14=(-135) 235 SPACED 24.0" O.C. 2- 3=(-3022) 1414 14-15=(-1211 3183 14- 4=(-296) 899 BC: 2x4 KDDF S183DA 3- 4=(-2812) 1314 15.16=(-1289) 3398 14- 6=(.976) 443 WEBS: 2x4 KDDF STAND LOADING 4- 5=( 0) 0 16.17=(-1264) 3183 6.15=( -32) 304 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2455) 1236 17-12=(-1187) 2587 15- 7=(-197) 130 BC LATERAL SUPPORT <= 12'0C. 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"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 10-17=(-296) 899 ALL FLAT TOP CHORD AREAS NOT SHEATHED10.11=(-2812) 1314 17-11=(-135) 235 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=(-3022) 1414 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=( 0) 42 OVERHANGS: 10.0" 10.0' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series0'- 0.0' -304/ 1775V -111/ 111H 5.50" 2.84 KDDF ( 625) 40'- 0.0" -304/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) ICOND. 2: Design checked for net/-5 nsf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" MAX 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, I Truss designed for wind loads -03-06 -03 0 in the plane of the truss only. 10-00 10-00 12 12 6.00 p M-4x6 5 M-8x4 M 5x6(0).25" M 8x4 9 0 4x6 a 6,00 y /\\/ y v M-1"5x4N440441M-1.5x4 O 3 to M O M O .. 3 o o 1 144 4NT 1'16 17 O M-3x8 M-3x8 1u.25" 0.25 M-3x8 M-3x8F 8 M-5x6(S) M-5x6(S) > y , ), y 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 Scale: 0.1547R ope. `''� GpN� LS'Sip WARNINGS: GENERAL NOTES,unless otherwise noted: 4+' s�il 1q-,. 1.Builder and erection contractor should be advised of as General Notes 1.This design is based only upon the parameters shown and is for an individual 10• Truss: AH4and Warnings before construction commences. building component.Applicability of design parameters and properIncorporation2.2o4 corn pression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. P2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stabifty during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by , DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(eC). DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. .0OREGONW SEQ. : 5992795 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 4r '7,�f y `,.. design loads be applied fo any component. and are for"dry condition"of use . Q--7 1 Q., �T', 6.Design assumes full bearing at all supports shown.Shim or wedge If TRANS I D: 403334 S.CompuTrus has no control over and assumes no responsib l ty for the necessary. ill. (��. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the Irritations set forth by 9.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII It 11111 VIII lilt IIII Pwhich will request. MiTekde with joint center lines. USA,lnc.FCompUT us Software 7.6.6(1L)E lines 0bindicate of FFoasonnectorpledesign values see ESR-131 1,ESR-1988(MiTek) EXPIRES:12/31/2015 / III IIIII ill This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1.00 TC: 2x4 KDDF k18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.13=(-1012) 2587 3.13=(-136) 307 BC: 2x4 KDDF N18BTR SPACED24.0" O.C. 2- 3=(-3022) 1237 13-14=( •974) 3183 13- 4=(-275) 899 KD WEBS: 2x4 DF STAND 3- 4=(-2812) 1094 14.15=(-1050) 3398 13- 5=(-976) 397 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4- 5=(-2455) 1044 15-16=(-1012) 3183 5.14=1 -43) 304 BC 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 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(•3285) 1285 6-15=(-192) 133 TOTAL LOAD = 42.0 PSF 7. 9=(-2455) 1061 15- 7=( -35) 304 NOTE: 2x4 BRACING AT 24'0C UON. FOR LL = 25 PSF Ground Snow (Pg) 8 9=( 0) 0 7-16=(-976) 389 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-10=(-2812) 1112 9.16=(-269) 899 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=)-3020) 1247 16.10=(-136) 293 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 10.0" 10.0" 11'12=1 0) 42 Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,CI8,CN18 (or no prefix) = rmpuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SOAR. (SPECIES) M,M20HS,M18HS,M16or = MiTek MT series 0'- 0.0' -241/ 1775V -111/ 111H 5.50" 2.84 KDDF ( 625) 40'- 0.0" -245/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) ICOND. 2: Design checked for net(-5 osf) plift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10,0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.246" @ 20'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.495' @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001' @ 40'- 10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.088" @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.146' @ 39'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 0-06-08 9-11-11 1.1 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 19-09-05 10-03 (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), "( ,� load duration factor.-1.6, 5-01-08 4-10-03 4-10-09 5-01-12 5-01-12 4-07-04 �� plane 4-07 5-01-08 Truss designed for wind loads in the of the truss only. 10-00 12 M-4x6 M-5x6(S) 12 <- 6.00 p M- x4 0.25" M-9x4 8 M-4x6 Q 6.00 6y M-1.5x4 is; 0 3 M-1"5x4 o c') m o 2 v 13 4 1 o M-3x8 M-3x8 b.25" 0"251'' M-3x8 M-3x8 o y M-5x6(S) M-5x6(S)1 , ), ,L y y 9-06-12 7-00-01 6-10-05 7-00-01 9-06-12 0-10 40-00 y y 0-10 JOB NAME : POLYGON PLAN 5-6 NH - BH3 Scale: 0.1461 �ti .° RR°�os GINE'rY h S1/ WARNINGS: GENERAL NOTES,unless otherwise noted: V' rl.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 'qTruss: BH3 and Warnings before construction commences. building component.Applicability of design parameters and proper �,® T' 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibiity of the building designer. DES. BY: BS 3.Additional temporary bracing to insure stebiity during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 7/11/2014 the overall structure Is the responsibilityof the designer. continuous sheathing such as plywood required sheathing(TC)and/or drywaH(BC). 40 building 9 3.2x Impact bridging or lateral bracing where shown++ 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 1.t./ SEQ. : 5992796 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used i0 a non-corrosive environment, -YY4. A:OREGONyNB�� TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. '7 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 necessa 14. �p, fabrication,handling,shipment and installation of components. ry' �t., .(y 6.This design is famished subject to the Imitations set forth 7.Design assumes adequate drainage is provided. 4 4 1111111111111111 TPI/WTCA In BCSI,copes of which will be furnished upon request. quest. 8.Imes coincide with jtes shall be o int nt on center roes.of truss,and placed so their center MiTBk USA,Inc./CompuTrus Software 7.6.6(1 L)-E ches. 0.For 9. ibasits c connectocate size rf a desigate in n values see ESR-1311,ESR-1968 P 9 (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/DDFICq=1.00 TC: 2x4 KDDF @16BTA; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.13=(-1214) 2654 3.13=) -13) 272 SPACED 24.0" O.C. 2- 3=(-3102) 1424 13.14=(-2120) 5340 13- 4=( -309) 975 2x6 KDDF N16BTR T2 3- 4=(-3143 144 14-15=(-2516) 6278 13- 6=(-2713) 1079 BC: 2x6 KDDF S1ANDR LOADING 4- 5=( 0) 0 15.18=(-2516) 6278 6.14=( -51) 491 WEBS: 2x4 KDDF STAND LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2796) 1339 16-17=(-2432) 5740 14- 7=( -945) 423 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-5392 2262 17-18=(-1207) 2684 15- 7=( 0) 258 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-5741) 2555 18.11=(-1204) 2686 7-16=( -596) 200 8- 9=(-2744) 1321 16- 8=( -11) 311 LL = 25 PSF Ground Snow (Pg) 9.10=(-2748) 1332 8-17=(-3796) 1672 NOTE: 2x4 BRACING AT 24"OC UON. 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 'COND. 2: Design checked for net(-5 osf) uplift at 24 'oc saacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111" MAX LL DEFL = 0.536• @ 19'- 6.0" Allowed = 1.954' MAX TL CREEP DEFL = -0.975" @ 19'- 6.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 40'- 10.0" Allowed = 0.111' MAX HORIZ. LL DEFL = -0.097" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.148" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 7-11-11 16-10-08 4-10-13 10-03 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, .( '1 All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �3-00-12L 05-0S 4-03-15 7-02-06 5-07-11 4-07-05 4-07-06 5-07-10 load duration factor=l,6, 1 �2 Truss designed for wind loads -05-11 in the plane of the truss only. 6-00 12 M-4x6 12 12 6.00 i '. 4.0" Q 6.00 6.00 9 -h( /- 4114111111111111ill'' 5 CD ` M-5x6 M-ix8 M-3x8 M-5x16 M- 3x4 0 o M-1"5x4 12 -- cm !"+. $ r.� `!"11/042 4 v o T o /M-3x8 M-4x12 10.25" M-1.5x41 0.2516 M-5x12 M-118 5x4 M-3x8 0 =M-8x8(S) =M-8x8(S) (S) y y y ), 1, y ) y y 5-04-12 7-02-06 6-10-14 5-04-03 4-10-13 4-09-02 5-05-14 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - BH2 Scale: 0.1481 ���� �tN,o sx WARNINGS: GENERAL NOTES,unless otherwise noted: 4a -//1.'` C (''fl, 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual 1' 0,•F'E TrussBH2 and Warnings before construction commences. building component Applicability of design parameters and proper • 2.2x4 compression web bredng must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during constructicn 2. 14111.4 Design assumes the top and bottom chords to be lateral oy braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ! ,illilan,' DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown++ OREGON y,, 4. 4.No load should be appked to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. W 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, ��yA. design loads be appbed to any component end are for"dry condition"of use. Q �Y 1 ti. �� 6.Design assumes full bearing at all supports shown.Shim or wedge if TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the necessary. M { �� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPVVYTCA in BCSI,copies of which will be furnished upon request. 9.linesDigitscin 1de 0. size joint plate inrinches. 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 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 2x6 KDDF #1&BTR T2 (Non-Re PI 1- 2=( 0) 42 2-12=( -958) 5580 3.12=( -120) 766 9-17=(0) 138 BC: 2x6 KDDF #1&BTR 2- 3=( -6484) 1158 12-13=(-2356) 12824 12- 4=( -390) 2390 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 <= 12'0C. VON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 12'- 0.0" V 6- 7=(-12140) 2210 16-17=( -754) 4772 14- 6=( -310) 1738 BC LATERAL SUPPORT <= 12"OC. VON. 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 24'0C 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- Sc) -300) 328 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 10.0" 10.0" REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connectorplate prefix designators: 0'- 0.0' -629/ 3446V -118/ 118H 5.50" 5.51 KDDF ( 625) 9 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 40'- 0.0' -507/ 2917V 0/ OH 5.50" 4.67 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M,M20HS,M18HS,M16 = MiTek MT series _,,_ ( 2 ) complete trusses required. )COND. 2: Design checked for net(-5 ssfi uplift at 24 "oc spacing.? ** HANGER BY OTHERS TO APPLY CONC. Join together 2 ply with 16d Common nails staggered at VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.000" @ 0'--10.0" Allowed = 0.083" LOAD(S) EQUALLY TO ALL MEMBERS. xx 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.000' @ 0'--10.0" Allowed = 0.111" + Laterally brace to roof diaphragm. 9' oc in 1 rows( throughout 2x4 webshout 2x6 . MAX chords, MAX LL DEFL = 0.401' @ 19'- 6.0" Allowed = 1.954" MAX TL CREEP DEFL = -1,255" @ 19'- 6.0" Allowed = 2,606" MAX LL DEFL = 0.000" @ 40'- 10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.000" @ 40'- 10.0' Allowed = 0.111" MAX HORIZ. LL DEFL = -0.070" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.166" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 5-11-11 18-10-08 4-10-13 10-03 Truss designed for wind loads T f f in the plane of the truss only. �3-00-121'2-10-151' 6-03-15 1' 7-02-06 T 5-07-11 T 4-07-05 T 4-07-06 T 5-07-10 1' 12 12 12 6.00 6.00 D M-4x6 Q 6.00 /- e 4.0" III o M-5x6 M-3x10 M 3x10 M 5x16�� M-3x4 e .111"' M-1.5x4 5 T21.... 6 o a: _ _ 0 M cm 3 + + LA c� M-3x6 o / �M-3x8 M-5x12 130.25" M•3x6 0.25"15 1616 17 ",1 o CDM-5x12 M-1.5x4 O M18HS-7x14(S) ** M18HS-7x14(S) +841# 1384# /, 1, /, /, y /, y /, 1, 971,9 5-04-12 7-02-06 6-10-14 5-04-03 4-10-13 4-09-02 5-05-14 10):9 JOB NAME :° POLYGON PLAN 5-B NH - BH1 ao-oo Scale: Q,1460 10 \�,�`0' 4, WARNINGS: GENERAL NOTES,unless otherwise noted: .5 4i' 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 12�I E Truss: BH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuousr length by sheathing such as plywood sheathing(TC)unless braced tand/ ord hout Irywat C > 49,4 DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ it SEQ. : 59927984.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON 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'L• �, 1,,,, tii `,' TRANS I D: 403334 design loads hasbs appliedcoto anycomponent.and anent. 6.Design assumand are for es fun bearingf at all supports shown.Shim or wedge if /A 14" 2°�p`k 5.CompuTrus no control over and assumes no responsibility for the necessary. V A l p {y fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 41un A( V 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center +-i r'l III 1101 IIIA VIII HMI 11 IIII IIII TPl/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center 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 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDFICq=1.00 TC: 2x4 KDDF A18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.15=(-1678) 3991 15- 3=(-353) 977 12-23=(0) 242 BC: 2x4 KDDF #16BTR SPACED 24.0" 0.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 4-170(-519) 279 TC LATERAL SUPPORT <= 12"OC. UON. IL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 19-20=) 0) 0 17- 5=(-400) 969 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2481) 1295 18-20=(-1045) 2776 17- 7=(-640) 312 TOTAL LOAD = 42.0 PSF 7- 8=(-2785) 1416 20-21='-1031` 2727 7-18=(-153) 492 8- 9=(-2797) 1389 21-22=(-1092) 2794 18- 8=(•182) 325 NOTE: 2x4 BRACING AT 24'OC VON. FOR LL = 25 PSF Ground Snow (Pg) 9.11=(-2286) 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 10PSF LIVE LOAD. TOP 22-12=(-3B5) 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,MI8HS,M16 = MiTek MT series LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -308/ 1775V -133/ 133H 5.50" 2.84 KDDF ( 625) 40'- 0.0" -309/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) ICOND. 2: Design checked for net(-5 osfl uplift at 24 "oc soacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111' MAX LL DEFL = 0.260' @ 16'- 6.2" Allowed = 1.954' MAX TL CREEP DEFL = -0.466' @ 16'- 6.2" Allowed = 2.606" 0-01-05 MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111' 13-11-11 12-00-10 13-11-11 MAX HORIZ. LL DEFL = -0.122' @ 39'• 6.5" 2-09 4-05-12 4-05-1205-04 6-01-04 03-0 6-03-04 MAX HORIZ. TL DEFL = 0.188" @ 39'- 6.5" T T T 2�-03-03 f 13-04-131 1 5-05-04 f DESIGN ASSUMES MOISTURE CONTENT DOES 12-00 12-00 NOT EXCEED 19%AT TIME OF MANUFACTURE. f ,( T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 D M-4x65 M-63x4 M-�3x8 M-33x4 to 1M-4x6 Q 6.00 Wind: 140 mph h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f _ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-3x4 M 3x4 Truss designed for wind loads o q + in the plane of the truss only. t� %M-4x4 3 M-3x8 en M-3x8 _ COCO O o v 1 ..............11: 15 16 17 18 " 2�- 22 23 X440 f o 0 o M-5x8 M-3x4 M-3x8 m.06 20 0.2b1 M-3x8 M-1.5x4 0 0 o M-3x4+ M-4x10 M-3x4+ 1.89M-5x6(S) a 2.75 12 12 09.1 1 1 1 - 1 1 1 1 1 1 2-05-0 4-05-12 4-07-08 1108-02 6-03-06 6-01-04 5-05-04 6-01-08 1 1 0-10,t, -110 2-05-08 11-11 12-001 23-07-08 0y 10 14-04-08 25-07-08 1 y 11 0-10 40-00 0-10 Pe JOB NAME: POLYGON PLAN 5-B NH - AH5C �`�,c��/)/N� � Scale: 0.1332 r°2 WARNINGS: GENERAL NOTES,unless otherwise noted: 45 7Gi. "i 1.Builder and erection contractor should be advised of all General Notes 1.TNs design Is based only upon the parameters shown and is for an individual i' `-`L7®,0 E 1" Truss: AH5C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracingto Insure stabilityduringconstruction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �/ '� DES. By: BS is the responslbitity 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++ tr OREGON 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 5992799 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use. �. P TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge if LIQ 1 4" 0� fabrication,handling,shipment and installation of components. ry t-�tt f p Po 7.Design assumes adequate drainage is provided. 4/ R 11-L- 6.This design is furnished subject to the fnitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center INN VIII VIII III 11111 (III(III TPI Ain BCS(,copies of which will be furnished upon request. y (ines coincide Digits Indicate sizejoi platent incenterinches. 10. MiTekk USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 Imoill 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=(-1439) 3991 13- 3=(-298) 977 9-20=(-264) 807 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(•4625) 1712 13-14.(-1329) 3653 3-14. -721) 386 20-10=(-387) 302 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-3338) 1292 14.15°(-1028) 2930 14- 4=) -14) 289 10 .21=( 0) 242 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD 32.0 PSF 4- 5=(-2840) 1155 15-16=( -815) 2757 4.15=(-519) 342 BC LATERAL SUPPORT <= 12'OC. UON. 5- 6=(-2481) 1098 17.18=( 0) 0 15- 5=(-337) 969 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 ALL FLAT TOP CHORD AREAS NOT SHEATHED LL 25 PSF Ground Snow (Pg) 9.10=(-2643) 1076 20.21=( -972) 2635 18- 7=(•665) 253 10.11=1-3077 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 OVERHANGS: 10,0" 10.0" REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. 8.20=(-710) 275 Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M20HS,M18HS,M16or = MiTek MT series 0'- 0.0' -242/ 1775V -133/ 133H 5.50' 2.84 KDDF ( 625) 40'- 0.0' -242/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) ICOND" 2: Design checked for net(-5 Dull 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 .( Design conforms to main windforce-resisting 2-09 4-05-12 4-08-15 T-01-01 6-01-04 5-04-13 5-08-07 6-03-04 system and components and cladding criteria. 12 2-05-0412 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, 6.00 D M-4x6 M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 M- X4 M x6 M x4 y Q 6.00 load duration factor=1.6, ` � udnefor wo f inthe plaeofthe trussonly.M-3x44 M-3x4o`O %M-4x43 aD M-3x8 N CD owm _ � 13 14 15 6 �.= - ,�c o ^��218 P 2oo M-5x8 M-3x4 M-3x8 17 0"25' M3x8 M-15x4 M-3x8 o M-3x4+ M-5x6 M-4x10 M-5x6(S) M-3x4+ - 2,75 1.89' 12 yp y12 y 2-09-12 y ; y y y , y-05-01, 4-05-12 4-07-08 1x08-02 6-03-06 6-01-04 5-05-04 6-01-08 y 1 0-1p 2-05-08 11-11 ,2-00 23-07-08 01-10 yy 14-04-08 25-07-08 0-1040-00 y y 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH4C Scale: 0.1499 `�., ‹. N 61 WARNINGS: GENERAL NOTES,unless otherwise noted: N? /41 V,.• 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual �� -9 Truss: AH4C and Warnings before construction commences. building component.Applicability of design parameters and proper !:-16 ,6 E f 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. / DES. BY: BS 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at / // is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 7/11/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywal C). r', 4I '" 9 3.2x Impact bridging or lateral bracing where shown++ SEQ. : 59928004.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. Ct shouldfasteners are complete and at no time any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, '4, REG 4,/:" A. 5.CompuTrus has no control over and assumes no responsibility for the TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. 1 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14 fabrication,handling,shipment and Installation of components. necessary.7. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall assumes locatadequate d on both drainage Is of truss,and placed so their centerded. R L^" IIIIII1VIII VIII VIII 11111 11111 VIII III ch v.411 be furnished upon MiTPe USA,lnCl/WTCA In SCompuTrus I,copies of (Software 7 6 6(1 L)E request lines coinde with jint center Ines. 10.For asic coon ectoroplate design values see ESR-1311,ESR-1988(MiTek) 9.Digits indicate size of plate in inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'• 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-17=(•1427) 3488 17- 3=( •209) 663 BC: 2x4 KODF #1&BTR SPACED 24.0' O.C. 2- 3=(-4158) 1779 17-18=(-1262) 3045 17- 4=( •186) 353 WEBS: 2x4 KDDF STAND3- 4=(-3725) 1660 18.19=(•1439) 3656 4.18=( -191) 182 LOADING 4- 5=(•3215) 1467 20-21=( 0) 0 18- 5=( -402) 1134 LL 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 19-21=(-1501) 4109 18- 7=(•1196) 523 TC LATERAL SUPPORT <= 12"OC. UON. ( 5- 7=(-2846 1359 21.22=(-1559) 4171 7.19=( •269) 907 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 42.0 PSF 7- 8=(-4286) 1837 22-23=(-1449) 3686 8-19=) -85) 46 TOTAL LOAD = 42.0 PSF 8- 9=(•4282) 1836 23.15=(-1108) 2440 19- 9=( -253) 596 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-4019) 1727 21- 9=( -822) 404 ALL FLAT TOP CHORD AREAS NOT SHEATHED 1670 21-10=( •192) 106 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-13=(•2515) 1227 10-22=( -310) 220 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=( 0) 0 22.11=( -80) 536 OVERHANGS: 10.0' 10.0' 13.14=(-2863) 1308 11.23=(•1427) 576 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 14.15=(-2908) 1337 13-23=( -284) 918 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15.16=( 0) 42 23.14=( -2) 204 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series BEARING MAX VERT MAX HORZ BUG 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 nett-5 osfl uplift at 24 "00 spacing,I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0' Allowed = 0.083" 9-11 11 MAX TL CREEP DEFL = -0.001' @ 0'--10,0" Allowed = 0.111" 9.11-11 20-00-10 MAX LL DEFL = 0.381" @ 21'- 6.8' Allowed = 1.954" T MAX TL CREEP DEFL = -0.712' @ 21'• 6.8' Allowed = 2.606' 2-08-08 2 03 03 3-01-04 5-07-13 T T-01-02 3-10f f MAX TLMCREEPL DEFL = -0.001' @ 440'- 110.0' Allowedd = 00.081" 'f 01-1f2 ' 10 0 ' 0 0 05 2f01-1f � 5 04-05 4 03-A �3 10 08 4' MAX HORIZ. LL DEFL = -0.131" @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.207' @ 39'- 6.5" T 8-00 - 8-00 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. M-5x6(S) 12 12 Design conforms to main windforce-resisting Q 6.00 6.00� �-3X4 M-3x4 12 system and components and cladding criteria. M-5x6 / =M 4x4 M 4x6 M-1 5x4 0 125" 11 3 Wind: 140 mph, h=21.7ft, TCDL=4.2,6CDL=6.0, ASCE 7-10, 5 7 A 9 y M� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M 3x4 IA-1.5x4 load duration factor=1,6, v 4 + a Truss designed for wind loads 0 ,�, M•1.5x43 /A4161\ roin the plane of the truss only. 0 csj o M 3x8 -_- �- �� 6 o n-v r?o v 1 �' 18 1"�� 23 `., o o M-5x10 M-3x8 20 21 0.2P� M-3x8 M-3x8 0 M-3x4+ M-6x10 M-3x4+ M-4x12 c 2,75 1.69 - M-5x8(S) 12 12 y 2-00 5-06-12 6-04-04 1-y0-1 y 9-03-04 8-02-04 7-06-12 y y � y y 0-10/, 2-00 11-11 y2-00 24-01 �10 13-11 26-01 y y40-00 0 0 0-10 ��oD P R DptS� JOB NAME : POLYGON PLAN 5-B NH - AH3 Sale: 0 1400 �� GINSr o 4. WARNINGS: GENERAL NOTES,unless otherwise noted: f 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual �' ' .4.''.. 2 a Truss: AH3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2o4 compression web bracing must be Installed where shown+. incorporation of component la the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top end bottom chords to be laterally braced et ty 9 Z o.c.and at 10'o.c.respectively unless braced throughout their length by �R � of DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE .,7/11/2014 the overall structure is the responsibility of the building designer. 3.2z impact bridging or lateral bracing required where shown++ OREGON to 4.No load should be eppled to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. -'q' SEQ. :' 5992 801 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4j y .1 necessary. design loads be applied to any component. and are for"dry condition"of use. Q 14. P 6.Design assumes full bearing at all supports shown.Shim or wedge If iii, v6 Ii..ID: 403334 s.CompuTrus handliins shipmentprand installand ations compoo nents.bility the resign ass c F?A(_'I„ Po 7.Design assumes adequate drainage is provided. rl 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,end placed so their center lines I VIII(VIII VIII VIII VIII VIII VIII IIII IIII copies of whch will be furished upon MiTe USA, BCS.,ompuT S(Software 7n6.6(1 L)-Z request. 0.For bas cdconnector de with joint center Ines. opletetdesign values see ESR-1311,ESR-1988(MiTek) 9.Digits idicate size EXPIRES:12/31/2015 IIIIIIIIIIIIII This FICdLUhesignMBEpR-Brepared from computer input by C LUMBER SPECIFICATIONS TRUSS SPAN 40'- 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 2.15=(-1267) 3488 15. 3=( -161) 663 21-12=(0) 204 BC: 2x4 KDDF 011&8TR SPACED 24.0" O,C. 2- 3=(-4158) 1554 15-16=(-1096) 3045 15- 4=( -173) 353 WEBS: 2x4 KDDF STAND 3- 4=0.C. (-3725) 1463 16.17=(-1145) 3656 4.16=( -192) 258 IC LATERAL SUPPORT <= 12"OC. UON. LOADING 4- 5=(-3215) 1216 18.19=( 0) 0 16- 5=( -358) 1134 BC 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 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 Snow P 8- 9=(-4019) 1481 21-13=( -978) 2440 17- 8=( -184) 596 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground S ALL FLAT TOP CHORD AREAS NOT SHEATHED ( 9) 9.10=(-3994) 1421 19- 8=( -822) 337 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 111.11=(-2515) 1026 19- 9=( -182) 104 12= 1085 REQUIREMENTS OF IBC 2012 AND (-2908) 1 76 0.10= -310) 224 IRC 2012 NOT BEING MET. 12.13= OVERHANGS: 10.0" 10.0" ( ) 20.10=) -84) 536 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13-14=( 0) 42 10-21=(•1427) 518 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 11-21=( -266) 918 C,CN,CI8,CN18 (9r no pprefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = Mek MT series BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) JT 13: Heel to plate corner = 2.00 0'- 0.0' -235/ 1775V -89/ 89H 5.50' 2.84 KDDF ( 625) 40'- 0.0" -236/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) ICOND. 2: Design checked for nett-5 os J uplift at 24 "oc ooacing.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111" MAX LL DEFL = -0.354' @ 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" 1N 7-11-11 DESIGN ASSUMES MOISTURE CONTENT DOES 24-00-10 7-11-11 NOT EXCEED 19%AT TIME OF MANUFACTURE. 2-01-12 ,3-01-07� 3.01-04 5-07-13 5-04-05 5-01-02 4-01-03 3-10-08 Design conforms to main windforce-resisting. ?f system and components and cladding criteria. 2-08-08 2-08-05 -01-1 12 M 3x4 M 5x6 S 12 Wind: 140 mph, h=21.2ft, TODL=4.2,BCDL=6.0, ASCE 7-10, 6.00 D M•5x6 ( ) (All Heights), Enclosed, Cat.2, Ex B, MWFAS Dir 'r 5 M-3x4 M-1.5x4 6 0_25" =M-4x4 M-4x6 J6,00 load duration tactor=1,6, Exp. ( )' 5 y 10 1 Truss designed for wind loads M-3x4 8 9E w in the plane of the truss only. 0 4 �• M-1.5x s ' \ A + M•1.5x4 v M M-3x8 �d •'' /-o o'E o 1 f 15 16 7 ft...._ - -�� a M-5x10 :e 0 o M-3x4+ M-3x8 M1 18 19 0.25"0 21 `1 4 o M-3x4+ M-3x8 M-3x8 0 a 2.75 1.89'==- M 4x12 M-5x8(S) 12 J' y 12 J' J• J• J" y J• ,, y2-00 , 5-06-12 6-04-04 1-00-121 9-03-04 8-02-04 7-06-12 0-1p 2-00 11-11 y2-00 , y 24-01 O1,10 13-11 26-01 0-100-00 J' J 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH2 Scale: 0.1550 ���` GPNOxS�� WARNINGS: GENERAL NOTES,unless otherwise noted: Cj to9 , 1.Builder and erection contradm should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual ' ' Truss: AH2 and Warnings before construction commences, building component.Applicability of design parameters and proper � • �®® t 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. DES. BY: BS 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at // is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 7/11/2014 the overall structure Is the responsibilityof the buildingdesigner. continuous sheathing such as plywoodrequired sheathing(TC)and/or drywal C). r Wiwi,- 9 3.2x Impact bridging or lateral bracing where shown++ c t1 4.No load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. Ai/yp '� SEQ. : 5 992802 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, OREGON 1k V! TRANS I D• 403334 design loads be applied to any component. and are for"dry condition"of use. • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �� �'" 1 '4 ���t�1�,.. fabrication,handling,shipment and installation of components. necessary. / V S 6.This design is furnished subject to the limitations set forth 7.Design assumes adequate drainage is provided. <V Pb t,y' � 1111111 VIII VIII VIII VIII VIII VIII IIII IIII TPINVTCA in BCSI,copies of which will be furnished upon request.quest. 8 linesecoincide with Jos shall be int center on lness of truss,and placed so their center L+7 r i B. incate size of late in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.FForrits basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPI RES:12/31/2015 IIIIIIIIIIIIII 1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40-00-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4:KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 42 2-14=(.3052) 8834 14- 3=( -652) 2126 10.20=(-562) 1884 2x6 KDDF #1&BTR 72, T3 2- 3=(-10036) 3504 14-15=(-2800) 8048 3.15=( -842) 308 20.11=(-238) 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) 2854 16-17=(.5512) 14076 15- 5=(-4662) 1980 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0° TO 6'- 0.0' V 5- 6=(-11444) 4480 17.18=(-5048) 12796 5.16=( -398) 1412 TC LATERAL SUPPORT <= 12'0C. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 34'- 0.0" V 6- 7=(-14240) 5666 18.19=(-5020) 12570 16- 6=(-2954) 1272 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+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 i, 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=1 -6516) 2378 18- 8=( -114) 122 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONE 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 IEOND. 2: Design checked for net1-5 gsfl uplift at 24 'oc sgacing.l 9" oc in 1 row(s) throughout 2x4 top chords, /v\ 9' oc in 2 row(s) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL4/180 9' oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.000" @ 0'--10.0" Allowed = 0.083' 9' oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.000" @ 0'--10.0' Allowed = 0.111" MAX LL DEFL = 0.565" @ 16'- 4.5' Allowed = 1.954" + Laterally brace to roof diaphragm. MAX TL CREEP DEFL = -1.074' @ 16'- 4.5' Allowed = 2.606' MAX LL DEFL = 0.000' @ 40'- 10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.000' @ 40'- 10.0" Allowed = 0.111° MAX HORIZ. LL DEFL = -0.137' @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.220' @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, 5-11-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-11-11 28 00 10 load duration factor=l.6, f2-10-15 T Truss designed for wind loads 2-091, 3-02-11 3-08-05 4-05 2.03-08 6-02-11 5-11-03 5-06 3-00-12� in the plane of the truss only. 320# f f 320# 12 12 6.00 D M-4x10 Mx8 =M sx4 M4x4 M-5x6 M-7x8(S) 6.00 0.i5" M 3yx10 4 o _ y - 0 M 1.5x4 •rt %M-4x43 - `\ilill \�--//i i \\ M °D00 o CO o M-3x10 ` -�, o �'t v 1 ✓ �4 15 16 1711-4111..--.11.." S9 20 "'�3 o �C'� M-4x10 =M-4x4 -M 10x10 18 0.251' M-4x10 M-3x8 0 0 o M 6x8 M-3x4+ M18HS-7x14 M-3x4+ a 2,75 =M-8x8(S) M-3x4+ 12 2.75 . M-3x4+ 2-11-041, y 12 y y y y y , y-05-0P 4-06-12 4-05 j,20j, 9-02-04 9-00-08 5-04-12 ,, y 0�-1p 2-05-08 11-11 2-00 23-07-08 9:7 0-10 40-00 0-10 0\03 es JOB NAME: POLYGON PLAN 5-B NH - AH1 PROp Scale: 0.1548 1 Ca WARNINGS: GENERAL NOTES,unless otherwise noted: 444 0E $"Syr„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 - /0 A Truss AH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper /' "" 2.2r4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. / 3.Additional temporary bracing to insure stabiA duringconstruction 2.Design assumes the top and bottom chords to be laterallybraced at po ry b 2'o.c.and at 10'o.c.respectively unless braced throughout their le 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). - ' it DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2n Impact bridging or lateral bracing required where shown++ �� �� � 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 5992803 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses areto be used in a non-corrosive erwironment, 2 �4 design loads be applied to any component and are for"dry condition"of use. L/Q y 14. �� T 6.Design assumes full bearing at all supports shown.Shim or wedge if /�� TRANS I D: 403334 5.CompuT us has no control over and assumes no responsibility for the necessary. MFS 1�1- fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ch will be furnished upon ines III IIII111111IIIII VIII VIII 11111 IIII Ift MTtT�e USA,Inc./CompuTrus I/MCA in BCSI,copies of rSoftware 7.6.6(1L)-E request. es. 10.lFFr Digits coincide ectordicate size of plate desiglate in n values see ESR-1311,EOR-1988(MITek) EXPIRES:12/31/2015 i JIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.0" 'COND. 2: Design checked for net1-5 psf) uplift at 24 'oc spacing. TC: 2x4KDDF 0/1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4;XDOF M1&BTA SPACED 24.0" O.C. DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 121OC. UON. BC LATERAL SUPPORT <= 12'0C. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main windforce-resisting Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M,M2OHS,MIBHS,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. to CompuTrus gable end detail for 4-09 4-09 complete specifications. 12 12 6.00 Q 6.00 IIM-4x4 A- 3 co 0 N M 2 p� 4 co d --{C, a/ 1 v o o M-3x4 M-3x4 y o 10 y 9-06 „I, 1, 0-10 JOB NAME : POLYGON PLAN 5-B NH - Cl Scale: 0.6187 ;S C ‘'. GINE 6'/0 WARNINGS: GENERAL NOTES,unless otherwise noted: 1/`1 f51., '?• 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 ,( 17Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters end proper �w a y[ A i' 2.2x4 compression web bracing must be installed where shown+. Design of component is the responds to of the building designer. DES. BY: BS 3.Additional temporary bracing to Insure stabiity during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by , DATE: 7/11/2014 the overallst structure Is the responsibility of the buildin desi ner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „,,,„,..411,i 9 9 3.2x Impact bridging or lateral bredng required where shown++ 4.No load should be applied to any component until alter all bracing and 4.Design anon of truss is the responsibility of the respective contractor. -,. OREGON 'N. SEQ. : 5992S04 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, Jo TRANS I D: 403334 design loads be applied to any component. and are for"dry condition”of use. 47 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 7 4), 1 20 '•t- fabrication,handling,shipment and installation of components. necessary. 'V� This design is furnished subject to the Bmitations set forth B.Design assumes adequate drainage Is provided. 44, , RIO- 6. TPIANTCA In SCSI,copies of which will be furnished upon request 8 metes shall s cdnddeelocated on with joint en both mesa of truss,and placed so their center 1111111111111111111 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 9.0.FFor basic connector platetdesign values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 This design prepared from computer input by IIIIIIIIIIIIII PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1,15 1- 2=( 0) 42 2- 7=(-252) 1166 3- 7=(-283) 205 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1392) 328 7- 8=( -95) 772 7- 4=(-101) 446 WEBS: 2x4 KDDF STAND 4=(-1216) 326 8- 6=(-246) 1189 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"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 10.0" 0.0' LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs, - See approved plans0'- 0.0' -143/ 961V -92/ 98H 5.50" 1.54 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 6.0' -107/ B60V 0/ OH 5.50' 1.38 KDDF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc �COND. 2: Design checked for nett-5 of) uplift at 24 "on spacing.) M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL DEFL = 0.001" @ 0'--10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.037" @ 13'- 5.8" Allowed = 0.979" MAX TL CREEP DEFL = -0.075' @ 13'- 5.8' Allowed = 1.306' MAX HORIZ. LL DEFL = 0.016" @ 20'- 0.5" MAX HORIZ. TL DEFL = 0.026' @ 20'- 0.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 10-03 10-03ff Design conforms to main win dforce-resisting ( system and components and cladding criteria. 5-03-14 4-11-02 4-11-02 5-03-14 fffT f Wind: 140 mph, h=21,7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), 12 M-4x6 -s:16.00 load duration factor=l.6, 6.00 Truss designed for wind loads 4.0" in the plane of the truss only. 4 : M-1.5x4 M-1.5x4 U) til J, co V7 CO 4. i 7- 7( 8 **M 3x46 0 M-3x4 0.25" M-3x4 M-5x6(S) I I I I 7-00-03 6-05-11 7-00-03 I I I 0-10 20-06 03 PROPE. Scale: 0.2933 Zj4 GN ' ,Q s-el JOB NAME : POLYGON PLAN 5-B NH - D2 1 WARNINGS: GENERAL NOTES,unless otherwise noted: f"44 -��/ 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 a Truss: D2 end Warnings before construction commences. building component.Applicability of design parameters and proper E .204 compression web bracingmust be installed where shown+, incorporation of component Is the responsibility of the building designer. 2.Design assumes the top end bottom chords to be laterally braced at 3.Additional temporary bracing to insure stabilty during constructiono.c.and at 10'o.c.respectively unless braced throughout their le th by s� , DES. BY BS is the responsibility of the erector.Additional permanent brat ng of 2'continuous sheathing such as plywood sheathing(TC)and/ordrywaltlC). l / DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON /.0 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. �/ W SEQ. : 5992805 fasteners are complete and at no time should any cads greater than 5.Design assumes trusses ere to be used in a noncorrosive environment, 4.1�l�1 �� design loads be applied to any component. and erefor"dry condition"of use. y 14. A 6.Design assumes full bearing at all supports shown.Shim or wedge if /�,� '1�j TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the necessary. "� `1 k. fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Imitations set forth by B.Plates shall be located on both faces of truss,end placed so their center 111111111111111111 TPl/WTCA In BCSI,copies of which will be furnished upon request. 9. s. (ines Digits coincide with joint nplate Inrinches. MITek USA,Inc./CompUTrUS Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) :EXPIRES:12/31/2015 1E11111 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 IC: 2x4 KDDF q1&BTA; 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. ) 424 BC: 2x4 KDDF#1&BTR 2-3=( 0) 0 5-4=(-123 WEBS: 2x4 KDDF STAND LOADING 3.4=(-539) 187 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT<= 12"OC. UON" DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG 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 iy ICOND. 2: Desn checkedg REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. for net(-5 psfl uplift at 24 "oc spacing.] M-1.5x4 or equal at non-structural BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 vertical members (uon). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.000" @ 11'- 0.0" Allowed = 0.083" MAX TL CREEP DEFL = 0.000" @ 11'- 0.0" Allowed = 0.111" Connector plate prefix designators: MAX TL CREEP DEFL = -0.012" @ 15'- 9.0" Allowed = 0.572" C,CN,CI8,CN18,(or no prefix) = CompuTrus, Inc Refer to CompuTrus standard MAX TC PANEL LL DEFL = 0.007" @ 13'- 2.0" Allowed = 0.291" M,M20HS,M18HSM16 = MiTek MT series gable end detail for complete MAX HORIZ. LL DEFL = 0.003" @ 20'- 0.5" specifications. MAX HORIZ. TL DEFL = 0.005" @ 20'- 0.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 10-03 10-03 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14-03 1-06 4-09 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 12 =M-4X4+ 12 ., 6,00 Q 6.00 M-4x6- rtn 0 M-3x4+ M 0 1 01 o g v 8 M-3x6 5 a y M 3x6(S) y M-1.5x4 M-3x4 y 11-05-08 15-09 y y 1, y 4-09 0-10 20-06 y JOB NAME : POLYGON PLAN 5-B NH - D10) PRopes's Scale: 0 2992 `5•sOk 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 individual9,j "c Truss: D1 and Warnings before construction commences, building component.Applicability of design parameters and proper ¢ y �.� 1'' 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibilty of the building designer. „• DES. BY: BS 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Jl�w• 2'o.c.and at 10'o.c.respectively unless braced throughout their length is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as )g ). 1/', '" DATE: 7/1 1/2014 the overall structure is the responsibility of the buildingdesigner. plywood required where)and/or drywall(BC), fj 9 3.ac Impact bridging or lateral bracing 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, 40 SEQ. : 5992806 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, y OREGON tej design loads be applied to any component. and are far"dry condition"of use. L ��� 2° -Ak- 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 r© t 4 2 �-k- fabrication,handling,shipment and installation of components. nesessary. {y 6.This design is furnished subject to the Imitations set forth7.Plates assumes located adequate both drainagecis of truss,provided. �^p ty SJ I IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIP 7.6.6(1L)-Z byr 8.Plates shall be locatplate on faces of and placed so their center +7 rl TPINVECA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center Anes. 9.MiTek USA,Inc./CompuTrus Software 10.Digits sic connector of ate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0' IBC 2012 MAX MEMBER FORCES 4WR/DDf/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2= 0) 42 2-5= -40 429 5.3=(0) 265 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2.3= •574) 113 5-4=�-40� 429 3.4=(-573) 124 WEBS: 2x4 KDDF STAND 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 BAG 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 Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 nsf) uplift at 24 :spacing.' C 8,CNI8 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.001" 8 0'--10.O" Allow0.083' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAXMTC PANELAX TL ELL DEFL = 0.026' @ 8'- 16.3" Allow0.383' MAX TC PANEL TL DEFL = 0.075' @ 8'- 6.3" Allow0.575" MAXHORIZ. LLDEFL = 0.003" @11'- 5 10 5-10 MAX HORIZ. TL DEFL = 0.006" @ 11'- 2.5' T DESIGN ASSUMES MOISTURE CONTENT DOES 12 12 NOT EXCEED 19t AT TIME OF MANUFACTURE. 6.00 7 H M-4x4 D 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 3 4.0" � Wind: 140 mph h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, -' (AllHeights), Heights),fEnclosed, Cat.2, Exp.B, MWFRS(Dir), Truth designed for wind loads in the plane of the truss only. 0 c%) O c%) M M "/ O c TAI O� 1SFO 5 4 ** o M-3x4 M-1"5x4 M-3x4 J 1, y 5-10 5-10 0-10 11-08 0 P R Opt Scale: 0.499s ��j���G NE ,/,;, JOB NAME : POLYGON PLAN 5-B NH - E2 l �]J� WARNINGS: GENERAL NOTES,unless otherwise noted: c'4 ,jI ,1,[- �"9 C 1.Bulkier 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'l.. { Truss: E 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bredng to insure stability during construction 2.Design assumes the top and bottom chords co be laterally rougho braced at 2'o.c.and at 10'o.c,respectively unless braced throughout their length by _, 4/4111111P4 DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywatl C). ,A1111111. ' 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 -... �J jr 4.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : 59928075.Design assumes trusses are to be used in a non-corrosive environment, �''�. fasteners are complete and at no mpo should any loads greater than a �iy 41' 14. 0�� design loads be applied to any component. and are for"dry condition"of use. 6.Design assumes full bearing et all supports shown.Shim or wedge If TRANS I D: 403334 5.CompuTrus hes no control over and assumes no responsibility for the necessary. RR 11.-� fabrication,handling,shipment and Installation of components. 7•Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPIIWTCA in BCSI,copies of which will be furnished upon request. 9.kines Digits indiicde with cate sizejoint of plate inrinches. MiTek USA,InC.lCompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(dlTek) EXPI RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 ICOND. 2; Design checked for net(-5 Dsf) uplift at 24 "oc scacing.l BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. DESIGN ASSUMES MOISTURE CONTENT DOES TC LATERAL SUPPORT <= 12'OC. UON. NOT EXCEED 19%AT TIME OF MANUFACTURE. BC LATERAL SUPPORT <= 12'OC. VON. LOADING LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF Design conforms to main windforce-resisting Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. C,CN,CI6,CN18 (or no prefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF M,M20HS,M16HS,M16 = MiTek MT series . Wind: 140 mph, h=20,6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1,6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall VON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. 5-10 Refer to CompuTrus able end detail for 5-10 complete specifications. T 12 'I 6.00 12 HM-4x4 Q 6,00 3 I I co c,O CO o-) 2 c�-- 4 d co O oI ///////////////////////////////////////////////////////////////////////////////%//////////% 5 -1'� � M-3x4 M-3x4 y ), 0-10 11-08 1, y 0-10 JOB NAME : POLYGON PLAN 5-B NH - El DPROP Scale: 0.5949 fit.. ,� GIN ' ..-,/ 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 1,47 �(/ Truss: El and Warnings before construction commences. building component.Applicability of design parameters and proper '7 �a 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibitty of the building designer. DES. BY: BS 3.Additional temporary bracing to insure stebiity during construction 2.Design assumes the top and bottom chords to be laterally braced at ,y+' Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 7/11/2014 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood ing(TC)and/or drywan(BC). , 4 " 3.2x Impact bridging or lateral bracing required where shown++ ♦ 4 4.No load should be appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 5992808fasteners are complete and at no time should any loadsc greater than 5.Design assumes trusses are to be used in a non-corrosive environment, •per OREGON h !. TRANS I D: 403334design loads be applied to any component. and are Mr"dry condition"of use. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes NII beating at all supports shown.Shim or wedge If i'" 1:4, 2� 4- "'"O'tabdcation,handling,shipment and installation of components. 7.necessary. provided.s C�t-� (� 6.This design is furnished subject to the Irritations set forth by 8.Platesnshallbe locs ated one both drainage cesi of truss,and placed so their center �r'i rl(�..`" T 111111111111111111111 MTe SAliWTCA nInC/Co puTfus SCSI,copies of which SOftwill W9fe 7n6.6(1 L)E request 1lines coincide with joint center Ines. 0.Forbasic size ectoroplatetdesign 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/DDF/Cq=1.00 LOAD DURATION INCREASE = 1.15 (Non-Rep) 1.2=(-125) 101 1-4=(-54) 72 2-4=(-187) 169 TC: 2x4 KDDF H1LOADING 2-3=( -10 5 BC: 2x8 KDDF S1&BTR BTR WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 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 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( ) 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 L00'- 00.0" -304/AC14511V -41/ 104H 5IONS .50 ' 2.32ZE 1N KDDFP(C625) 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. ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing, will have 1.5" max. nail penetration. BOTTOM CHORD CHECKED FOR 10PAC LIOE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C* For hanger specs. designators:See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.089" @ 3'- 0.4" Allowed = 0.323" C,CN,C18,CN18 (or no prefix)) = Connector plate prefix = Cos: MAX TO PANEL TL DEFL = -0.097' @ 3'- 0.5' Allowed = 0.484' M,M2OHS,M18HS,M16 = MiTek MT series pus, Inc 5-08-04 0 T 3 T 2 MAX HORIZ. LL DEFL = 0.000' @ 5'- 8.2" MAX ROHR. TL DEFL = 0.000' @ 5'- 8.2' DESIGN ASSUMES MOISTURE CONTENT DOES 12 NOT EXCEED 19%AT TIME OF MANUFACTURE. 6.00 Design conforms to main windforce-resisting M 1.5x4 3 -/ system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Toad duration factor=l6, Truss designed for wind loads in the plane of the truss only. 0 4 0 ci iill III I 11.1.1 .co1PdAliEl �I c.,.,_ M-5x16 M-3x10 • 5-08-04 0-03-12 ,1 )' 6-00 JOB NAME: POLYGON PLAN 5-B NH - F1 -GIRD Scale: 0.5462 \�* GINE ' ,r,, srQ WARNINGS: GENERAL NOTES,unless otherwise noted: t/ 1.+, �`� e tri �� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual E Truss: Fl -GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper 40„ 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. ,/�,/ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at r� „ mph ry2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1 , DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/ordrywall(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++ Ct. 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -p if, SEQ. : 5992809 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, L/ -"/k 1 OREGON h`E and are for"dry condition"of use. T" design loads be applied to any component. 6.Design assumes lull bearing at all supports shown.Shim or wedge if 411,11R41111‘.. J TRANS I D: 403334 5.CompuTrus to us has no control over and assumes no responsibility for the necessary. + `1 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center l be furnished u n 1111111111111111 II III IIill II��I ill�ft MiiTPI/WTCA in e USA,lnCJCooie Tf s I,copies of ich s f Rtware 7.6.6(1 L)of request 1de with joint center lines. a lines bas c of design values see ESR-131 1,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 TC: 2x4 KDDF N18BTA LOAD DURATION INCREASE = 1.15 (Non-Rep) IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x8 KDDF #1&BTR 1.2=(-125) 101 1.4=(-54) 72 2-4=(-187) 169 WEBS: 2x4 KDDF STAND LOADING 2.3=( -10) 5 TO LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) BC 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 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) Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -170/ 881V -41/ 104H 5.50" 1.41 KDDF 625) 6'- 0.0' Hangers attached to the bottom chord REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. -175/ 841V 0/ OH 5.50" 1.35 KDDF 625) will have 1.5" max. nail penetration. ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked far net(-5 Dsf) uplift at 24 "oc spacing.1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,CI8,CNI8 (or no prefix) = CampuTrus, Inc MAX TC PANEL LL DEFL = 0.089" @ 3'- 0.4• Allowed = 0.323" M,M2OHS,M18HS,M16 = MiTek MT series MAX TC PANEL TL DEFL = -0,097" @ 3'- 0.5" Allowed = 0.484" 5-08-04 0-03-12 T f f MAX HORIZ. TL DEFL = 0.000" @ 5'- 8.2" 12 6.00(7 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. M-1.5x4 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20,7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,! (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 v 0 c; 1 M 'CI- 0 f- 1P JI 4 M-5x16 M-3x10 ** y i, y 5-08-04 0-03-12 ,1 .1 6-00 JOB NAME : POLYGON PLAN 5-B NH - F2-GIRD _ticsPROPe Scale: 0.5482 ti�`��� GINj~ �/o' WARNINGS: GENERAL NOTES,unless otherwise noted: / A_ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual _N" Truss: F2-GIRD and Warnings before construction commences. building component.Applicability of design parameters end proper 15.20, {' 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. y DES. BY: BS 3•Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at a+ // is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 7/11/2014 the overall structure is the responsibility Of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywal BC). fir' 4/�n►' SE/1 9 3.2z Impact bridging or lateral bracing required where shown++ ' W. : 5992810 4.No load should be applied to any component until after an bracing and 4.Installation of truss is the responsibility of the respective contractor. q_ 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� e7 OREGON TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. 5.Compu crus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 1'O '�� 1,, 2°, -•�• fabrication,handling,shipment and Installation of components. necessary. �1y 6.This design Is furnished subject to the limitations set forth 7.Design assumes adequate drainage istruss,provided. ��ry) � ff 111111 VIII IIIA Bill VIII VIII IIII IIII TPI/WTCA In BCSI,copies of which will be furnished upon request. quest. 8 Ilinaes coincidtes shall e with joint on eboth err lfnnss of and placed so their center tl MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.Digits rb indicate nectorf ate desInches.ues see ESR-1311,ESR-1988 (MiTek) EXPIRES:12/31/2015 This design prepared from computer input by 1111111This LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 8.9" ICOND 2 Dgnesichecked for nett-5 asf) uplift at 24 "oc soacina"I TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF 81813T11 SPACED 24.0" O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. 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 Design conforms to main win dforce-resisting DL ON BOTTOM CHORD 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,CI8,CNI8 (or no prefix) = Compu?rus, Inc Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. AEOUTAEMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. completeRefer to CompaTrusspecificagable end detail for 4-04-08 4-04-07 ns. 1212 6.00 G . 4 6.00 I1M-4x4 3 /— 1 1 O to O N 4 Ch --/CI o� — — v v o 0� 1 ////////////////////////////////////////7/////////////////////////// O M M-3x4 -3x4 y ), y 0-10 8-08-15 JOB NAME : POLYGON PLAN 5-B NH - G1 Scale: 0.6079 �c���0GNE. ,4 �/L'� 147 WARNINGS: GENERAL NOTES,unless otherwise noted: /11 1.Builder and erection contractor should be advised of as General Notes 1.This design is based only upon the parameters shown and is for an individual `-J' •• E and Warnings before construction commences. building component.Applicability of design parameters and proper r� Truss: G 1 2.224 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracingto insure stabilityduringconstruction 41.411, 2.Design asat t s the top end bottom chords to be lateral o breced at ' r 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �^, , alas.^` DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ✓ DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2o Impact bridging or lateral bracing required where shown++ OREGON iti 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. -, 1k SEQ. : 5992811 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L� SAY 14 2�N and are for"dry condition"of use. Q design loads hasbe appliedon to any rand assn 6.Design assumes NII bearing at all supports shown.Shim or wedge if c TRANS I D: 403334 5.CompuTrus no control over and assumes no responsibility for the necessary. M�E1 R" fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ch will be upon lines �1111111111111111111��l11111111111111IIII MiTIe USA,InCSC mpuTf g I,copies of is Software 7.6.6(1 L)-E request 10. de with joint center lines. Digitsabas of etdesign valuesseeESR-1311,ESR-1988(MITek) 9. EXPIRES:12/31/201 5 I IIIIIIIIII ill 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 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 1.2=( 0) 42 2.4=(0) 0 2.3=(-63) 29 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 BAG REQUIRED BRG AREA OVERHANGS: 14.2' 0.0° DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -77/ 404V 0/ 66H 5.50" 0.65 KDDF ( 625) Connector' 5'- 0.2" 0/ 64V 0/ OH 5.50" 0.10 KDDF 625) plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 5'• 3.0" -58/ 140V 0/ OH 1.50' 0.22 KDDF 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (COND. 2: Design checked for nett-5 psf) uplift at 24 "oc pacing"' 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 = 0.005" @ -1'- 2.2" Allowed = 0.119" MAX IL CREEP DEFL = -0.005" @ -1'- 2.2" Allowed = 0.1558' 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 v 3 -/ DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,n (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l,6, o Truss designed for wind loads o in the plane of the truss only. M-3x4 N Lo r/- th - - 0 o� 1 2 4>< y 1-02-04 y (PROVIDE FULL BEARIN;Jts:2.4,31 5-03 y JOB NAME : POLYGON PLAN 5-B NH - G3 Scale: 0.7536 . ° PRDpe Co GINE( WARNINGS: GENERAL NOTES,unless otherwise noted: f .�, 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual �� },/ '� Truss: G3 and Warnings before construction commences. building component.Applicability of design parameters and proper L A® { 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. • J DES. BY• BS 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,/r Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 7/11/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as pyvrood required in ere shown and/or drywall C. �,,,, , Alpo ow p° ty 9 3.2z Impact bridging or lateral bracing where ++ SEC/� 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. :. : 5992812 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, V OREGON 'j/ TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. �� 20� rF, 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 necessary. Q 1 II". fabrication,handling,shipment and Installation of components. ry' A.. R Ili 4� 6.This design Is furnished subject to the imitations set forth 7.PlatesPshall be assumes adequate on dthifac a is provided.,and "v! I IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. quest. a nes coincide with joint can both lines. of truss, placed so their center MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E e in Inches. 0.For basi9.Digits c connectocate size rplf atetdesi n values see ESR-1311,ESR-1968 P 9 (MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" ICOND •2• Design checked for nett-5 poll uplift at 24 00 ssac_iDg.J TC: 2x4 KDDF M16BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF N16BTR SPACED 24.0' O.C. NOT EXCEED 19`o AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12'OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12'OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,Y16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir),load duration factor=l,6, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 4.00 17 3 - U) .__0 ,...iiiill 0 N 2 N� c, 1 -�������������������������������������� 4 M-3x4 1-02-04 5-03 i) PRop JOB NAME: POLYGON PLAN 5-B NH - G2 Scale: 0,7728 `Gjes �'4,G N ' s4 WARNINGS: GENERAL NOTES,unless otherwise noted: At.,< w�� el 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' .III""""""E Truss: G2end Warnings before construction commences. building component.Applicability of design parameters and proper 000 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 , 4040110P DES. BY: BS is the responsibility2'o.c.and at 10'o.c.respectively unless braced throughout their leof the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywan(BC). .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++ 10 OREGON �C 4.No load should be applied to any component until after an bracing and 4.Installation of truss is the responsibility of the respective contractor. �/_ �y 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, L 4/,q �5 T�, design loads be applied to any component. end are for"dry condition"of use. Q ;✓ 1[�_, <�t+.T- 6.Design assumes full bearing at all supports shown.Shim or wedge if V i" TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the necessary. 'Wen F ILS fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the!irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center upon 1111111 VIII VIII VIII 11112 (IIII IIII IIII MTe USA,InCB/CompuTf s(Software 7.6.6I/WTCA in BCI,copies of whch will be (1 L)E request9.10. coincide cnsize of alate in inches. ob cnectorplte 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 7'- 1.5" TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 H1&BTR SPACED 24.0" O.C. 1.2=(-94) 79 1-4=(-44) 58 2.4=(-233) 166 BC: 2x4 KDDF WEBS: 2x4 KDDF STAND 2-3=(-10) 4 LOADING TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 292V -30/ 80H 4.00" 0.47 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 7'- 1.5' 37/ 307V 0/ OH 5.50" 0.49 KDDF 625; M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) 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. 6-07-12 �05_� MAX HORIZ. LL DEFL = 0.000" @ 6'- 7.7" MAX HORIZ. TL DEFL = 0.000" @ 6'- 7.7" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 4.00 D NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x4 3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 2 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), gad duration factor=1.6, I. Truss designed for wind loads in the plane of the truss only. U, 00 0 N ill I____ __ o� 0� 0 1 M� 114 M-3x4 M-1.5x4 6-07-12 0-05-12 y /' 7-01-08 JOB NAME : POLYGON PLAN 5-B NH - G4 pPRO1 Scale: 0.5588 �- GI Na 15� WARNINGS: GENERAL NOTES,unless otherwise noted: ,37 .. 1.Builder and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown and is for an individual45? Truss: G4 and Warnings before construction commences. building component.Applicability of design parameters and proper "��� E q 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsiNlity of the building designer. DES. BY: BS stability during construction2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stabilityy+ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood required sheathing(TC)and/or drywall C. SEI� 4.No load should be a 3.2x Impact bridging or lateral bracing where shown++ ) ,..�"�' . Q. : 5992814 paled to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. itit fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, ,OREGON ^c! TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if i'Q '9y' r°� -•�. . fabrication,handang,shipment and Installation of components. necessary. ‘31.' 6.This design is furnished subject to the imitations set forth 7.Design assumes adequate drainage istruss,provided. Lia PRIO- 6. TPIANTCA in SCSI,copies of which will be furnished uponrequest. 8 linesecoindde with Jos shall be int aon nt th@foes$of and placed so their center +L: L. 111111 VIII VIII VIII(IIII VIII 11111 III IIII MiTBk USA,Inc./CompuTrus/COmpuTru3 Software 7.6.6(1 L)E 9.0.For ibasic connectoroplate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 This design prepared from computer input by IIIIIIIIIIIII PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 1.5" ICOND. 2; Design checked for nett-5 psfl uplift at 24 "oc spacing.: TC: 2x4 KDDF 616BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF q1&BTR SPACED 24.0" O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. 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 Design conforms to main windforce-resisting DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria, Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp,B, MWFRS(Dir), M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) load duration factor=l,6, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. / Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to complete CompaTras gable end detail for specifica12 2 —i 4.00 I7''' 1- 0 Igilligliglill 0 N 1 CD CD lirgIMIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIA M-3x4 5-01-08 JOB NAME: POLYGON PLAN 5-B NH - G5 scale: o.e25s ��j<,ii1-1 PROF k `rip 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 CC r+N O E and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: G5 2.2x4 compression web bredng must be installed where shown+, incorporation of component is the responsibility of the building designer. 2. 44400111rDesign assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction �irr�mr 2'o.c,and at 10'o.c.respectively unless braced throughout their length by �„ .w��'''"- DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or d it len BC). DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bradng required where shown++ ��OREGON tw , TRANS I D: 403334 4.No load should be tippled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ,,1� • IQ S EQ 5992815 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L^"'7 14 �Q', A re for"dry condition"of design loads be applied to any component. 8. daassumes full bearing use. am4t all supports shown.Shim or wedge if t 5.CompuTrus has no control over and assumes no responsibility for the and a necessary. +:r ` � fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1ch will be upon fines ndde with joint center tines. 11131111111n11 1I111111111 TPINVTCA in BCSI,copies of USA,lnc./CompuT s whiSoftware furnished L)-Z request. 10.For Digits ac cot ectoroplate design values see ESR-1311,ESR-1988(MiTek) 9. size late in Inches. EXPIRES:12/31/2015 I' a s IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 10.9" TC: 2x4 KDDF #1$BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX 1-2=) FORCES 2.8/(0) 0q=1.00 BC: 2x4 KDDF R1&BTA 2-3=( 0) 501 2.8=(0) 0 SPACED 24.0" O.C. 2-3= -366) 181 3-4=(-259) 116 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4.5=(-189) 85 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-7=(-142) 55 DL ON BOTTOM CHORD = 10.0 PSF 6-7=( -42) 19 4 OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -23/ 377V -78/ 340H 5.50" 0.60 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -169/ 346V 0/ OH 1.50" 0.44 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 9'- 11.2" -118/ 231V 0/ OH 1.50" 0.30 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 psfl 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" 7` MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.031" @ 2'- 11.9" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" 6 MAX HORIZ. LL DEFL = -0.007" @ 19'- 10.2" : 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 6.00[7 , system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCOL=4.2,BCOL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, 4 Truss designed for wind loads /• o in the plane of the truss only. M-3x6(S) 0 3 r. 0 4-t 1 .010.11.111 0 C. M-3x4 1, ,) /' 1, 0-10 6-00 13-10-15 (PROVIDE FULL BEARING•I_ts'2 8 9 4 ,6 7I JOB NAME: POLYGON PLAN 5-B NH - J10 scale: 0.2814 xc`�GMT�es,,,,, WARNINGS: GENERAL NOTES,unless otherwise noted: K • //i Q1 1.Budder and erection contractor should be advised of at General Notes 1.This design Is based only upon the parameters shown and Is for an Individual ,; " (9j -37 TI'Liss: J 10 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 stabiity during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'sc.and at 10'sc.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•'r,oIn• WIPP' 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 buss is the responsibility of the respective contractor. OREGON SEQ. : 5992816 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, i- S' tti A. design loads be applied to any component and are for"dry condition"of use. ,,,. „� Q'\ TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge if p ) 14 2 -!- fabrication,handling,shipment end Installation of components. necessary. �i, "y� 6.This design Is furnished subject to the limitations set forth 7.Design assumes adequate boththifage is provided. M�.-'q AVIA- 6. i � VV I VIII II II VIII VIII VIII VIII VIII(III(III 8.Plates shall be located on faces of truss,and placed so their center r i TPIMlrCA in BCSI,copies of which will be famished upon request, lines cdndde with joint center lines. 0.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(Welt) 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 /16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-7=(0) 0 BC: 2x4 KDDF 1/16BTR SPACED 24.0" O.C. 2-3=3-4=(-220) 162 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 SG.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,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50' 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2' -168/ 347V 0/ OH 1.50' 0.44 KDDF ( 625) 9'- 11.2' -113/ 224V 0/ OH 1.50' 0.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.2' -144/ 295V 0/ OH 1.50" 0.38 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17'- 11.7" -51/ 104V 0/ OH 1.50" 0.17 KDDF 625) ICOND. 2: Design checked for net(-5 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' 7-09-12 10-01-15 MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.030" @ 3'- 7.4" Allowed = 0.397" -/ MAX TC PANEL TL DEFL = -0.051' @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.005' @ 17'- 10.9" MAX HORIZ. TL DEFL = -0.005' @ 17'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES 5 NOT EXCEED 19`k AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 12 1% 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), load duration factor=l.6, 4 Truss designed for wind loads o in the plane of the truss only. M-3x6(5) a p-)0v 1 -f - 7-- 8 --o M-3x4 y ), 1, y 0-10 6-00 11-11-11 (PROVIDE FULL BEARING'.lis•0 7 3.4_.5.61 CJ 1vQ C'ROF Scale: 0.3077 JOB NAME : POLYGON PLAN 5-B NH - J9 ���` G(fN % WARNINGS: GENERAL NOTES,unless otherwise noted: �kr �// . 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual Gh•II E 1-- Truss: J9 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. �+ .y,,r' L 3.Additional temporary bracing to Insure stebMty 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 bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by po H continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „• , 400400010. ^':.' ' DATE: 7/11/2014 the overall sbucture is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ • �'4' 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON is "<,r SEQ. : 5992817 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, A, design loads be applied to any component. and are for"dry condition"of use. © "'h.' 14 -2�� TRANS I D: 403334 5.CompuTrus has no control over end assumes no responsibility for the 8.Design assumes lull bearing at all supports shown.Shim or wedge if gyp` necessary. p V fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6. ��.•`"' 6.This design is furnished subject to the'Irritations set forth by 8.Plates shall be located on both faces o1 truss,and placed so their center I/WTCA BCSI,copies of ch will be furnished upon cide with joint center lines. 111111111111111111 M Te USA,lnc./CompuT us(Software 7.6.6(1 L)-E request. ate in Inches. a bsiicicon ectoroplate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/3112015 IIIIIIIIIIIIII This design prepared from computer p input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF #188TR TRUSS SPAN 15'- 11.7" BC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WH/DDF/Cq=1.00 SPACED 24.0' O.C. 1-2=( 0) 42 2.7=(0) 0 TC LATERAL SUPPORT <= 12'OC. UON. 2-3= -287) 142 BC LATERAL SUPPORT <= 12"OC. UON. LOADING 3.4=�-184) 79 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4-5=(-108) 58 OVERHANGS: 10.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF 5.6=( -44) 20 TOTAL LOAD = 42.0 PSF Connector plate prefix designators: BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA Conner 8,CN18 (or no prefix) = ors: rus, Inc LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,MIBHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -23/ 353V -61/ 265H 5.50' 0.56 KDDF 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -162/ 343V 0/ OH 1.50" 0.44 KDDF ( 625 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.2' -108/ 226V 0/ OH 1.50" 0.29 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15'- 11.7" -15/ 32V 0/ OH 1.50" 0.05 KDDF ( 625) ICOND. 2: Design checked for net(-5 ostl 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' 6 MAX TC PANEL LL DEFL = 0.031' @ 3'- 7.4" Allowed = 0.397" MAX IC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.004" @ 15'- 10.9" 5 MAX HORIZ. TL DEFL = -0.004" @ 15'• 10.9" ;i DESIGN ASSUMES MOISTURE CONTENT DOES 12 NOT EXCEED 19%AT TIME OF MANUFACTURE. 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), " oad duration factor=l.6, Truss designed for wind loads c in the plane of the truss only. co 3 %i r)'. o�=`- ok 1 _ M-3x4 7• -' y ), y 0-10 6-00 9-11-11 IPROVID F B ARIN •Is_ 7 a q s) JOB NAME : POLYGON PLAN 5-B NH - J8 g1r0PROp Scale: 0.3315 C..1 /// GIN s/ WARNINGS: GENERAL NOTES,unless otherwise noted: r 1, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 1 Truss• J8 and Warnings before construction commences, building component.Applicability of design parameters and proper �' !f� 2.244 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. Insure stability DES. BY: BS stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional onal temporary bracing eipow is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'aain respectively unless braced throughout their length by DATE: 7/11/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood aired sheathing(TC)and/or drywall(BC. /� ft 3.24 Impactbridging or lateral bredng required where shown++ tid SEQ. :. : .5992818 4.No load should be applied to any component until after all bracing and 4.Installation of puss is the responsibility of the respective contractor. 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, "}T4 ,r OREGON TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. A2- necessary. �0, k 5.CompuTma hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If ."'/� '9 y' 14 i fabrication,handling,shipment and installation of components. y� r � 6.This design is furnished subject to the Irritations set forth 8.Design sassumels adequate drainage is prussdeed.tr /��� ` � nd aced so heir center 1111111111111111111111 M MTPIiTek usACA°Inc/C mpUT US Software 7 6 6(1 L)E request. 1U.For Digitsindicsic ate elines coincide siz joint center ofr pla design Inhelues see ESR-1911 ESRt1988(MiTek) EXPIRES:12/31/2015 This design prepared from computer input by 1111111111This LUMBER-BC TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDFICq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 LUMBER SPECIFICATIONS1.2=) 0) 42 2-6=(0) 0 3-4=(-148) 122 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2.3=(-246) 22 4.5=( -67) 31 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+11( 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) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -24/ 353V -53/ 231H 5.50' 0.57 KDDF ( 625) Connector plate prefix designators:= 5'- 9.2' 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) C M,M2OHS,M18HS,M16 ( = iTk prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -155/ 338V 0/ OH 1.50' 0.43 KDDF ( 625) = M>Tek MT series 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. (GOND. 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 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. TL DEFL = -0.003" @ 13'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 6.00 4 system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1, (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. O 3 1H c7 O o 1 0--',--.4 a M-3x4 y y y 6-00 y 7-11-11 0-10 )PROVIDF FULL BEARING'its'2 6 3 4 ROpe Scale: 0.3795 `�,�tiR P sip' JOB NAME : POLYGON PLAN 5-B NH - J7 a�f-- WARNINGS: GENERAL NOTES,unless otherwise noted: �SCl . �{ ® 'v��" 1.Builder and erectionconstruction contractor should be advised of all General Notes 1.This idesignlding combaseponent.only Applicability of n the designters parameshown and and prorpeen individual LL T r u s S: J7 end Warnings before conshuctlon wmmences. incorporation of component is the responsibilty of the building designer. 2.2x4 compression web bradng must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at r . 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r', DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)cadthroand/or drywell C). DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Imlpact bridging or lateral bradng required where shown++ (7REGON ((/ 4.No load should bem le aapplied to any component untilcoy aloads bracing and 4.5.Design assumes trusses are ation of truss is the to be used too a non-he pective contractor. 11 ,co ro ve environment, _4 SEQ. : 5992819 fasteners are complete and at no time should any loads greater than and are for"dry condition"beating of use. Q 14 r O� T design loads hass applied to any over and assut. 6.Design assumes full bearing at ati supports shown.Shim or wedge if TRANS ID: 403334 5.Csignbeaoconbolnyco and assumes snoresponsibiltyforthe necessary. �RRIIV fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111 VIII IIIA 11111 11111 11111 VIII 1111 11 MiTe USA,lnC./CompuT 9 iwillbSoftware 7 6 6(IL)-E request. 10.9. iits Poe bas cdcannectoroplate dearlgn values see ESR-1311,ESR-1988(ATek) EXPIRES:12/31/2016 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'• 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2.3=(-208) 105 TC LATERAL SUPPORT <= 12"OC. UON. 3-4=(-102) 46 BC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -38) 18 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 Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN C18,CN (or no prefix)desiLL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 352V 45/ 198H 5.50" 0.56 KDDF ( 625)= CompuTrus, Inc 5'- 9.2' 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2' -159/ 354V 0/ OH 1.50" 0.45 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2' -92/ 187V 0/ OH 1.50' 0.24 KDDF ( 625) 11'- 11.7" -19/ 46V 0/ OH 1.50' 0.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.) 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 6.00 NOT EXCEED 19%AT TIME OF MANUFACTURE. 0Design 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 yr Truss designed for wind loads O in the plane of the truss only. NCo M O/- O M-3x4 - ), I 1, 0-10 6-00 5-11-11 (PROVIDE FULL BEARING:Jts:2.6.3,4,5I JOB NAME : POLYGON PLAN 5-B NH - J6 Scale: 0.4200 <<, ,9� SII N;` oil / WARNINGS: GENERAL NOTES,unless otherwise noted: 'Ji 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 {�� .. G�, Truss: J6 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bredng must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood where and/or drywall C. ,,,a`y r, , DATE: 7/11/2014 va ity 9 3.2x Impact bridging or lateral bredng required where shown++ 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON to SEQ. : 5992820 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, A_ w design loads be applied to any component and are for"dry condition"of use. �, 7,9r O1 TRANS I D: 403334 5.Compuf'us has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if O 14 2- `E" fabrication,handling,shipment and installation of components. necessary. ON This design is furnished subject to the Imitations set forth 7.Designlaesassumes locatedadeonne drainage is provided. �Cf MIA- 6. V 111111111111111 by 8.Plates shall both faces of truss,and placed so their center r i TPINYTCA in BCS(,copies of which will be furnished upon request lines coincide with joint center Ines. 9. MiTek USA,InC./CompUTrus Software 7.6.6(1 L)-E 10.FForrits basic connectocate sizer plate design vlate in alues see ESR-1311,ESR-1988 .liTek) 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 4WRIDDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2-5=(0) 0 SPACED 24.0" O.C. 2-3=(.170) 99 BC: 2x4 KDDF #18BTR 3-4=( -76) 34 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 42.0BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 0.0' TOTAL LOAD = DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) PSF 0'- 0.0' -22/ 350V -37/ 166H 5.50" 0.56 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 66V 0/ OH 5.50" 0.11 KDDF 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -164/ 368V 0/ OH 1.50" 0.47 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -45/ 90V 0/ OH 1.50• 0.14 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICON. 2: Design checked for net(-5 POI uplift at 24 'oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.028" 0 3'- 4.9" Allowed = 0.397" 4 MAX TC PANEL TL DEFL = -0.048" @ 2'- 11.9" Allowed = 0.598• MAX HORIZ. LL DEFL = -0.002" @ 9'- 10.9" 12 1� MAX HORIZ. TL DEFL = -0.002' @ 9'- 10.9" 6.00' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads Ao in the plane of the truss only. Cc?) 0 1 5►� 0 M-3x4 y y y y 0-10 6-00 3-11-11 (PROVIDE FULL BEARING;Jts:2.5.3.4i Scale: 0.4887 �c ��GINE ,�ss JOB NAME: POLYGON PLAN 5-B NH - J5 GI 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 y L A e h' 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. 3. 2.Design assumes the top end bottom chords to be laterally braced at Additional temporary bracing to insure stability during construction � „ -,..--- th by DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their le sheathing such as plywood sheathing(TC)and/or drywalC). lis J(` DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown+* 5r OREGON <f 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 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, 4,,Q.'9 0 14 �O\ design loads be applied to any component. and are for"dry condieon"of use. 6.Design assumes lull bearing at all supports shown.Shim or wedge If TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the necessary. 11/Pas. PA R k fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111 TPIIWTCA in BCS(,copies of which will be furnished upon request. 9 lines coincide si ewith joint plate in inches. Ines.. c f 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.12/31/2010 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7' TC: 2x4 KDDF #168TR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 2-5c(OF/Cq=1.00 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 1.2=( 0) 42 2-5=(0) 0 IC LATERAL SUPPORT <= 12"OC. UON. 2.3=(•126) 92 BC LATERAL SUPPORT <= 12"0C. UON. LOADING 3.4=( -64) 25 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 10.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'• 0.0" -24/ 353V -29/ 135H 5.50' 0.57 KDDF ( 625) Conner 8,CN18 (or no prefix) = ors:CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF 625) M,M2OHS,M18HS,M16 = Mu Tek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2' -142/ 337V 0/ OH 1.50" 0.43 KDDF ) 625) REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. 7'- 11.7' 13/ OV 0/ OH 1.50" 0.00 KDDF ( 625) BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'••10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111' 12 4 -, MAX TC PANEL LL DEFL = 0.047" @ 2'- 9.3' Allowed = 0.397" 6.00 MAX IC PANEL TL DEFL = -0.051' @ 2'- 11.9' Allowed = 0.596" '' MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.001' @ 7'- 10.9" 3 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. ') Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, cr (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, 4 Truss designed for wind loads in the plane of the truss only. ei o,,_ v JIM o,,- 1 0 M=M5�� -! M-3x4 J, 0-10 y 6-00 'PROVIDE FULL BEARING:Jts:245.3,41 1-11-11 y JOB NAME : POLYGON PLAN 5-B NH - J4 _to PROP Scale: 0.5653 �`c GIN �,/0 WARNINGS: GENERAL NOTES,unlbased upon para. p proper. w '52,.. �! E ,,�_ 1.Builder and erection contractor should be advised of all General Notes 1.This design is nen.only upon y the perempas shmeter and Is for an individual ". 1-- Truss: J4 and Warnings before construction commences. building component.AppllcaWfi of design parameters and 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building desgner. y DES. BY: BS 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �+ /1 Is the responsibinty of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 7/11/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). `, O/�" it 4.No load should be e any p g 3.2x Impact 4.Installation of truss or lateral bracing where shown++ SEQ. : 5992822 fasteners are complete at no time should any bads greater ter all han and 5.Design assumes trusses are s the to beuseed Ity n a non-cohe rrosive environment, pL OREGON TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. �>h �� 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...'9}' 1 4 ,24x� k.. fabrication,handling,shipment and installation of components. necessary. 6.This design is furnished subject to the Imitations set forth 7.Design8. lates shall be assumes located on adequate both drainageces is provided. � � ` � heir center I,copies of which will be furnished upon IIIIII VIII VIII VIII VIII VIII VIII'III'III MTeUSA,I/WTCA Inc3CompuT Us Software 7.6.6(1 L)E1ry lines coincide quest. int center lines. 10.For 9. iindicateasize h of plate a e in design heluetsee ESR-73russ,and 111 ESRd so t1988(MiTek) EXPIRES:12/31/2015 11 This ACIFIC LUdesignMBER-BC prepared from computer input by IIIIIIIIIII TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2.4=(0) 0 TC: 2x4 KDDF k1&BTA SPACED 24.0" O.C. 2-3=(-96) 68 BC: 2x4 KDDF p1&BTR TC LATERAL SUPPORT <= 12"0C. UON. LOADING BEARING MAX VERT MAX HORZ BRG AEOUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 42.0LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0' -49/ 379V -22/ 104H 5.50' 0.61 KDDF ( 625) PSF 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 ICOtrD 2' Design checked for net(-5 s�sff) uplift at 24 '0c s cps ing.1 AEOUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083" 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 f MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 3 � 6.00 NOT EXCEED 1996 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,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWF3S(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. v 0 to oA_ o/- 1 4► 0 -/ M-3x4 J• ), y 0-10 (PROVIDE FULL BEARING:Jts:2.4.31 6-00 o) PR opt Scale: 0.5843 s..., � �No s'�0 JOB NAME : POLYGON PLAN 5-B NH - J3 / WARNINGS: GENERAL NOTES,unless otherwise noted: mow .�ry"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 GGG and Warnings before construction commences. building component.Applicability of design parameters and proper 4,. Truss: J 3 2.2x4 compression web bredng must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at 2'o.c.and at 10'o.o,respectively unless braced throughout their!math bya, ° DES. BY• BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). ! DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ ® �REQI,c 4.No load should be appied to any component until after all bracing and 5.4.Design Installation of assumes truss ss s the eo be used of the h respperosWe eemirooment,ntractor. 1 `V SEQ. : 5992823 fasteners are complete end at no time should any bads greater thanand ne for"drytrses condition"are ose. 4, Y Y ��1�s1 01/4 design loads be applied to any component. 6.Dedar assumes full bearing at all supports shown.Shim or wedge if Mp f TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the necessary. +� y� fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center urnished upon �1111111111111111111IIIA 11111 Alli liii I ft M e USA,Inc./CompuTrus whichwill be Software 7.6.6(1 L)-E request 1de with joint center lines. 0. basicconneclorplatetdesign values see ESR-131 1,ESR-1988(MiTek) BCSI,copies ofEXPIRE5:12/3112015 I JIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-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: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 57V 0/ OH 5.50" 0.09 KDDF 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, CON' 2: Des in ct• ked •r et -5 is uili at 2, "oc s.,cini BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'••10.0' Allowed = 0. MAXAND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111111' 3-11-11 MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.078" 1' T 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" 12 MAX BC PANEL TL DEFL = -0.004' @ 4'- 1.4" Allowed = 0.333" 6.00[7MAX HORIZ. LL DEFL = •0.000" @ 3'- 10.9' - MAX HORIZ. TL DEFL = -0.000' @ 3'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 1996 AT TIME OF MANUFACTURE. 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. '' Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, .(All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. N V) c FIN 00 1 34 ►14 M-3x4 1, y 1, 0-10 'PROVIDE FULL BEARING:Jts:2.3.41 6-00 JOB NAME : POLYGON PLAN 5-B NH - J2 Scale: 0.6394 C''.((- E°��h3 WARNINGS: GENERAL NOTES,unless otherwise noted. //� 'T �,. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Cr .16 ®a E Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper FFY"'G 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 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 plywoodsheathing(TC)and/or drywall(BC). .P,fr;,�'r DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.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 5992824 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for"dry condition"of use. �' '\ TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 4.0"' .7;4Y�� 14, 2a ,p. fabrication,handling, necessary. AA,l, shipment and installation of components. 7.Design assumes adequate drainage is provided. 'al's R i-x'y ' 4� 6.This design Is fumished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center rr''ii rrll 1.• I IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPIANTCA in BCSI,copies of which will be furnished upon request. 9.Digits lines cdndde wcate siz e joint center Ilnes MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E c connecorplf atet e In Inches. 0 .Forr basidesign values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111111111 This deFICsiLUMBER-Bgn preparedC from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF B1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2.4=(0) 0 BC: 2x4 KDDF B1&BTR SPACED 24.0" O.C. 2.3=(-35) 40 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0' 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -49/ 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 'COND. 2: Design checked for nett-5 psfl uplift at 24 'oc spacing.' REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083' 1 11 11 AND BOTTOMMAX CHORD LIVE LOADS ACT NON-CONCURRENTLY. MTC CREEP PANEL LL DEFL = 0.001' @ 1 1 '- 0.0" Allowed = 0.097' MAX TC PANEL TL DEFL = -0.003' @ 1'- 1.5" Allowed = 0.145' MAX BC PANEL LL DEFL = 0.005" @ 2'- 8.6' Allowed = 0.250" 12 MAX BC PANEL TL DEFL = -0.020' @ 3'- 3.8" Allowed = 0.333' 6.00 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000' @ 1'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria, 3 -/ Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), oad duration factor=l.6, Truss designed for wind loads in the plane of the truss only. cr r o PD os- o 111 ��a -s M-3x4 ), b 0-10 [PROVIDE FULL BEARING Jts:2.3.4[ 6-00 scale: 0.7144 �cj,s«,\-• � `;/p JOB NAME : POLYGON PLAN 5-B NH - J1 tj WARNINGS: GENERAL NOTES,unless otherwise noted: f'4 ,j;(,� f"ff,,.`.. 1.Builder and erection contractor should be advised of alt General Notes 1.This design is based only upon the parameters shown and is for an individual et- - "��L so E Truss: J 1and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracingto insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �, , nqw ry 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,......"/Apia, ��' DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON (C/ 4.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. �/_ SEQ. : 5992825 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �/ �9 2N"` '� design loads be applied to any component. and are for"dry condition"of use. © Y 14, �., 6.Design assumes full bearing at all supports shown.Shim or wedge If TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the necessary. R "� fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111 VIInc./CompuTrus which will requestn^ joint MTe SA, SoftWare 7.6.6(1L)E lines coincide plateU oscpe design values see ESR-1311,ESR-1988(Wei() EXPIRES:12/3112015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TO: 2x4 KDDF CATBTR TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2- 8=( -97) 190 8- 7=( 0) 18 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2- 3=(-257) 48 7- 9=(-158) 297 7- 3=( 0) 49 3- 4=(-224) 105 3- 9=(-308) 164 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4- 5=(-153) 67 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -68) 32 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0,0' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connec 8,CN18 (or no prefix) = ors: rus, Inc 0'- 0.0" -29/ 351V -53/ 231H 5.50" 0.56 KDDF ( 625) M,M20HS,M18HS,(or = 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 res'. ct cke. o e -5 . f u. ift a 24 "o s.: •n. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10,0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.008' @ 2'- 3.8' Allowed = 0.254" 13-11-11 MAX TL CREEP DEFL = -0.015" @ 2'- 3.8' Allowed = 0.339" MAX HOAIZ. LL DEFL = -0.007" @ 5'- 2.3' MAX HORIZ. TL DEFL = 0.009' @ 5'- 2.3' 2 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, U (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), eo load duration factor=1.6, NI- o Truss designed for wind loads O in the plane of the truss only. m ti M-4x6 �` c. M-3x4 c:, 88 0 o -`4m° M-3x4 9 " o O N B O �' M-3x4 M-1.5x4 N 1, 1, 1, J. 2-03-12 2-10-08 0-09-12 - ,k 1- /- 0-10, 2-05-08y 11-06-03 y 6-00 7-11-11 !PROVIDE FULL BEARING:Jts:2.9,4.5,6j JOB NAME : POLYGON PLAN 5-B NH - J7C Scale: 0.3025 s1 D�PR06• 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 �{/ Truss: J7C and Warnings before construction commences. building component.Applicability of design parameters and property y�®® f` 2.204 compression web bracing must be installed where shown., Incorporation of component is the responsibility of the building designer. , // DES. BY: BS 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /I is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 7/11/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). wr P bit' 9 3.2x Impact bridging or lateral bracing where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 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, �� A OREGON Ik t4 TRANS I D: 403334 design loads hasbs applied to any r aassum condition"of use. 6.Design assuand are for res fug bearing at all supports shown.Shim or wedgeib -qY 4 •2S `k 5.Com uTrus no control over and assumes no responsibilityfor the If �j,{y fabdcetlon,handling,shipment and Installation of components. necessary. 4, V This design is furnished subject to the imitations set forth 7.Designlaesassumes adequateated drainagecis provided., 'try,C^p ty 11-‘^- 6. SJ I IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIby 8.Plates shall be located on both faces of truss,and placed so their center t r 7 r 1 TPIM?CA in BCSI,copies of which will be furnished upon request. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E foes coincide with joint center foes. 9.Digits Indicate size of plate in Inches. 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) EXPIRES:1213112015 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 K1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2- 8=(-102) 178 8- 7=( 0) 18 SPACED 24.0" O.C. 2- 3=(-245 43 7- 9=(-165) 278 7- 3=( 0) 49 BC: 2x4 KDDF StANDR 3- 4=(-213) 71 3- 9=(-289) 171 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-155) 77 TC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-101) 0 BC LATERAL SUPPORT <= 12°OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0, 24.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -27/ 356V -39/ 215H 5.50" 0.57 KDDF ( 625) CConnector plate prefix designators:= 5'- 2.3' 0/ 122V 0/ OH 5.50• 0.20 KDDF ( 625) M,M2OHS,M1RHS (16 = MiTek prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 10.9" -136/ 299V 0/ OH 1.50" 0.38 KDDF ( 625) M,M20HS,M18HS,M16 = MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11,7• -183/ 405V 0/ OH 1.50' 0.52 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, ICOND. 2: Design checked for 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 = 0.009" @ 2'- 3.8° Allowed = 0.254' MAX TL CREEP DEFL = -0.014' @ 2'- 3.8" Allowed = 0.339" 11-11-11 MAX LL DEFL = 0.042' @ 11'- 11.7' Allowed = 0.200' 1' ' MAX TL CREEP DEFL = -0.048' @ 11'- 11.7" Allowed = 0.267" MAX HORIZ. TL DEFL = 0.009' @ 5'- 2.3' DESIGN ASSUMES MOISTURE CONTENT DOES 12 NOT EXCEED 19%AT TIME OF MANUFACTURE. 6.001:7. // Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=l.6, v o Truss designed for wind loads m y to o in the plane of the truss only. M-4x6 r......._,MM-3x4 o om 9 �_� 4r 10�� M-3x4 to M-1"5x4 > cm 8 p M-3x4 1, /, ,1 )' 2-03-12 2-10-08 0-09-12 1, 1, 1, I 0-10,1, 2-05-08 1 9-06-03 ,1 6-00 5-11-11 'PROVIDE FULL BEARING:Jts:2,9,4,5( JOB NAME : POLYGON PLAN 5-B NH - J6C Scale: 0.3429 \tJ�'�t�N ' S'/ , WARNINGS: GENERAL NOTES,unless otherwise noted: AV / �+ C/+ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual (� A O L. Truss: J 6 C and Warnings before construction commences. building component.Applicability of design parameters end 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 stable during construction 2.Design assumes the top and bottom chords to be laterally braced at po ry b 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 ng of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 4000,. DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ fill•ll ©RECON h(I 4.No load should be applied to any component until after an bracing and 4.Installation of truss is the responsibility of the respective contractor. ti SEQ. : 5992827 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are tube used In a noncorrosive environment, ,L design loads be applied to any component, and are for"dry condieon"of use. L/6 .11.. Q y 14 d� 6.Design assumes full bearing at all supports shown.Shim or wedge If 1/4F TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the necessary. ' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the inflations set forth by 8.Plates shall be located on both faces of truss,and placed so their center rnished coi 1111111111111111 X1111��p�Alii 11111�p11111 MjTe USA,IIWTCA InCSCo es of puTf s ich will be Software+7.6.6,uponrequest int center Pnes. o lines b basic connector platetdesign values see EBR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIHIIIIOI 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 BC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1.2= 0) 42 2.7=( -69) 178 7.6=( 0) 18 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2.3=f-245) 43 6-8=(-114) 278 6.3=( 0) 49 3.4=TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4.5=� -70) 71 32 3.8=(•289) 118 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 LL = 25 PSF Ground Snow P LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: ( 9) 0'• 0.0" -27/ 347V -37/ 166H 5.50" 0.55 KDDF ( 625) C,M2OHS, C (or no prefix) = CompuTrus, Inc 5'- 2.3' 0/ 122V 0/ OH 5.50" 0.20 KDDF ( 625) M,M20H18,CN1S,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 10.9" -138/ 301V 0/ OH 1.50" 0.39 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7• -49/ 103V 0/ OH 1.50' 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP (CORD. 2: Design checked for net(-5 ssf) uplift at 24 'oc aoacinq.l AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001• @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.007" @ 2'- 3.8' Allowed = 0.254" MAX TL CREEP DEFL = -0.014" @ 2'- 3.8" Allowed = 0.339" 9-11-11 MAX HORIZ. LL DEFL = -0.005" @ 5'- 2.3' MAX HORIZ. TL DEFL = 0.009" @ 5'- 2.3" DESIGN ASSUMES MOISTURE CONTENT DOES 12 j1 NOT EXCEED 19%AT TIME OF MANUFACTURE. 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, v o Truss designed for wind loads �q o in the plane of the truss only. 4 M-4x6r o /- o 9 =� o 0 M-3x4 M-1.5x4 M-3x4 M-3x4 2-03-12 2-10-08 0-09-12 0-101, 2-05-08 7-96-03 6-003-11-11 'PROVIDE FULL BEARING;Jts:2,8,4,51 JOB NAME : POLYGON PLAN 5-B NH - J5C aPRaA Scale: 0.3783 .,��!¢ GMT , WARNINGS: GENERAL NOTES,unless otherwise noted: n 1.Budder and erection contractor should be advised dell General Notes 1.This design Is based only upon the parameters shown and Is for an individual Truss: J5C y and Warnings before construction commences. building component.Applicability of design parameters and proper �- 2.2x4 compression web bradng must be installed where shown+, incorporation of component Is the responsibmty of the building designer. �r DES. BY: BS 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bradng of 2'o.c.and at 10'o.c.respectively unless braced throughout their length;y DATE: 7/11/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC. r dam" 9 3. Impact bridging or lateral bracing where shown++ S E 0. : 5992828 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. 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, 3T 1-/ OREGON itJ (L TRANS I D: 403334 design loads be applied to any component: and are for"dry condition"of use. Ff.! �� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge ifO._-]y 4. 20AA••i„ fabrication,handling,shipment and installation of components. necessary. V s 6.This design Is furnished subject to the limitations set forth 7.Design8. lates shall be assumes locatedeon both drainageces is trussed. d so eir center l be furnished u on re IIIIII VIII VIII 11111 VIII VIII 11111 1111111 M TeUSA,OWTCA InC./CompuTrus BCSI co les of which IwafB+7.6.6(10-E quest 1int center tines. U.Digitsor basic connectorlines coincide with of platele design nin helue�seesESR-71,and �ESRt7988(MiTek) EXPIRES:12/3112015 This design prepared from computer input by FMThis LUMBER-BC IBC 2012 MAX MEMBER FORCES 4WRIDDFICq=1.00 LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" TC: 2x4 KDDF #1& 1-2=( 0) 42 2.7=( -84) 228 7-6=( 0) 18BTR LOAD DURATION INCREASE = 1.15 2-3=(•297) 65 6.8=(-138) 358 6-3=( 0) 50 BC: 2x4 KDDF StANTA SPACED 24.0" O.C. 3-4=(-153) 82 3-8=(-372) 143 LOADING WEBS: 2x4 KDDF STAND 4.5=(-100) 0 TC LATERAL SUPPORT <= 12"DC. 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 SD.IN. (SPECIES) OVERHANGS: 10.0" 23.7' 0'- 0.0" -35/ 328V •24/ 151H 5.50" 0.53 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 2.3" 0/ 144V 0/ OH 5.50' 0.23 KDDF ( 625) Connector plate prefix designators: 5'- 11.7" -182/ 14414V 0/ OH 5 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1.50' 0.53 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L1180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083' MAX TLCREEP LL DEFL = -0.01 1 0" @ 2'- 3.8" Allowed = 0.254" MAX TLCREEP 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" T MAX HORIZ. TL DEFL = 0.011" @ 5'• 2.3" DESIGN ASSUMES MOISTURE CONTENT DOES 12 NOT EXCEED 19%AT TIME OF MANUFACTURE. 6.0017 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 7.1D, 0 o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, O Truss designed for wind loads v in the plane of the truss only. o t`> v M-4x6 w M-3x4 �� _� o -� 8 M-3x4 M-1.5x4CD 1'- ,A- , 7c. , M-3x4 y y 1- ), 2-03-12 2-10-08 0-09-12 ) y ), y 0-10 1, 2-05-08 5-06-03 1, y 6-00 1-11-11 (PROVIDE FULL BEARING:Jt5:2,8,41 PR Op D e Scale: 0.4268 �Gs��R C�Nor' ,4y s/0 JOB NAME : POLYGON PLAN 5-B NH - J4C / WARNINGS: GENERAL NOTES,unless othervrise noted: 45/ .�h ! 1. 1.Builder and erection contractor should be advised of all General Notes 1.bThls uilding wmp based Applicability upon the of parameters shown and andis proper for en individual GGGG Truss: J4C and Warnings before construction commences. Incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at � ~ 3.Additional temporary bracing to insure stabifriy during construction 2'o.c.ed at 10'o.c.respectively unless braced throughout their length by +fie DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(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++ �y OREGON to 4.No load should be applied to any component until after all bracing and 4.Installation of truss meu is is the responsibility be(Sed of the h respective contractor. environment,SEQ. : 5992829 2829 fasteners are complete and et no time should any bads greater than and are for"dry condition"of use. G�Q'�,9Y 14, 2�� b" design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge If d.. {� TRANS I D: 403334 5.CompuTrus hes no control over and assumes no responslMlty for the necessary. Y/ fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. FIR11..\- 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I Mil 1 IN VIII 111 VIII II II iTeR CA in SCSI,copies of which will furnished upon request. 9. cide with joint center Pnes. (For b ss ic cote size orof pate devas EXPIRES:12131/2015 MiTek USA,Inc./CompuTrus crops fw Software b furnished (1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF C#1&BTR ATION TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF N188TR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2.6=(•135) 228 6.5=( 0) 18 WEBS: 2x4 KDDF STAND SPACED 24.0' 0.C. 2.3=(-297) 65 5-7=(-218) 358 5.3=( 0) 50 3.4=) -55) 41 3-7=(-372) 226 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+OL( 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 MIN. (SPECIES) 0'- 0.0" -48/ 365V -22/ 104H 5.50" 0.58 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'• 2.3" 0/ 144V 0/ OH 5.50" 0.23 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.7' -48/ 108V 0/ OH 1.50" 0.17 KDDF ( 625) M,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 ssf) uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ O'--10.0' Allowed = 0.111" MAX LL DEFL = 0.012" @ 2'- 3.8' Allowed = 0.254' MAX TL CREEP DEFL = -0.018" @ 2'- 3.8' Allowed = 0.339' MAX HORIZ. LL DEFL = -0.009' @ 5'- 2.3' 5-11-11 MAX HORIZ. TL DEFL = 0.011' @ 5'- 2.3" T ' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 6.00 D Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 load duration factor=1.6, at.2, Exp.B, MWFRS(Dir), Truss designed for wind loads in the plane of the truss only. co0 d' M-4x6 0 0 Ch N M-3x4 _irgNIANOMMOMMIMMUNMEN co ,- os- 2 ma o m M-3x4 M-1.5x4 o 0 M-3x4 - J, 1, ), 2-03-12 2-10-08 0-09-12 -, ), 1, 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 \�'SOkWARNINGS: GENERAL NOTES,unless otherwise noted: Ir .9 % 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual E " Truss: J3C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2z4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. DES. BY: B S 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 7/11/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required in ere shown andlor drywall(BC). .,", , , ° Po tY 9 3.2o Impact bridging or lateral bracing where ++ 4.No load should be to any component until after all bracingand 4.Installation of fres is the responsibility of the respectiveOREGON po ty contractor. 1'� SEQ. : 5992830 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 77 </ design loads be applied to any component. and are for"dry condition"of use. �i"' ,�� 201 +' . TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes fat bearing at all supports shown.Shim or wedge if © 14 P fabrication,handling,shipment and installation of components. necesary. vy 6.This design is furnished subject to the imitations set forth7.Designlatesassumes ca ed onne ofaces drainage Is truss,a. 4$'14 R'y SJ III VIII IIIII 11111110111111111 III VIII VIII VIII IIII IIII by 8.Plates shall be located both feces of truss,and placed so their center - CC l.. TPIMIfCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center Ines. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E late in inches. 0.FForr9. its incate sizeb sic connector plf ate design values see ESR-1311,ESR-1988(MiTek) �' EXF'mu)2/3112015 This design prepared from computer input by 1E111111This LUMBER-BC LOAD TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS DURATION INCREASE = 1.15 1-2=( 0) 42 2.6=(-46) 123 6-5=( 0) 48 18 TC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2.3=(-188) 24 5.7=(-76) 191 5- 3- 1-190)48 BC: 2x4 KDDF S1ANDR 3-4=( -22) 28 WEBS: 2x4 KDDF STAND 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 = BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -48/ 325V -14/ 73H 5.50' 0.52 KDDF ( 625) OVERHANGS: 10.0' 0.0" LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -84/ 70V 0/ OH 1.50" 0.11 KDDF 625) 6'- 0.0" 0/ 98V 01 OH 5.50' 0.16 KDDF � 625) Connector plate prefix designators:) = LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16, ( = iTefiM) = CompuTrus, Inc REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. ICOID 2 De$lgn Checked for nett 5 p<f)�plift at 24 °00 5 SOinft.l = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083" MAX TLELL 1 DEFL = 0.005' @ 2'- MAX 3.8" Allowed = 0.170" MAX TLMAX CREEP LL DEFL = 0.000" @ 5'- 2.3' Allowed 0.078" MAX BC PANEL TL DEFL = -0.002" @ 3'- 11.9' Allowed = 0.128" MAX HORIZ. LL DEFL = -0.004" @ 5'- 2.3' 3-11-11 T MAX HORIZ. TL DEFL = 0.006' @ 5'- 2.3" DESIGN ASSUMES MOISTURE CONTENT DOES 12 NOT EXCEED 19%AT TIME OF MANUFACTURE. 6.00 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), fad duration factor=l.6, M 4x6 ATruss designed for wind loads m in the plane of the truss only. A o 0 t/Cy T cp N , .M-3x4 g� "' co m 7 -/ _ Milli v c?/-c?/- �� m� M 3x4 0 M-1.5x4 ,- o/- 2► 6 0 0 M-3x4 I I 1- 1- 2-03-12 2-10-08 0-09-12 y I I I 0-10 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING:Jts:2,4,71 ��4�GINE'��SS JOB NAME : POLYGON PLAN 5-B NH - J2C Scale: 0.5343 . 1(l R 0 WARNINGS: GENERAL NOTES,unless otherwise noted: •r{h *fit^" 401111F, . 1.Builder and erection contractor should be advised of at General Notes 1.This design�Pbb ase nt.only the of design parameters mters shown and di proper ran individual 7000 Truss: J2C and Warnings beforewebrad g must commences. Incorporation of component is the responsibility of the building designer. 2.2x4 compression web bredng be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at .� 3.Additional temporary bracing to Insure stability during construction 2'o.c.end et 10'o.c,respecdvety unless braced throughout their length by "imp' DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall C). DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON X1i 4.No load should be applied to any component until after all bracing end 4.5.DesignInstallationassumes trusses are to beu d of the a non-corrosivepovcontractor. environment,t, L�.Q`r,Q),, 1 4 2(���..�„ SEQ. : 5992831 fasteners are complete and at no time should any loads greater than and re for"dry condition"of use. design loads be appliedocto any component. 6.Design assumes full bearing at all supports shown.Shim or wedge If 41E)11110.- 1 {� TRANS I D: 403334 5,CompuTrus has no control over and assumes no responsibility for the necessary. A R ILS fabdcadon,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111ID 1111 1111111111111111 1111 IIIIM e TPINVTCA SA,In lnc.S/CopiesofsiSwill be +7.6.6(1up)-Eqn uest. lines a� rplate obIndicate onnecto plaedes design values see ESR-1311,ESR-1865(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII TPAChisIFdesignICLUMBER-BC prepared from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF (M&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2.4=(0) 0 BC: 2x4 KDDF 111&BTA SPACED 24.0" O.C. 2.3=(-68) 30 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 OVERHANGS: 10.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -58/ 287V -14/ 73H 5.50' 0.46 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow P 1'- 9.2" -3/ 60V 0/ OH 5.50" 0.10 KDDF ( 625) C,CN,C18,C018 (or no prefix) = CompuTrus, Inc ( 9) 3'- 11.7" 44/ 94V 0/ OH 1.50' 0.15 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 gsfl 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. MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111111' MAX BC PANEL LL DEFL = 0.002' @ 1'- 0.1' Allowed = 0.050" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.067' 12 3 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 6.00 L MAX HORIZ. TL DEFL = -0.000' @ 3'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, v (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), CD load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. o/- 111o/- 1 21110- 11 4 M-3x4 1, 1, /, 0-10 2-00 1-11-11 [PROVIDE FI B ARING• t 4 I JOB NAME : POLYGON PLAN WARNING5-B NH - ASJ2 GENERAL NOTESunless otherwise noted:eScale: 0.6541 � pN q,„ C^J 1- 1.Builder and erecaon contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Truss: ASJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper f 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. DES. BY: BS 3.Additional temporary bradng to Insure stabilty during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 7/11/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,O'w, ; .`""""-- DATE: Po nY 9 3.2x Impact bridging or lateral bracing required where shown++ u 4.No load should be acan to any component until afterdall bracing and 4.InsDesign ssof es r is the to be the coctive contractor. yi„ OREGON �. SEQ. : 5992832 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, W TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. G 5.CompuTrus has no control over and assumes no responsibility for the S Design assumes full bearing at all supports shown.Shim or wedge if Q 1 , fabrication,handling,shipment and installation of components. necessary. V 6.This design is furnished subject to the limitations set forth 7.DesignPlates shall be assumes aaeduone drainage iso truss,sed. 1111111111111111 TPIIWrcA in BCSI,copies of which will be furnished upon request. 8.groes coincide with joint center faces of and placed so their center t MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 190.Fob Baits sle connecto size of plate etdesl nches. n values see ESR-1311,ESR-1986 w g (MiTek) EXPIRESA2/3112015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( -3) 42 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-45) 15 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'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 'COND. 2: Design checked for net(-5 PM uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083" 1 11 11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL MAX TL ELL DEFL = 0.001" @ 1 1 1 '- 0. ' Allowed = 0.050' T MAX TC PANEL TL DEFL = -0.001' @ 1'- 2.9' Allowed = 0.145" 12 MAX HORIZ. LL DEFL = -0.000' @ 1'- 10.9" 6.00 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=l.6, Truss designed for wind loads II in the plane of the truss only. '` o CO 40 E o� 1 ►= 4►= M-3x4 ), .J ), 0-10 2-00 'PROVIDE FULL BEARING'Jts:2.4.31 Scale: 0.7139 5��'4G NE �r JOB NAME: POLYGON PLAN 5-B NH - ASJ1 ///f �p- WARNINGS: GENERAL NOTES,unless otherwise noted: f4� � 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual �' w / 'v-•11 E 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. ter' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). l It DATE: 7/11/2014 the overall structure la the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON I/ 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ,/_ SEQ. : 5992833 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 4- "y "\� �'� design loads be applied to any component. and are for"dry conditlon"of use. /o '�1✓ 14. a A 6.Design assumes full bearing at all supports shown.Shim or wedge if 41E ' } h s TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the necessary. 411 `�� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. Pi 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPI/WTCA In ./ which furnished upon request. MiTe USA,lncCompuT s Software7.6.6L)-E linesFor coincide 0iof icconnectorpltedesign values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015