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Plans (60) VA5 f2,(71-? -60012- 113gZ tore63Lo 5+- NMI MI ,Vw MiTeW MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL1 5-344 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: R45642861 thru R45642876 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. ROFFs� co NIN�F i02� 87022PE CC‘ A2`OREGON rt)4 C' IISER 1'�\.,\Q'� A. H - E •riler • •lI 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 ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R45642861 PL15-344_UPPER F01 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries;Inc.Tue Oct 13 08:52:20 2015 Page 1 • ID:j7axn40sHnThlyaUAczwOszX1 UY-VbZG601tVC67G?b_Xr4Lfg_LdNR3a1EPOTHI6tyTrI9 2-6-0 I I 2-2-9 1 1 1-2-0 1 1 2-4-11 I Scale=1:28.6 1.5x3 II 3x5 = 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 3x5 = 1.5x3 II 1 2 3 4 5 6 7 8 4 - 0 o O o 00 N. 001.111 11111111 — N e e - 13 12 11 10 ", 3x4= 3x8= 3x4= 3x4 = 3x4= 10-8-1 11-4-9 I 9-11-9 1001111 11-3-1 I 16-4-12 I 9-11-9 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y)— [10:0-1-8,Edgel,111:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl 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 Incr YES WB 0.56 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=715/Mechanical,9=715/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2463/0,3-4=-2463/0,4-5=2532/0,5-6=-2532/0,6-7=-2532/0 BOT CHORD 12-13=0/1520,11-12=0/2805,10-11=0/2532,9-10=0/1515 WEBS 6-10=-316/0,2-13=-1640/0,2-12=0/1018,4-12=-370/0,4-11=-460/161,7-9=-1636/0,7-10=0/1105 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. '�ti,),0 P R OFeS ��5 ��c fNEfiR s— 874 2PE �r" .cn >" ATFOREG N ti,Q./ O0 BER \'`�Q� A- HE?' EXPIRES:06/30/2017 October 13,2015 or= ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/0312015 BEFORE USEgig Design valid for use only with MiTek®O connectors.This design is based only upon parameters shown,and is for on individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall .p�� p,. . .. -,. - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord`mernbers only.Additional temporary and permanent bracing tTl1ifei( ... is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty 'Ply POLYGON R45642862 PL15-344_UPPER F03 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 S Jul 11 2014 MiTek Industries,Inc.Tue Oci.13.08:52:21 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-zo7eKMJVGVE_u9AA5ZbaC tXVwmmxJT BZF71 seJyTrI8 I 2-6-0 I I 2-5-1 II 1-2-0 I I 2-4-11 I Scale=1:28.9 1.5x3 II 3x5 = 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x6 = 1.5x3 II 1 2 3 4 5 6 7 8 o -o aiiiiiiiiiii • 0 0 N N e e e e 1- 12 11 10 w 3x4= 3x8= 3x4= 3x5= 3x4= 10-10-9 11-7-1 I 10-2-1 1 D{3r9 (11-5-9 I[ 16-7-4 I 10-2-1 0-1-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y)— (10:0-1-8,Edge],(11:0-1-8,Edge] 1 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.27 11-12 >739 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.43 11-12 >456 360 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code 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=258710,5-6=-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. <ti�0p P R pFtss 87022PE �c"- U, '•-g. ., �'OJ, OREG•N q9 </ '40 BER \\ \'' ' S A. HE EXPIRES:06/30/2017 October 13,2015 t WARNING-Verify design_parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MB-7473 rev.10/03/2015 BEFORE USE. VA AVE' Design valid for use only with Mfrek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall ��✓L� buildingdesign. Brabin indicated is to revert bucklin of individual mss web and/or chord-members Additional temporary andpermanent bracingg ` ife - • . 9 9p - 9 Y� Po ry -.. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642863 PL15-344 UPPER F04 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon "• - • 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:22 2015-Page 4 '- - ID:j7axn4OsHnThlyaUAczwOszX1 UY-R_h1XiJ71 pMrWJINfG6pk54g9A632wUiUnmPBIyTrl7 E 1-0-0 i I 1-1-11 I I 1-2-0 {I 1-0-9 I 2-6-0 i Scale=1:32.5 4x4= 3x4 = 3x4= 3x4 = 3x4= 3x4= 4x4 = 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 0 o p a p 9 O o o_ o 41104114,44144444410144 - „,91:, /—\ / N / '\. /ir N-if IV/ \ / _ 9 Oe •e - 2 26 25 24 23 22 21 20 19 18 3x4= 4x5= 3x5 = 3x5= 3x5 = 3x5= 4x6 = 4x4 = 3x4= 15-3-11 I 14-1-11 1[4-8-111 19-14 I 14-1-11 0-7-0 0-7-0 3-9-9 Plate Offsets(X,Y)— [14:0-1-8,Edge],[19:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl LJd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.30 22 >767 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.46 22-23 >493 360 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.06 18 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:94 lb FT=0%F,0%E I 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) 27=835/0-4-4,18=835/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1513/0,3-4=-1513/0,4-5=-2638/0,5-6=-2638/0,6-7=-3383/0,7-8=-3383/0, 8-9=-375210,9-10=3752/0,10-11=-3733/0,11-12=3733/0,12-13=3416/0, 13-14=3416/0,14-15=2622/0,15-16=2622/0 BOT CHORD 26-27=0/806,25-26=0/2121,24-25=0/3056,23-24=0/3613,22-23=0/3786,21-22=0/3584, 20-21=0/2622,19-20=0/2622,18-19=0/1831 WEBS 14-20=-328/0,15-19=-541/0,2-27=1129/0,2-26=0/990,4-26=-851/0,4-25=0/724, 6-25=585/0,6-24=0/459,16-18=1977/0,16-19=0/1135,8-24=321/0,12-21=-264/0, 13-21=328/0,14-21=0/1085 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 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. �< , PROpe c?N5 N�`iNE�.9 X02 .44 87022PE / '�r - �A,,,, O R EG O ti�O4v ��'�� BER 1� Qom% SA. HERS EXPIRES:06/30/2017 October 13,2015 ad ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M!1-7473 rev.10/03/2015.BEFORE USE. 1 Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for on individual building component,not a truss system.Before use,the building designer must verify the..applicability of design,parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent.buckling of individuaftruss,web'and/or'chord'merribers onty:Additional temporary and permanent bracing MiTek, .. --i-., is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642864 PL15-344 UPPER F05 Floor 9 1 _ Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek'Industries,Inca Tue Oct 13 08:52:22 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-R_h1XiJ71 pMrWJINfG6pk54fXA5e2sKiUnmPBlyTrl7 11-3-0 1 1 1-1-1 11 1-2-0 11 2-4-15 1 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 N + \ I N 2 7 N - 7 N 7 N O N e e 1,-- Sa c q -6 --e- 26 25 24 23 22 21 20 19 18 17 3x4 = 4x6= 3x5= 3x6 FP= 3x5 = 3x5 = 4x6= 3x6 = 3x5 = 3x5 SP= 15-7-9 I 14-5-9 15-0-9 I I 20-9-8 14-5-9 0-7-0 0-7-0 5-1-15 Plate Offsets(X,Y)- [12:0-1-8,Edge],[18:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.40 21 >624 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.62 21 >402 360 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC20121TP12007 (Matrix) Weight:98 lb Fl-=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=909/0-4-8,26=909/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2003/0,3-4=-2003/0,4-5=3413/0,5-6=-3413/0,6-7=-4247/0,7-8=-4247/0, 8-9=-4495/0,9-10=-4495/0,10-11=-4230/0,11-12=4230/0,12-13=3519/0, 13-14=3519/0,14-15=3519/0 BOT CHORD 25-26=0/1077,24-25=0/2776,23-24=0/3897,22-23=0/3897,21-22=0/4436,20-21=0/4401, 19-20=0/3519,18-19=0/3519,17-18=0/1990 WEBS 12-19=357/0,13-18=-426/0,2-26=1375/0,2-25=0/1183,4-25=987/0,4-24=0/813, 6-24=618/0,6-22=0/446,15-17=-2149/0,15-18=0/1659,10-20=-272/35,11-20=327/0, 12-20=0/1057 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)26. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. '((-\'‘ u_0 P R pFess' acs- �co N��NE '4 /p2 `r 87022PE �t y r y 'oj, OREGON ti9 IL O . . 'p0OS41BER \\ \. A. H-3-- EXPIRES:06/30/2017 October 13,2015 a mmons 00 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. . =,. -., iii,Ili Ili gir Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component not • a truss system.Belare use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall. �.a - building'design..Bracing iridicated-is,to prevent buckling of individual`trimss web dhd/or chord members only.Additional temporary and permanentbrccmg : iTek - 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/TPIl Qualify Criteria,051-89 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 R45642865 PL15-344_UPPER F06 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., •Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:23 201_5 Page 1-- ID:j7axn4OsHnThlyaUAczwOszX1 UY-wAFPk2KIo7Ui7TJZC_e2HlcwmabGnWwrjRWyjCyTri6 1-4-0 2-6-0 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 • N e e 5 ♦ 4 3x4= 3x4= 9-1-81 4-1-0 1-8 3-11-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.04 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=174/Mechanical,5=174/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. `� 02 �NGlN�� 19 8 • PE �:1\ y ��, OREGO Ai • 90BER SA HE EXPIRES:06/30/2017 October 13,2015 00 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. - Design valid for use only.with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before.use,the building designer-must.verify the:applicability of design parameters and property incorporate this designminto the overall g� building design. Bracing indicated is'to'prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 6�rIC 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 ANS1/TPI1 Quality Criteria,DSB-89 and BCSI Building Component - Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642866 PL15-344_UPPER F07 Floor 6 1 _ Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 13 08:52:24 2015 Page 1 ID:j7axn40sHnThlyaUAr zwOszX1 UY-ONpnyOLNYQcZldulmh9HpW9wl_ndWp3?x5FWFeyTrl5 FCE- , 10-7-7 I 2-6-0 1 1-2-0 I Scale=1:28.3 4x4= 3x4 II 3x8= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 13 2 3 4 5 6 7 8 9 10 e o - ® e e e e e _\--/- - — / 9 e e o e• e e e e =, e 17 ,— 15 14 13 12 3x4 II 3x6 = 3x8 = 3x6= 1.5x3 I I 4x4 = 3x4= 1-0-4 0.i 0-12 I{ 16-5-4 I 0.10.12 15-5-0 0-1-8 Plate Offsets(X,Y)— [7:0-1-8,Edge],[12:0-1-8,Edge],[17:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.86 Vert(LL) -0.20 13-14 >903 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.73 Vert(TL) -0.31 13-14 >599 360 BCLL 0.0 Rep Stress lncr NO WB 0.70 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:78 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:15-16. REACTIONS. (lb/size) 16=1078/0-5-8,11=655/0-2-12 Max Gray 16=1078(LC 1),11=670(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/281,2-3=0/281,3-4=-1662/0,4-5=-1662/0,5-6=-2516/0,6-7=2516/0, 7-8=-1811/0,8-9=-1811/0 BOT CHORD 15-16=147/422,14-15=0/2316,13-14=0/1811,12-13=0/1811,11-12=0/1466 WEBS 8-12=-759/0,1-16=-431/0,7-14=0/820,6-14=-284/0,5-14=0/253,5-15=744/0, 3-15=0/1377,3-16=-849/0,9-11=-1582/0,9-12=0/1027 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. 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. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ,`c�`0 PR OFe LOAD CASE(S) Standard \c, C.,�Gi N�Fi� /C- 2 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 14.1 1 Unifomi Loads(plf) 87022PE i r" Vert:11-17=8,1-10=-80 r Concentrated Loads(Ib) Vert:1=304(F) l CV' -7 '0,>,�,,, OREGOJ ti� � . �0 BER \\' Fes© S A. Her' EXPIRES:06/30/2017 October 13,2015 t I -. -.. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. ____. Design valid for use only with Milek®connectors.This design is based only upon parameters shown,and is•for an individual building component,not a truss system:,Before use,the binding designer must verity the applicability of design parameters and properly incorporate this design into.thea erall.xIry�u buildirig design.,Bracing'Indicafedis to prevent'buckling of individual truss web and/or chord members only. Additional temporary and.permanent:bracutg- _„, 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/fill Quality Criteria,RSB-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 R45642867 PL15-344_UPPER F08 Floor 7 1 _ _ Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 13 08`52:24 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-ONpnyOLNYQcZldulmh9HpW95T_wOWwy?x5FWFeyTr15 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 23.4= 3 4 53x4 = 6 J o e lL e o a 6 e e - e e - 3x4 = 1 9 8 3x4= 3x4 = 3x4= I 3-1-2 3-?-1�4 3-9-10 1 4-4-10 416-? 8-6-8 I 3-1-2 0-1- 0-7-0 0-7-0 0-1 4-0-6 Plate Offsets(X,Y)— [8:0-1-8,Edge],19:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 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 Int- YES WB 0.19 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC20121TP12007 (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. �� Ep P R ore ,c- � ss NG1NEFR i02� cc 87022P, r CC`,0), OR GON rP <U '2�'D��QER_1��Q�Q SA. HET{ EXPIRES:06/30/2017 October 13,2015 oo WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ._:= .. = 1$ , Design valid for use only with MTekO connectors.This design is based only upon parameters shown,and is for an individual buildingcomponent,not...,. DI .-a.truss system.Before..use,.the buidin desi ner must veru theapplicabilityof design parameters and properly incorporate this design into the overall Ai _ :,r.-.building design:;Bracing indicated is to prevent buckling cf-i-di4idual truss web and/or chord members only.Additional temporary and permanent.bracing,. _. Iv i is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/711 Quality Criteria,DSB-89 and BCSI Building Component Solely 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 R45642868 PL15-344_UPPER F09 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon . .. 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 13 08:52:25 2015 Page 1 I D:j7axn4OsHnThlyaUAczwOszX1 UY-sZN99kMOJkkQN mTyKPgWMjiGFOH MFPM8AI?3n4yTrl4 I 2-6-0 I 0-5-6 1 1 1-2-0 I I 1-7-2 I Scale:1"=1' 11.5x3 II 2 3x4 = 31.5x3 II 4 3x4= 51.5x3 II e - J e 0 0 7_ e Le_ N CV A e o - e D 1.5x3 II 9 8 7 6 3x4= 3x4= 3x4 = I 3-0-14 3-2- 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 (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.02 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.03 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:29 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=267/0-2-8,6=267/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=362/0,3-4=-362/0 BOT CHORD 8-9=0/423,7-8=0/362,6-7=0/362 WEBS 2-9=-456/0,4-6=-424/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��ED PR��E`S'S c; OAG I N�F,4 /02 87022PE414 �r' / , p '<j, OREGON rt9. 1 <U 'F0OS�BER 'N\�P�. A. H EC's EXPIRES:06/30/2017 • October 13,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE-MII-7473 rev.10/03/2015 BEFORE USE. W All Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for.an individual building component,not � � a.truss system_Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall:. "building design:-Bracing indicated is to prevent buckling of individual truss web and/or chord members-only.Additional-temporary and permanent:bracing - : DTek. • 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/TPII Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642889 PL15-344_UPPER F10 FLOOR 5 1 Job Reference 1 ce( iona _ . Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul'11 2014 MTek Industries,Inc.Tue Oct 13 08:52:25 2015 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-sZN99kMOJkkQNmTyKPgWMjiDVOCQFDf8AI?3n4yTrI4 1 1-10-12 1 1 1-9-11 I I 2-6-0 I 1 1-2-0 I I 141-5 I Scale=1:29.4 1.5x3 I I 4x10 = 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 H 1 2 3 4 5 6 7 8 9 e - 8 O O _ I r N o O 6 _ e o - 16 5 14 13 12 11 10 4x5= 3x4 II 3x10= 3x6= 1.5x3 II 3x4= 3x4= 2-1-12 I 16-10-12 2-1-12 14-9-0 Plate Offsets(X,Y)— ]6:0-1-8,Edgej,[11:0-1-8,Edge],[16:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.35 Vert(LL) -0.12 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.44 Vert(TL) -0.18 12-13 >978 360 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.01 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:78 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 15=1642/0-5-8,16=-701/Mechanical,10=533/Mechanical Max Uplift 16=-764(LC 4) Max Gray 15=1642(LC 1),10=534(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/259,3-4=0/259,4-5=1534/0,5-6=-1534/0,6-7=-1423/0,7-8=1423/0 BOT CHORD 15-16=1530/0,14-15=-1534/0,13-14=0/885,12-13=0/1423,11-12=0/1423, 10-11=0/1085 WEBS 7-11=-257/0,2-15=-1613/0,2-16=0/1711,5-13=252/0,4-13=0/701,4-14=-1231/0, 2-14=0/1449,8-10=1171/0,8-11=0/549 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. - ySc PROP �� GiNEFR /°� z 87022PE �r "5. %I. OREG N 2� CUA 'ASOF41BER �N �� 5A4. HE�� EXPIRES:06/30/2017 October 13,2015 mr 00 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/0312015 BEFORE USE. N Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a tru s system,-Oetore,use,the budding designer must verify the applicability of design parameters and property incorporate this designminto.the overall g��„ g� b il<in d ign.:8rncing indicated is to prevent buckling of individual truss web and/or chord members only.Additionafternporary and pemianentbra_rng i7 .'[Vfi �r Yi is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,USB-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 9561 D Job Truss Truss Type Qty Ply POLYGON R45642870 PL15-344_UPPER F11 Floor 2 1 _ _ Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:26 2015 Page 1 ID:j7axn40sHnThlyaUAczwOszX1UY-KIwXN4Ne42tH w28u6BIvxEQgnci_gNIPPkdKWyTrl3 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 of a o .. o o o e e e e 3x4= 1 9 8 3x4= 3x4= 3x4 = I 3-1-2 31-10 3-9-10 I 4-4-10 41.612 8-8-8 I 3-1-2 0-1-8 0-7-0 0-7-0 0-1-8 4-2-6 Plate Offsets(X,Y)— [8:0-1-8,Edge),[9:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.18 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:40 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=377/0-2-12,7=377/0-4-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-761/0,3-4=-761/0,4-5=-761/0 BOT CHORD 9-10=0/701,8-9=0/761,7-8=0/682 WEBS 2-10=-757/0,2-9=-28/290,5-7=737/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. _co PROFe r�5 0NGtNE�9 s• 62 870 2PE 7 cc,'Cl OREGO r'o iv 14/ -v ti a 'A�,oS�,j8ER .\\ ' '' • . A. HEVk EXPIRES:06/30/2017 October 13,2015 s 00 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1 Design valid for use only with MTektO connectors.This design is based only upon parameters shown,and is for an individual building component,not —"��'"li .a truss system.Before use,the building designer must verify the applicability of design parameters andproperlyincorporate this design into the overall: -,. _ • building design.'Bracing indicated is to prevent buckling of individual truss web and/or chord'rriembers only:Additional'temporory and'permanent bracing,,, • iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 • Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642871 PL15-344 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 08:52:26 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-KIwXN4Ne42tH_w28u6BIvxEM?nUM_IeIPPkdKWyTr13 I 2-6-0 1 I 2-3-5 I I 1-2-0 I I 2-4-11 1 Scale=1:28.7 1.5x3 II 3x5= 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 - - o o s + – 11811 0 0 N A 01.1 411111 – e o e e e NI 1 12 11 10 _A. 3x4= 3x8 = 3x4— 3x4— 3x4= 10-8-13 11-5-5 •..1 I 0-0-5 101 0.13 )1-3-1311 16-5-8 I 10-0-5 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y)— [10:0-1-8,Edge],[11:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) t/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 Incl YES WB 0.57 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No,1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 13=718/0-1-12,9=718/0-4-4 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)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. �y5c PRoore �co G\'G`INE -, /O 87022PE , r , 7to , ,w Ad -.0/,, OREGON d, <0 'AOOFUSER \\ \-.'v ' S �P A. HES EXPIRES:06/30/2017 October 13,2015 $ 9 oc WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. r, Design valid for use only with MEek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss systePetore•use,the building designer must verify the applicability of design parameters and property incaporatedhis.desimgn into:the overall-.. t m buiidirig'desiyn>SBracing indicated is:to prevent buckling of individual truss web and/or chord membersonly'.Additional temporary and-perrnonentbracing,: .- = iTe `;'" 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 R45642872 PL15-344 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 08:52:27 2015 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-oyUwaQNGrL?8c4dKRgi7R8nVrBr5jA1 Rd3UAszyTri2 I 2-6-0I 1 1-1-11 ii 1-2-0 I I 1-2-5 I Scale=1:33.6 1.5x3 I I 3x6= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 I I 4x5 = 1.5x3 II 1 2 3 4 5 6 7 8 9 10 a a°°°°°.—111411..- fiiiiill-N _ a • N - /AllhAlli - N o ee e!e 1 15 14 13 12 11 334 = 3x8= 3x6= 3x4= 4x4 = 3x4 = 14-8-11 15-5-3 I 14-0-314-71 1-3-111 1 19-3-0 14-0-3 0-{ 0-7-0 3-9-13 0-7-0 0-1-8 Plate Offsets(X,Y)— 112:0-1-8,Edge],[13:0-1-8,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 0.62 Vert(LL) -0.35 13-14 >650 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.62 Vert(TL) -0.56 13-14 >413 360 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:85 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) 16=841/0-4-4,11=841/0-2-12 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3066/0,3-4=-3066/0,45=3885/0,5-6=-3885/0,6-7=2736/0,7-8=2736/0,8-9=-2736/0 BOT CHORD 15-16=0/1817,1415=0/3736,13-14=0/3406,12-13=0/2736,11-12=0/1839 WEBS 7-13=0/459,8-12=-585/0,2-16=-1962/0,2-15=0/1347,4-15=-723/0,6-14=0/583,6-13=-940/0,9-11=-1985/0, 9-12=0/1209 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. ,$),..0 PRAres 4� 87022PE 17 1-- ;, 7 AT OREG•'N ti9 4Y O ��'�SMBER \'��, A. HEok %• EXPIRES:06/30/2017 October 13,2015 .x..-,":�,s.. .z„.. ;,:: i;S,xn, :.> ,_:_y� ... ...:-'. ,, x ,... -z.:• .... ,x ;'s::x"+... .,:,.: ivwe.,, ., WARNING-Verify design parameters and READ NOTES ON-THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2815 BEFORE USE. , 1 11 lig Design valid for use only with M7ek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not .. .. a truss system.Before use,the building designer must verify the,applicability of:design parameters:and:pro erly,incorporate this.design into the overall glir .. building design. Bracing indicated is to prevent buckling'of individualtruss web:and/orchdrd ,ertlbers orily.tAdditional temperary`and permanent bracing Wel( is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TMQuality Criteria,USB-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 R45642873 PL15-344_UPPER F14 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon -. 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 13 08:52:27 2015 Page 1 ID:j7axn40sHnThlyaUAczw0szX1 UY-oyUwaQNGrL?8c4dKRgi?R8nYyBt?jFWRd3UAszyTrt2 2-0-0 I I 1-10-1 1 1 1-2-0 1 1 2-5-3 I Scale=1:21.0 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 3x4= 7 0 o iii. 0, e o 0 0 N o e o e "I; 11 10 9 8 3x4= 3x5= 3x4= 1.5x3 II 3x4= I 8-2-9 18-9-9 4 19- 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,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.14 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.49 Vert(TL) -0.21 10-11 >670 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:54 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=525/0-2-8,8=525/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1397/0,3-4=1397/0,4-5=1183/0,5-6=-1183/0 BOT CHORD 11-12=0/887,10-11=0/1518,9-10=0/1183,8-9=0/1183 WEBS 2-12=-994/0,2-11=0/571,4-10=-443/3,6-8=1277/0 NOTES- 1)Unbalanced floor live loads have been considered for this design, 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ''\(�0p PRpF�67 ,-_N ,q,,.ENO�NEF,y /p2 e. 870 2PE f�� . NSA OREGON o 4U, T ti � 'A0Occ41 ER \' gip. SA. HEP EXPIRES:06/30/2017 October 13,2015 / WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. D_�• � Design valid for use only with MTekO connectors.This design is based only upon parameters shown,and is for an individual buildingm coponent,not Q ,.a truss system.Before use,the budding designer must verify the applicability of design parameters:and property incorporate thb.design into the.ayerall--_ ,p��n. .-`building design:,Bracing indicated is to prevent buckling of individual truss web and/or chord membeis only:'Additioiial.temFibrary and permanent bracing Mi ler k' 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,056-89 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 R45642874 PL15-344_UPPER F15 Floor 5 1 _ _ Job Reference(optional) __ Pacific Lumber&Truss Co., Beaverton,Oregon- = 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:28 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-G82lomOucf7?EECW?XDE_MKfMbBaSgSasjDjOPyTr11 I 2-6-0 I 1 2-0-15 1 1 1-2-0 1 Scale=1:24.8 4x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 - a o a. a .. -o N _ oIII e. e _ e 13 12 11 10 3x4= 3x6= 3x4= 4x4= 3x4 = 10-6-7 11-2-15 I 9-9-15 9-0-‘1•g t7 111-1-7 1 1 14-2-12 I 9-9-15 0-�-$ 0-7-0 2-11-13 0-7-0 0-1-8 Plate Offsets(X,Y)— [10:0-1-8,Edge],[11:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.69 Vert(LL) -0.18 11-12 >925 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.30 11-12 >565 360 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:64 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=620/Mechanical,9=620/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1996/0,3-4=1996/0,4-5=1633/0,5-6=-1633/0,6-7=1633/0 BOT CHORD 12-13=0/1287,11-12=0/2106,10-11=0/1633,9-10=0/1335 WEBS 6-10=-744/0,2-13=1389/0,2-12=0/765,4-11=-582/0,7-9=-1441/0,7-10=0/948 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. uc PROF �ti E, ,N-7 0�G1NEFR /p2� 87022PE r" 5. ./iza...7 y A), GREG N (151' <U 4 0 BER 'V\ EXPIRES:06/30/2017 October 13,2015 4 v 00 ACKWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIl-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors-This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer mustverify he<applicabiI ity.ofydesign parameters and properly incorporate this design into the overall . buildingdesign. Bracingindicated is to_revent-buckim of im - ndividual trvsoiweb_and/orrdhord' einbervo Additional temporary and permanent bracingi is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,PSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642875 PL15-344_UPPER FG1 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon. 7.530 s Jul 11'2014 MiTek Industries,Inc.Tue Oct'13 08:52:29 2015 Page 1 • • ID:j7axn4OsHnThlyaUAczwOszX1 UY-kKcg?5PWNzFsrOnjZEkTWZszj?egBD6k5NzHwryTr10 1-4-12 1-4-0 1 1.5x3 II 2 3x4 = 3 1.5x3 II Scale=1:8.7 4 5 4 3x4 = 3x4 = 2-11-12 2-j 1-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) 0.00 5 "*""' 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.09 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Ina' NO WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:15 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=253/Mechanical,5=249/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-4=309/0,2-5=-304/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)188 lb down at 1-5-2 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:4-5=10,1-3=100 Concentrated Loads(Ib) Vert:2=-188(F) 5c PR OFe •\<GQ' G�N c�? R io29 870 2PE OREG N (1.9%.41i 'pCO /1/8 ER 1'� Q A. Hem EXPIRES: 06/30/2017 October 13,2015 4 r=r= a.WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. •-. - - Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verify the applicability.of.design-parameters-and.property incorporate;this;design into the overall , building design. Bracing indicated is to prevent buckling of individual truss web+and/cx'chordimembers:only:'Additional temporary and.permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 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 R45642876 PL15-344_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 08:52:28 2015 Page.1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-G82lomOucf7?EEC W?XDE_MKICbGcSkYasjDjOPyTrt1 1 1-6-0 I 1-5-10 I I 1-2-0 I I 1-4-14 I 2-6-0 I Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4= 11 3 4 53x4= 6 J L7. 0 0 N N e e b - e e 3x4 = 1 9 8 354= 3x4 = 3x4= I 3-2-10I 3-9-10 14-4-10 I 8-6-8 I 3-2-10 0-7-0 0-7-0 4-1-14 Plate Offsets(X,Y)— [8:0-1-8,Edge],[9:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 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 Inc( NO WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc 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 .��` P R �scs Uniform Loads(plf) V[� aF Vert:7-10=-8,1-6=-80 Concentrated Loads(Ib) �� C��G(N�Fi9 �Q2 Vert:„=,s9(B) 870 2PE -9 � 'oT O R EG N ep wti 0SER \\ PCO SA HER" EXPIRES:06/30/2017 October 13,2015 WARNING-.Verify:design parameters and READ NOTES ON THIS AND INCLUDED M(TEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ILAl ff' Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Beforeuse,the bulding:designer mustverify•the•aptlicability 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 .M Tek 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 ANS171PI1 Qualify Criteria,D511-89 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 SriSystem ral Safety Not PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property /4 • offsets are indicated. (Drawings not to scale) Damage or Personal Injury r�� Dimensions are in ft-in-sixteenths. I Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss.system,e.g. and fully embed teeth. dia onal or X-bracin TOP CHORDS g g,is always required. See BCSI. 1 2. Truss bracing must be designed by an engineer.For ®'/16„ 4 wide truss spacing,individual lateral braces themselves . i 1. WEBS may require bracing,or alternative Tor I . a bracing should be considered. O 3. Never exceed the design loading shown and never = stack materials on inadequately braced trusses. _ AIII. e C7-B C6-7 CS-6 For 4 x 2 orientation,locate �- 4. designerProvide ,erectioncopiesofthis supervisotrussdr,propertysigntothe ownerbuilding and plates 0-1/1 ' 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. so tware or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI TPI 1 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing. SEARING established by or less,if no ceiling is installed,unless otherwise noted. 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 MiTekO All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only.MI F.—lir 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: maremessum mow OM 7 ANSI/TPII: National Design Specification for Metal787- ' 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. II and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. M Teko BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 0 CONFORMS TO DESIGN CONCEPT .• .• WITH .•• CONFORMS TO DESIGN CONCEPT . 0 CROEIE-O,,,R4,4sS,474,313DESIGN CONCEPT : : El NON-CONFORMING-REVISE 8.RESUBMIT 1 Ei CONFORMS TO DESIGN CONCEPT WITH REVISIONS AS SHOWN , 0 NON-CONFOR1 ING'—REVISE AND RESUBMIT Alex.FLJkui 1,..1,, 9/22/14 I ' ' . ' THIS SHOP DN.APING HAS BLN RE':IEwED FON GENENAL CONFOR/ANCE MILRRANDT ARCHITECTS 1 WITH THE DEMON CONCEri ONLY AND DOES NOT RELIEVE THE FABRICATOR/VENDOR OF R,,FONSIBILITY FOR CONFORMANCE ETH THE 0" CO CO DESIDFNANINi:i.AND SPECTFIr 70NS ALL OF WHICH OA PRIORITY OVER,M,S SH0P-11NA0ING. ACTOR SHALL VERIFN ALL DIMENSIONS, 0 C/) :dd'_ ,aTon Datt:September 19,2014 \ 1 1 1 1 T :12111 EER// 0 INC CJ 1 _R_El ._ItL.__ CJ1 KOCJ2 _____•\___. iwAlwz____.__CJ23 • . , 10,--- . . .510I77 ' Li CA 1 CJ6 612 Fq . 1,4Alir_Illik i AF________CJ6 I CJ7 _MEL ) ' ] , ° . f A , „...,,' AW__ .____CJ7 CJ8 _IIIWIIIIIA• : ,AM CJ8 s• " CJ9 __ _______:_______ ,, : : , , , ,_._._. CJ9 . .__ si— ' 10 _ ,1111 .11111111111 —±- AME .__ CJ 1 0 ik. EC CC Marl' CJ1 1 1111 !=1•1111111111.„ . , . , , __ , CJ 1 1 . . 9 1 — zo , 10 1_IMP... --- 0o •CJ10 9 ._ Fsr "14- ir.c al •.:3- Z's, ,1- CJ9 _ _ _ _..__._ • : : , , . • }P, .b. 1" .-- CJ9 . . . CJ8 _MAWI : cil . . ca • ., . 10:1' . . LI c CJ7 _. ! J CJ 6 1111111,-- 10 12 6:12 CJ5 MEW : . . CJ12 (5) 1111111 E ii. IIII _ HU6 CJ15 (21 __ CJ14 fl - • im loy c j 1 6 _in HGUS26-A1 : iaiii HGUS26-2 __ CJ 17 -. LO -4 1 Or ...----,..: .:. I• ...._—,—.4,,....,,,z,_„, , ,12 .., __ ASJ 1 Fr IP, <a- ) ir..---- ets —1 ,1,7-'19.W U-11 ."1-- ..41' 1111/24 1 1 I_- cm or) cv GARAGE LEFT co on an ea I 91-8 1/2' 11'-7 1/2' - ... 1 V-8' ... ... BERING WALL 40'0' ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN-PROVIDED FOR TRUSS POLYGON NW 03/31/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER PLAN 5-D COFFER INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD Pnel: I Alut.H.,; (-,-... ,w..,...,!...1: PLAN: DRAWN BY:JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 5 / D-D CHECKED BY: DESIGNEPJENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL DELIVERY LOCATION: SCALE REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. A - 'Y R U S S .c.1 C<>JAPAN V' ... 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.,., ,-, - -••• •, _._. 0 CONFORMS TO DESEGN CONCEPT Z COWITH CONFORMS TO DESIGN CONCEPT 0 gE:0,1,15NT,O,TEDDESIGN CONCEE'r ElD NONCONFORMENG-REVISE&RESUBMIT CONFORMS TO DESIGN CONCEPT VVITH REVISIONS AS SHOWN NON-CONFORMI G-REVISE AND RESUBMIT : '••— ,,,,,,,,WE,MIS SHOP aFiAvoNG . . .. FA, Alexia Fukui t.,at, 9122/14 -• -•.'r: -r •_'_ -1' .l . THIS SHOP DPOING HAS B'EE: PEVIEWED FOP GENEPAL CIONFIRmANcE :. WITH THE DESIGN CONCEPT Or_Y Af NOT RELIEVE THE MILBRANDT ARCHITECTS FABRICATORIVENDOR OF 0ESPO14SIA01411)R C'ONFONANCE WITH DESIGN DOINGS -.SPECIFICATIONS ALL OF AHI;li .1A1 PRIORITY CRI . 72'1— CNI OVER ThippoP,; SE. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. ,. B. T . ri ci: t, (4044. , , ' Cl ENP4INI.ER .'f G INC Nte:September 19,2014 ' s —T-1— CJI , II _ - • CJI CPI . Ca CJ3C ,,, , CJ3 all...../1 CM 9 , tv CAC,. N ....... gr. CJ6C- . ..... / . CA . 04 ...... 8:12 in - • GIB CRC .... / / C.18-- . — CJ8 CAL. alio_ , .._ Mio C.It 4,-,- P.• : cr, 44 ... gil c., ____ CJ r... 1 ca CJL., . cip 0 t_. R. 1 IS O. gir. !ENO gi 0 8 g - 0:12 .....- co •1 12 I 12 ) \ , 8:12 — CA . , 1 \ gi / CAL. lt utz...., H0111328-2 r• . l': l' OIL 1 . • I ii111111 ' . L 211 S. .:4 11b. V ... C.116 4 km(2) 10 12NIL -...-. • .-.11 I 7 41 41 . 1 I ' INII .---1- . 1 4 v....L.... . ,. 1 v 1:,.., ...' B- . 1W-' :-.. c., — ..- 04 co cm , zo 15, ...... . --.-,..•- R R R R R .___L GARAGE RIGHT ii'-r 11°-7 dur 401-0 ] . .__..,' ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: - . '-ABOVEPLAN PROVIDE)FOR TRUSS POLYGON NW 03/31/1,4 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER pa. .,rai. .•:‘,,.: ..: , ... . . PLAN 5-D COFFERINFORMATION.BUILDING DESIGNERJENGINEER OF RECORD :•s' F1'''*''-:'. : Umber PLAN: DRAWN BY:JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 5 / D- CHECKED BY:D DESIGNERJENGINEER OF RECORD TO , REVIEW AND APPROVE OF ALL • . . . . COM PAN.Y.: DELIVERY LOCATION: SCALE: REVISION-3:- DESIGNS.PRIOR TO CONSTRUCTION. '8i T R U.SHS :A. . . 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and:void,if notlabricatedby,,Ppcific Lumber and Truss -' MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4, No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2, Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(YC)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). ,.)01w - _,,.)P r- , M • Vir ' kilit . ' iiii °? t :. tri 1„',. I ' jr' ' -4 " 6 . Ss ,, - _. C- A 7.""' «..,-�--.' 4 ***,.%,`"`. .{.r a 1 r it •f I��III III��I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 11-07-08 HIP SETBACK 2-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR 11-07-08 GIRDER SUPPORTING 43-09-00 FROM 7-00-00 TO 11-04-08 1- 2=( 0) 72 2- 9=( -598) 2906 9- 3=( -572) 2674 13- 7=(-974) 4430 BC: 2x6 KDDF q1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-4068) 864 9-10=(-1382) 6446 9- 4=(-4418) 994 WEBS: 2x4 KDDF STAND 3- 4=(-2906) 618 10-11=(-2326) 10538 4-10=( -552) 2538 LOADING 4- 5=(-6996) 1538 11-12=(-2326) 10538 10- 5=(-4306) 998 TC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 5- 6=(-9246) 2080 12-13=(-1910) 8634 11- 5=( -718) 3206 BC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50,0)+DL( 14.0)= 64.0 PLF 01- 0.0" TO 2'- 0.0" V 6- 7=(-4800) 1090 13- 8=(-1054) 4800 5-12=(-2114) 342 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 2'- 0.0" TO 9'- 7.5" V 7- 8=(-6686) 1490 12- 6=( -612) 2824 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 9'- 7.5" TO 11'- 7.5" V 6-13=(-4768) 1062 NOTE: 2x4 BRACING AT 24'OC UON. FOR BC UNIF LL( 0.0)+DL( 20,0)= 20.0 PLF 0'- 0.0' TO 11'- 7.5" V ALL FLAT TOP CHORD AREAS NOT SHEATHED BC UNIF LL( 521.9)+DL( 354.9)= 876.8 PLF 7'- 0.0' TO 11'- 4.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC CONC LL( 16.7)+DL( 4.7)= 21.3 LBS @ 2'- 0.0" 0'- 0.0" -682/ 3075V -34/ 41H 5,50° 4.92 KDDF ( 625) OVERHANGS: 12.0" 0.0" TC CONC LL( 16.7)+DL( 4.7)= 21.3 LBS @ 9'- 7.5" 11'- 7.5" -1228/ 5488V 0/ OH 5.50" 8.78 KDDF ( 625) ADDL: BC CONC LL+DL= 3584.0 LBS @ 6'- 0.0" Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ( 2 ) complete trusses required. Join together 2 ply with 3"x,131 DIA GUN MAX LL DEFL = 0,001" @ -1'- 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0,001" @ 1'- 0,0" Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.060" @ 5'- 9,8" Allowed = 0.535" nails staggered at: MAX TL CREEP DEFL = -0.178" @ 5'. 9,8" Allowed = 0.714" 9" oc in 1 row(s) throughout 2x4 top chords, **HANGER BY OTHERS TO APPLY 5" oc in 2 row(s) throughout 2x6 bottom chords, CONC, LOAD(S) EQUALLY TO ALL MEMBERS. MAX HORIZ. LL DEFL = -0.015" @ 11'- 2,0" 9' oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. TL DEFL = 0.033" @ 11'- 2.0" 1-11-11 7-08-02 1 11 11 NOTE:Design assumes moisture content does not exceed 1996 at time of manufacture. 1-11-11 1-07-08 2-02-09 2-02-09 1-07-08 1-11-11 Design conforms to main windforce-resisting 1221.30# T T 21.30# 12 system and components and cladding criteria. 10.00 V N10.00 Wind: 140 mph, ha2oft, 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 M-4x6 M-5x8 in the plane of the truss only. • M-3x8 M-4x10 M-3x8 • a s 411i°' - - _ I- - N M-5x10 • • 401110 01 III Ii I �� f o - - II o 10 11 12 13 ,<E1 o / M5x10 M-3x8 M-3x8 M-3x8 M-5x6 M-7x8 y y y73584# y y 1-09-14 2-00-13 1-11-01 1-11-01 2-00-13 1-09-14 J, y 1-00 11-07-08 • • JOB NAME : POLYGON PLAN 5-D NH AH1 Scale: 0.4231 \0 ,t-(N cs,a.: WARNINGS: GENERAL NOTES,unless otherwise noted: -. .. ...... �n p 17 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual . . ., .92 0 0 P E I-- T r u s s: AH 1 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2.4 compression web bracing must be installed where shown+. incorporation of component is the responsibility 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: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �� s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). N ' r-t ` cr DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 'OREGON ��. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "? tet/ SEQ. : 6051299 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G ' \. A. design loads be applied to any component. and are for"dry condition"of use. <h'`I}' Za, i.. TRANS I D: 407540 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 X11 Ay fabrication,handling,shipment and installation of components, necessary. 4fE R 4` �S 7.Design assumes adequate drainage is provided. C RIO- 6.6.This design is furnished subject to the fimltations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111_ _1110 11 1I II I_1111 Il_I1_I TPIlWI CA in SCSI,copies of which will be furnished upon request. Digit coincide with joint ate inr lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 Id_ II 111This 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=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-64) 38 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"0C, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 01- 0.0" -68/ 301V -23/ 81H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -32/ 28V Of OH 5.50" 0.04 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -24/ 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 netC-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 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0,003" @ -11- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0,003" @ -11- 0.0" Allowed = 0.133" 1-11-11 MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" T I MAX TC PANEL TL DEFL = -0.002" @ 11- 2.9" Allowed = 0.196" 12 MAX HORIZ. LL DEFL = 0,000" @ 1'- 10.9" 10.00 V MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting -/ system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=l,6, Truss designed for wind loads in the plane of the truss only. 0 0 N M/- o 000(4/Iiiillillilo-- . 41110---: M-3x4 I I I 1-00 2-00 'PROVIDE FULL BEARING:Jts:2,4,0' , ,ca.PRQpe , JOB NAME : POLYGON PLAN 5-D NH AJ1 Scale: 0.6772 C. '6'715//17 (Nab' rS/0 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 -92Q.OPE Truss: AJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper - 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. .`,-, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibilityof the erector.Additional ermanent bracing of 2'o.c,and at 10'o.c.respectively ply unless braced throughout their length by DES. BY: LJ P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ QJ{EGt+N 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. ,� `�.I SEQ. : 6051300 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, �Gf Q�D� �. design loads be applied to an component. and are for"dry condition"of use. 2,. `k'' • g pp y6.Design assumes full bearing at all supports shown.Shim or wedge it > TRANS,. I D: 407540 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. tk" 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 1111 II 0 II'01fil D110 111111 11111111 0 I DITPI/VVTCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 r. 111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-96) 73 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT c= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 322V -44/ 132H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -10/ 63V 0/ OH 5.50" 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -68/ 100V 0/ OH 1.50" 0.16 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 psfl uplift at 24 'oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" 12 -/ MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" 10.00 V MAX BC PANEL TL DEFL = 0.002' @ 1'- 0.1' Allowed = 0,072" MAX HORIZ, LL DEFL = -0.001" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" I NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. a Wind: 140 mph, h=20.9ft, TCDL=4,2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co . o load duration factor=1.6, Truss designed for wind loads co in the plane of the truss only. • co - • -,,- CD111111 0 CD ►�111 4►T� 1 M-3x4 I ; I I 1-00 2-00 1-11-11 [PROVIDE FULL BEARING;Jts:2,4,3I u - '<<, ,0.P F1 O4 JOB NAME : POLYGON PLAN 5-D NHAJ2 Scale: 0.6371 ``p ,. �N `�b WARNINGS: GENERAL NOTES,unless otherwise noted: • /� p '*1-- Truss: . 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual =92 L).r..E Truss: AJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2.4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 2.Design assumes the top and bottom chords to be laterally braced at ' DES. BY' LJ 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their by r W is the responsibility of the erector.Additional permanent bracing of ( ) 'U'' continuous sheathing such as plywood sheathing(TC)bradtoand/or drywall length . ry. DATE• 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ J``,+, 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 40 SEQ. : 60513 01 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 Q\ AL.. TT design loads be applied to any component, and are for"dry condition"of use. v 14 4 TRANS 1 D: 40754 0 5.CompuTrus has no control over and assumes no responsibility for the 6. and assumes full bearing at all supports shown.Shim or wedge H necessary. /�/9 fabrication,handling,shipment and installation of components. '` + RIO- 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 . _lin in non n I III min Iii[I��I TPI/WTCA in BCS[,copies of which will be furnished upon request, lines coincide with joint center fines. 9.Digits Indicate size of plate in inches. r�pp 12/31/2015 ry { h MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see E5R-1311,ESR-1988(MiTek) EXP R ES: 1 2/3 I/201 5 1 II 1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 8.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-138) 101 TC LATERAL SUPPORT <= 12°OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -27/ 313V -63/ 178H 5.50" 0.50 KDDF ( 625) 1'- 9.2° -55/ 142V 0/ OH 5.50" 0.23 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 8.7" -99/ 146V 0/ OH 1.50" 0.23 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2GHS,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 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" -/ MAX BC PANEL LL DEFL = 0.005" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 5'- 7.9" 12 0 MAX HORIZ, TL DEFL = -0.001" @ 5'- 7.9 • 10.00 V NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. • Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, N Truss designed for wind loads CD in the plane of the truss only, u-, co r O o/- MELSO 4► 1 M-3x4 y 1, 1, 1, 1-00 2-00 3-08-11 (PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME : POLYGON PLAN 5-D NH AJ3 Scale: 0.5270 -. GINE' "ss( -i, w � 1 WARNINGS: GENERAL NOTES,unless otherwise noted: nn, 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 -92C�..0P E r Truss AJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2.4 compression web bracing must be installed where shown+. incorporation of component is the responsibility 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: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ijo CC r,tt-tt `' DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ QRE�atJ• 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. 'j7 b, • 4 S EQ" 60513 02 fasteners are complete and at no time shoukf any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4. -1 Q\ A, design loads be applied to any component. and are for"dry condition"of use. /y 2, `1.- TRAN S :I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6. and assumes full bearing at all supports shown,Shim or wedge if `��`` fabrication,handling,shipment and installation of components. necessary. ��t/�` 7.Design assumes adequate drainage is provided. l 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center In 11111HINIIIIIHN _I 1TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTeR USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 iill I Iim 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=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-64) 38 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -68/ 301V -23/ 81H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -32/ 28V 0/ OH 5.50° 0.04 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -24/ 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 1COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" 11 11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0,133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1° Allowed 0.054" T T MAX TC PANEL TL DEFL = -0,002" @ 1'- 2.9° Allowed = 0.196" 12 MAX HORIZ, LL DEFL = 0,000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9 10.00 V NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting / system and components and cladding criteria. Wind: 140 mph, h=loft, TCDL=4,2,BCOL=6.0, ASCE 7-,,0, ,, (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. 0 0 N O 111.- 1 4111111 . M-3x4 . y y )- 1-00 2-00 PROVIDE FULL BEARING'Jts:2 4 3 o �p.PR04 JOB NAME : POLYGON PLAN 5-D NH - ASJ1 5K �N ski Scale: 0.6772 \ �, 1J 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 IndividualCC. =92.O I .tpC_ e Truss: ASJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper Ace ' - -- 2.2x4 compression web bradng must be installed where shown+. incorporation of component Is the responsibility of the building designer. - 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: U 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by "� ` s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r ' '4 It DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /�� C c �] 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '37 OREGON- b `V SEQ. : 605 1 304 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, Z., �� 0\. A.. TI� design loads be applied to any component. and are for"dry condition"of use. 1/. 9- t" - TRANS I U 407540 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, (� necessary. �R I V fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. • l.. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center DIID I �� I DII I I III��II ISI I DI TPIMfTCA In BCSI,copies of which will be furnished upon request git coincideInwith joint tecenter lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:1'2/31/2015 EDI 11 . This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 19-11-08 HIP SETBACK 4-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR 19-11-08 GIRDER SUPPORTING 43-09-00 FROM 0-00-00 TO 14-11-08 1- 2=(-4208) 990 1-12=( -700) 3012 12- 2=( -652) 2762 17- 8=(-2250) 562 BC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-3012) 732 12-13=(-1126) 4566 12- 3=(-1854) 526 18- 8=(-1012) 4520 WEBS: 2x4 KDDF STAND; • 3- 4=(-4726) 1198 13-14=( -674) 2628 3-13=( -126) 758 8-19=(-3356) 864 2x6 KDDF #2 A LOADING 4- 5=( -996) 4070 14-15=( -698) 2738 13- 4=( -562) 2454 19- 9=( -714) 3114 LL = 25 PSF Ground Snow (Pg) 5- 6=(-1000) 4076 15-16=( -580) 2416 14- 4=( -368) 1860 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 4'- 0.0" V 6- 7=(-5838) 1502 16-17=( -528) 2170 4.15=(-7398) 1894 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 75.0)+DL( 21.0)= 96.0 PLF 4'- 0.0" TO 15'- 11.5" V 7- 8=(-4484) 1176 17-18=(-1390) 5802 15- 5=( -740) 282 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 15'- 11.5" TO 19'- 11.5" V 8- 9=(-3932) 1020 18-19=(-1390) 5802 15- 6=(-8356) 2104 BC UNIF LL( 0.0)+DL( 30.0)= 30.0 PLF 0'- 0.0" TO 19'• 11.5" V 9-10=(-5328) 1322 19-10=( -908) 3932 16- 6=( -128) 754 NOTE: 2x4 BRACING AT 24"0C UON. FOR BC UNIF LL( 521.9)+DL( 354.9)= 876.8 PLF 0'- 0.0" TO 14'- 11.5" V 10-11=( 0) 72 6-17=( -678) 2882 ALL FLAT TOP CHORD AREAS NOT SHEATHED 17- 7=( -714) 3176 • TC CONC LL( 100,0)+DL( 28.0)= 128.0 LBS @ 4'- 0.0" TC CONC LL( 100,0)+DL( 28.0)= 128.0 LBS @ 15'- 11.5" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS:',,. 0.0" 12.0" ADDL: BC LONG LL+DL= 3584.0 LBS @ 13'- 11.5" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -912/ 3929V -83/ 74H 5.50" 6.29 KDDF ( 625) Connector:.piate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 7.3" -2972/ 11613V 0/ OH 3.50" 7.82 KDDF (1485) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, 19'- 11.5" -934/ 3796V 0/ OH 5.50" 6.07 KDDF ( 625) M,M2OHS,M'I8HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' ( 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. g g' Join-together 2 ply with 3"x,131 DIA GUN VERTICAL DEFLECTION LIMITS: LL=L/240 TL=L/180 nails staggered at: MAX LL DEFL = -0.032" @ 4'- .6" Allowed = 0.400° **HANGER oc in 1 row(s) throughout 2x4 top chords, BY OTHERS TO APPLY MAX TL CREEP DEFL = 0.062" @ 4' 6" Allowed = 0.533° XX 5" oc in 2 row(s) throughout 2x6 bottom chords, CONC. LOAD(S) EQUALLY TO ALL MEMBERS, MAX LL DEFL = 0.036" @ 14'- .5" Allowed = 0.537" 9" oc in 1 row(s) throughout 2x4 webs, MAX TL CREEP DEFL = 0.100" @ 14'- 5" Allowed = 0.717" 9" oc in 2 row(s) throughout 2x6 webs. MAX LL DEFL = -0.001" @ 20'- 1 .5" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ 20'- 1 .5" Allowed = 0.133" • 1-11-11 7-10-05 2-05-03 3-08-10 3-11-11 T ' - 1 f f MAX HORIZ. LL DEFL = -O.D09" @ 19'- 6.0" 1-11-11 1-10-07 2-05-07 2-03-11 0-11-04 2-06-14 2-00-02 2-00-02 3-09-14 MAX HORIZ. TL DEFL = 0.020" @ 19'- 6.0" 11 '1 11L128# < ' ' f f I'128# T NOTE:Design assumes moisture content does 12 12 12 not exceed 19% at time of manufacture. 10.00 7 10.00 7 N10.00 Design conforms to main windforce-resisting • M-4x6 M-4x6 system and components and cladding criteria. 7 M-4x8 Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), !WPM 4S load duration factor=1.6, M-4x6 M-5x16 Truss designed for wind loads M-5x1 I M-3x4 M-5x12 M-1.5x3 in the plane of the truss only. 3 4 5 0 0 � ; Agoco A r co 1,- 12 13 14 15 16 v 17 18 19 ''N 8 1 ' 8 M-5x8 M-4x6 M-3x6 M-1.5x3 M-7x8 M-4x8 M-3x6 M-5x10 ), ), ), y M-8x14), ), y v 584# y ), 1-09-14 2-03-11 2-01-15 2-03-11 1-01 2-03-06 2-01-14 2-00-02 3-09-14 y8-04-08 0-05-08 11-01-08 1-00 • ), ), ), 1PROVIDE FULL BEARING,Jts:1,15.101 19-11-08 1-00 ,� 03 PROF JOB NAME ; POLYGON PLAN 5-D NH BH1 Scale: 0.2765 \c laINJE",f9WARNINGS: GENERAL NOTES,unless otherwise noted: A t fift ' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 921/OPE Trust:, BH1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at _. DES. BY LJ is the responsibility of the erector.Additional ermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by f ' wF+ P ty p n continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). tr DATE , 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4/- SEQ. �� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. `�✓ SE Q" '-6051305 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4" 'i'/"1) Q° ,C. A A�+ T design loads be applied to any component. and are for'dry condition"of use. 0 1 4 b.% TRANS I❑: 407540 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 fabrication,handling,shipment and installation of components. necessary. -`L'?R i t �- 7. Design assumes adequate drainage is provided. r77 L 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 IDD 1 II e lJ IIII I 1 I�d DI VIII I[I TI'IMlTCA in SCSI,copies of which will be furnished upon request git coincideidiwith joint tecenter che. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-131 t,ESR-1988(MiTek) EXPIRES:12/3112015 11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 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) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3=(-67) 43 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -52/ 294V -23/ 81H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -73/ 68V 0/ OH 1.50" 0.11 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 33V 0/ OH 5,50" 0.05 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �CQND. 2: Design checked for net(-5 psfJ uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0,0" Allowed = 0.100" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0,003" @ -1'- 0.0" Allowed = 0.133" T MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TC PANEL LL DEFL = 0.003" @ 1'- 3.7" Allowed = 0.131" 12 MAX BC PANEL TL DEFL = 0.003" @ 1'- 7.7" Allowed = 0.206' MAX BC PANEL TL DEFL = -0.005" @ 1'- 12.0" Allowed =. 0.206' 10.00 7 MAX HORIZ, LL DEFL = -0.000" @ 1'- 10.9 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9° NOTE:Design assumes moisture content does not exceed 1996 at time of manufacture. • Design conforms to main windforce-resisting system and components and cladding criteria. fWind: 140 mph, h=20ft, TCOL=4,2,BCDL=6,0, ASCE 7-10, rn (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, 00 Truss designed for wind loads • in the plane of the truss only, CV co V O C. 110...-. _ ��4 -/ M-3x4 y i, 1-00 4-00 (PROVIDE FULL BEARING;Jts:2,3,4] 9,03 PR art . JOB NAME : POLYGON PLAN 5-D NH - BJ1 '< LN, 66, Scale: 0.6882 �, fJtr/{�7, WARNINGS: GENERAL NOTES,unless otherwise noted: w �n /` 1,Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual 4t' =92 i 0P I 1--- TrussTruss: BJ 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. Ate;, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c,and at 10'o.c.respectively unless braced throughout their length by ,/' I� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r DATE• 9/5/2014 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. 7 QRE:GON 14, S EQ. : '6 05 1 3 06 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, / q9,�,I N,1)`•his. design loads be applied to any component. and are for"dry condition"of use. 1 '2, �4 TRANS I D: 407540 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 t� necessary. /�/p� R 1` t fabrication,handling,shipment and Installation of components. 7•Design assumes adequate drainage is Provided. ! 1.-t- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11-III ill ill I 0111IID VIII 1111 TPINVTCA in BCSI,copies of which will be furnished upon request lines coincide with Joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ina./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 • 11 ID 11:1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 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) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-95) 77 TC LATERAC•SUPPORT <= 12"OC. UON. LOADING • BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -35/ 332V -44/ 132H 5.50" 0.53 KDDF ( 625) 3'- 9.2" 0/ 49V 0/ OH 5.50" 0.08 KDDF ( 625) Connector.plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -68/ 106V 0/ OH 1.50" 0.17 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MISHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.REQUIREMENTS 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0,0" Allowed = 0.133" 3 11 11 MAX TC PANEL LL DEFL = 0,042" @ 2'- 5.3" Allowed = 0.305" MAX TC PANEL TL DEFL = 0,039" @ 2'- 5.3" Allowed = 0.458" MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" 12 MAX HORIZ. TL DEFL = -0.001" @ 3'- 10,9" 10,00[,// 0 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20,9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads in the plane of the truss only. CO0 CO CO 1-A- .1- c, - c0 o� ►�� 4►�� M-3x4 y y y 1-00 4-00 1PROVIDE FULL BEAAING;Jts:2,44 • l0PRQ ' JOB NAME : POLYGON PLAN 5-D NH - BJ2 Scale: 0,5824 5; � GENET `' /5/J 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 =92 O O t p_E 1,, Truss!: BJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. r 2.Design assumes the top and bottom chords to be laterally braced atter DES. BY I I 3.Additional temporary bracing to insure stability during construction 2'o.c,and at 10'o.c.respectively unless braced throughout their length by 010,," is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /NPr - ir DATE: 9/5/2014 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. "'17 OREGON: D, 40 SEQ. :, 6051307 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, vq a'' A design loads be applied to any component. and are for"dry condition"of use. ), 2 - -. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If ' � 1 4> fabrication,handling,shipment and Installation of components. necessary. 7.Design assumes adequate drainage is Provided. �P R y',.. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I_II "MI 1 on 111111 TPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. 3 t� �+ �j r �7Et t MiTek USA,Inc./CompuTrus Software 7.6.6)1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES.12/3 I/20 t 5 IOUThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 8.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-205) 171 • 3-4=( -58) 25 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12,0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -16/ 314V -64/ 179H 5.50" 0.50 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 8.2" -139/ 216V 0/ OH 1,50" 0.28 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 3'- 9,2" 0/ 42V 0/ OH 5.50' 0.07 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 8.9' -30/ 48V 0/ OH 1.50' 0.08 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP BOTTOM 2: Design checked for net(-5 psf) uplift at 24 "oc soacing,I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 -/ MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0,100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0,133" MAX TC PANEL LL DEFL = 0.009" @ 1'- 10.0" Allowed 0,286" 12 0MAX TC PANEL TL DEFL = -0.008" @ 1'- 11.4" Allowed 0.428" 10,00 V MAX HORIZ. LL DEFL = -0.002" @ 5'- 8.2° MAX HORIZ. TL DEFL = -0.002" @ 5'- 8.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. �' o Wind: 140 mph, h=21,6ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, N (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, in Truss designed for wind loads in the plane of the truss only. M tet- cD o� ►�� 5►�� -/ 1 M-3x4 • y y y y 1-00 4-00 1-08-15 (PROVIDE FULL BEARING:Jts:2,5,3,41 �c0 PRQfit JOB NAME : POLYGON PLAN 5-D NH - BJ3 ��' �,��((''INE 'r Scale: 0.5270 �� it- - (� WARNINGS: GENERAL NOTES,unless otherwise noted: ,. 7/5//r 4 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual 72$$PE Truss: BJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stet>ility during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their len th by , rR1r�" s the responsibility of erector.Additional permanent bracing of ) continuous sheathing such as plywood sheathing(TC)end/or drywall BC, DATE: -...9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ r�t 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "frOREGON. b, 4.).,. SEQ. ! . 6051308 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, Li Af O! A.. design loads be applied to any component. and are for"dry condition"of use. /� 2 -', TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If ' 14, , fabrication,handling,shipment and installation of components. necessary. � �RIO-4 7.Design assumes adequate drainage Is provided. t 6.This design Is furnished subject to the lirritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111_. _11111111m III��I I_I�I II��I I��I�I 1[1111 TPI/WTCA In SCSI,copies of which will be furnished upon request, Digit cindicae with Joint ate Inr fiche. 19.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-1n88(MiTek) EXPIRES:12/31/2015 • I��IIIIIIIIO_I This design prepared from computer i'riput by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 2`- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4;'KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2c(-48) 41 1-3=(0).0 BC: 2x4:KDDF N1&BTR SPACED 24.0" O.C. TC LATERAL'SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ 8RG REQUIRED BRG AREA BC LATERAL.SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -13/ 98V -18/ 42H 5.50" 0.16 KDDF ( 625) Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 1'- 9.2" 0/ 25V 0/ OH 5.50" 0.04 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 1'- 11.7" -39/ 51V 0/ OH 1.50" 0.08 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf( uplift at 24 "oc spacinq.J REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.003" @ 1'- 2.9" Allowed = 0.131" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = 0.002" @ 1'- 2.9" Allowed = 0.196" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX HORIZ. LL DEFL = -0.000° @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 1-11-11 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. -/ Wind: 140 mph, h=loft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12load duration factor=l,6, ' Truss designed for wind loads 10.00 V in the plane of the truss only. rn 0 o ipromaN 3 M-3x4 • 2-00 (PROVIDE FULL BEARING;Jts:1,3,21 • JOB NAME : POLYGON PLAN 5-D NH BSJ1 s, Scale: 0.7703 ` (,�5 /r • WARNINGS: GENERAL NOTES,unless otherwise noted: , I h 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 9.Q.QP E Truss: BSJ 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. .44100, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at s the res onsibiI of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length 402001W- DES. BY: LJ p y 9 9 by `�,, P p g continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). • DATE• 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 'V tet✓ SEQ. : 6051310 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �� t J Q �. design loads be applied to any component. and are for"dry condition"of use, 6 7 "14 TRANS I D: 407 540 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. R R S �- 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 1111_ vi III Dill TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of platete In Inches. EXPIRES: MiTek USA,Inc./CompuTrus Software 7.6.6(114-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXr-r�IRES:12/31/2015 1 100110 0 SDI This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 44'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 79 2-10=( -983) 3050 3-10=(-.298) 299 BC: 2x4).KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3345) 1280 10-11=( -749) 2567 10- 4=(-182) 615 WEBS: 2x4).KDDF STAND 3- 4=(-3184) 1317 11-12=( -413) 1876 4-11=(-746) 536 • LOADING 4- 5=(-2473) 1183 12-13=) -791) 2399 11- 5=(-406) 1050 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2474) 1183 13- 8=(-1026) 2857 5-12=(-406) 1051 BC LATERAL. SUPPORT <= 12"OC. UON, DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3187) 1318 12- 6=(-747) 536 TOTAL LOAD = 42.0 PSF 7- 8=(-3348) 1281 6-13=(-183) 618 OVERHANGS: 18,8" 18.8' 8- 9=( 0) 79 13- 7=(-300) 300 Connector:plate prefix designators: LL = 25 PSF Ground Snow (Pg) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA M,M2OHS,MIBHS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -341/ 2026V -262/ 262H 5.50" 3.24 KDDF ( 625) 44'- 0.0" -341/ 2026V 0/ OH 5.50" 3.24 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 = 0.017" @ -1'- 6.8" Allowed = 0.156" MAX TL CREEP DEFL = -0.016" @ -1'- 6.8" Allowed = 0.208" MAX LL DEFL = 0.206" @ 25'- 11.9" Allowed = 2.154" MAX TL CREEP DEFL = -0.397" @ 18'- 0.0" Allowed = 2.872" MAX LL DEFL = 0.017" @ 45'- 6.8' Allowed = 0,156" MAX TL CREEP DEFL = -0.016" @ 45'- 6.8" Allowed = 0.208" MAX HORIZ. LL DEFL = 0.085" @ 43'- 6.5" 21-11-15 22-00-01 MAX HORIZ. TL DEFL = 0.139° @ 43'- 6.5" f '' 1' NOTE:Design assumes moisture content does 7-04 7-01 7-06-15 7-06-15 7-01 7-04-02 not exceed 1996 at time of manufacture. 12 12 Design conforms to main windforce-resisting 6.001/ ..; -.16.00 M-4x6system and components and cladding criteria. 4.0" Wind: 140 mph, h=24.7ft, TCDL=4,2,BCDL=6,0, ASCE 7-10, 5 ,(--,( (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), 14,4% load duration factor=1.6, M-5x8(S) M-5x8(5) Truss designed for wind loads in the plane of the truss only. 0.25" 0.25" 4 M-1:5x3 M-1.5x3 3 COaiiiiih CV dagaiiik \ / . T = www ww s _+ C. 1 o 1/M-3x8 M-3x4 10.25° 0.2512 M-3x4 M-3x8 \ o M-5x8(S) M-5x8(S) • J, i, y y y y 9-00-11 8-11-05 7-11-14 8-11-05 9-00-13 y y y y • 1-06-12 44-00 1-06-12 0.0 PRac JOB NAME : POLYGON PLAN 5-D NH - C1Scale: 0.1506 \�\�`` !N S f N' '11it 17 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 •= .OP S Truss:: Cl 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. 2.Design assumes the top and bottom chords to be laterally braced at DE5. BY: LJ 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,,"e_92 '41 is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC) (B ) �'" ' p p y g(hro and/or drywall h . DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7OREGON 4, SEQ. : 6051311 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 4- 4!,, O 4, TRANS I D: 407540 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 fabrication,handling,shipment and installation of components. necessary. 7. t 1 Design assumes adequate drainage is provided. 4 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center Full 11111.. 101 il oil I��I TPIMriCA in BCSI,copies of which will be furnished upon request. Digit coincideidiwith joint tecenter nche. 9.Digits Indicate size of plate In inches. r MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 ID�III III�DI " This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4'KDDF ff1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 79 2- 9=(-1042) 3021 3- 9=(-298) 299 BC: 204 KDDF tt1&BTR SPACED 24.0" O.C. 2- 3=(-3324) 1271 9-10=( -809) 2538 9- 4=(-182) 616 WEBS: 2x4':KODF STAND; 3- 4=(-3164) 1308 10-11=( -431) 1847 4-10=(-746) 536 204'OF STAND A LOADING 4- 5=(-2452) 1174 11-12=( -780) 2358 10- 5=(-406) 1050 . LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2444) 1195 12- 8=(-1049) 2770 5-11=(-396) 1027 TC LATERAL'SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3108) 1368 11- 6=(-721) 526 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-3267) 1326 6-12=(-226) 561 12- 7=(-247) 336 OVERHANGS: 18.8" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For, hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -342/ 2021V -247/ 257H 5.50" 3,23 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 43'- 9.0" -274/ 1837V 0/ OH 5.50' 2.94 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series JT 8: Heel to plate corner = 2.50" 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.017" @ -1'- 6,8" Allowed = 0.156' MAX TL CREEP DEFL = -0.016" @ -1'- 6,8" Allowed = 0.208" MAX LL DEFL = 0,205" @ 18'- 0.0" Allowed = 2.142" MAX TL CREEP DEFL = -0.386" @ 18'- 0.0" Allowed = 2.856" MAX HORIZ. LL DEFL = 0.083" @ 43'- 3.5" MAX HORIZ. TL DEFL = 0.135" @ 43'- 3.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 21-11-15 21-09-01 ,( f ,' Design conforms to main windforce-resisting 7-04 7-01 7-06-15 7-06-15 7-01 7-01-02 system and components and cladding criteria. T f 1' ' ' ' ' Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 V M-4x6 "--,..I6.00 load duration factor=l,6, 4.0" Truss designed for wind loads 5 ,1'7' in the plane of the truss only. M-5x8(5) .i0 0 0.25" M25 5x8(S) • M-1.5x3 M-1.5x3 . 1\s .. • r, ,_; if M-3x8 0 �w 9 10 'r ,f 1�1 12 A **El o o M-3x8 M-3x4 0.25, 0.25 M-3x4 0 M-5x8(S) M-5x8(S) J, y y y y y y y 9-00-11 8-11-05 7-11-14 8-11-05 8-09-13 y 1-06-12 43-09 -... n ,1,0).PRa JOB NAME : POLYGON PLAN 5-D NH - C3 ++ A `psi Scale: 0.1508 ` 111 {� WARNINGS: GENERAL NOTES,unless otherwise noted: lLJ •11 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 92.0 P E 1-- Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper Aille?Pbracing incorporation of component is the responsibility of the buildingdesigner. . 2.2x4 compression web must be installed where shown+, P p P tYt 2 Design assumes the top and bottom chords to be laterally braced at DES. BY' L J 3.Additional temporary bracing to insure stability during construction 2'c.c.and at 10'o.c.respectively unless braced throughout their length by c •ontinuous is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -"" 118109.-..' �. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON j�� 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. bk `V SEQ. : 6051312 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, /f '- �N :„ design loads be applied to any component. and are for"dry condition"of use. T 1'4 �' TRANS I D: 407540 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 fabrication,handling,shipment and installation of components. necessary. /R t j 7.Design assumes adequate drainage is provided. 4- 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111 pol _DI_I_ _I 1111 OIDI I 11 TPINViCA in BCSI,copies of which will be furnished upon request, lines coincideIdiwith Joint ate Inr lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111 1111 , , '' This design prepared from computer put by • LUMBER SPECIFICATIONS 43-09-00 STUB HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.1)0 TC: 2x4:-.KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2-13=(-1956) 5870 3-13=( -154) 354 2x6!KDDF #1&BTR T2, T3 2- 3=(-6766) 2286 13-14=(-3060) 6274 13- 4=( -486) 1888 BC: 2x6 KDDF #1&BTR • LOADING 3- 4=(-6742) 2336 14-15=(-3340) 8912 13- 6=(-2804) 1328 WEBS: 2x4.KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 15-16=(-3048) 8220 6-14=( -92) 754 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 0.0" V 4- 6=(-5996) 2126 16-12=(-1910) 5602 14- 7=( -486) 380 TC LATERAL.SUPPORT <= 12°OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 10'- 0.0" TO 34'- 0.0" V 6- 7=(-8588) 3228 7-15=( -534) 394 BC LATERAL SUPPORT <= 12°OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 34'- 0.0" TO 43'- 9.0" V 7- 8=(-8552) 3220 15- 8=( -100) 794 BC UNIF LL( 0.0)+DL( 40,0)= 40.0 PLF 0'- 0,0" TO 43'- 9.0" V 8-10=(-5882) 2106 8-16=(-2866) 1340 - 9-10=) 0) 0 10-16=( -482) 1834 NOTE: 2x4 BRACING AT 24'OC UON, FOR TC CONC LL( 416,7)+DL( 116.7)= 533.3 LBS @ 10'- 0.0" 10-11=(-6614) 2318 16-11=( -190) 392 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 34'- 0.0" 11.12=(-6548) 2250 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 20.0" 0.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ,IN, (SPECIES) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0" -1150/ 3765V -104/ 113H 5.50" 6.02 KDDF ( 625) Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 43'- 9.0" -1095/ 3584V 0/ OH 5.50" 5.73 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ( 2 ) complete trusses required. M,M2OHS,M18HS,M16 = MiTek MT series Join together 2 ply with 3"x.131 DIA GUN ICOND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing-I staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.005" @ -1'- 8.0" Allowed = 0.167" 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.005° @ -1'- 8,0" Allowed = 0.222" 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.269" @ 22'- 0.0' Allowed = 2.142" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.532" @ 22'- 0.0" Allowed = 2.856" MAX HORIZ. LL DEFL = 0.078° @ 43'- 3.5" MAX HORIZ. TL DEFL = 0.127" @ 43'- 3.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 9-11-11 24-00-10 9-08-11 Truss designed for wind loads T 1' . - in the plane of the truss only. 5-01-03 4-04 0-06-08 5-08-15 6-03-06 6-03-06 5-08-15 0-06-08 4-04 4-10-03 1' T 1'1533.30# ' i ' 1'33.30# 1' 1' • 12 12 . 6.00 V M-7x8(S) 'ill 6.00 M-5x6 5 M-3x59• M-5x6 6 7 0.25"\-. M-3x5 • /3.8 M-1.5x3 M-1.5x3 +. + 1 M M-3x8 u7 o ' o /1 13 14 'r ,f -'5 16 *'12 a CD M-3x8 M-3x8 0.25" 0.25 M-3x8 0 M-7x8(S) M-7x8(S) y y y )- y •I9-03-07 8-06-04 8-04-08 8-06-04 9-00-07 •y :1-08 43-09 �,`�,0 PROF , JOB NAME: POLYGON PLAN 5-D NH - CH1 Scale: 0,1499 \�� (J 45>• it i/ WARNINGS: GENERAL NOTES,unless otherwise noted: 1 . ' r� ,i 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 92 O S P E Truss: CH1 and Warnings before construction commences. building component.Applicability of design parameters and proper 'Ai -- - 2.2.4 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 Sre top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their len th by ', s the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathin Q ".' p y g(TC)and/or drywall(BC). *-111I - t.. DATE: 9/5/2014 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. "7 A_OREGON. SEQ. : 605 1 3 1 3 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 'y °. A, design loads be applied to any component, and are for"dry condition"of use. �/.. ''1 1 Z0 ".- TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if V �y fabrication,handling,shipment and Installation of components. necessary. v 7.Design assumes adequate drainage is provided. �'�P R t t,,. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11___HHID.1111illlilitmlll TPI/WTCA In BCSI,copies of which will be furnished upon request. it coincidecwith joint centerteInlines. 9. Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1958(MiTek) EXPIRES:12/3112015 • ID11II MI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-13=(-1346) 2900 3-13=( -97) 178 2x6 KDDF #1&BTR T2, T3 SPACED 24.0' O.C. 2- 3=(-3372) 1652 13-14=(-1691) 3901 13- 4=( -331) 1025 BC: 2x6,KDDF #1&BTR 3- 4=(-3183) 1579 14.15=(-1739) 4230 13- 6=(-1371) 647 WEBS: '2x4 KDDF STAND LOADING 4- 5=( 0) 0 15.16=(-1701) 3873 6-14=( -18) 401 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2791) 1452 16-12=(-1313) 2765 14- 7=( -257) 154 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4061) 1945 7.15=( -276) 155 BC LATERAL SUPPORT <= 12"OC, UON. TOTAL LOAD = 42.0 PSF 7- 8=(-4043) 1898 15- 8=( -18) 418 8-10=(-2734) 1407 8.16=(-1397) 647 LL = 25 PSF Ground Snow (Pg) 9-10=( I) 0 10.16=( -367) 997 NOTE: 2x4 BRACING AT 24"0C UON. FOR 10-11=(-3118) 1527 16-11=) -31) 219 ALL FLAT TOP.CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-3258) 1576 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. • OVERHANGS: 20.0" 0.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at non-structural 0'- 0.0" -404/ 2034V -104/ 114H 5.50" 3.25 KDDF ( 625) vertical members (uon). 43'- 9.0" -337/ 1837V If OH 5.50" 2.94 KDDF ( 625) ** For hanger specs. - See approved plans Connector plate prefix designators: ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 C,ON,C18,CN18 (or no prefix) = ComouTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2DHS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.293" @ 22'- 0.0" Allowed = 2.142" MAX TL CREEP DEFL = -0.510" @ 22'- 0.0" Allowed = 2.856" • MAX HORIZ. LL DEFL = -0.082" @ 43'- 3.5" MAX HORIZ. TL DEFL = 0.122" @ 43'- 3.5" NOTE:Design assumes moisture content does • not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6,0, ASCE.7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 13-03-11 17-04-10 13-00-11 Truss designed for wind loads "( ' . f in the plane of the truss only. 5-01-03 4-04 3-05-09 2-09-14 6-03-06 6-03-06 2-09-14 3-05-09 4-04 4-10-03 T 1' T T f T T T T f f 12 6.00 V 5 M-7x8(S) 9 ."c1 6.00 M-5x6 M-6 7 x5 0.25" M-3x5` 444,M-4x6 '. d11111 110 1•11111111111111111.1111=11 ik..,.1•IMMINRa, M-1.5x3 F11, M-1.5x3 3 + 1 • • to M-3x8 in 0 o 13 14 'r �5 16 *�12 CD o M-3x8 M-3x8 0.25" 0.25 M-3x8 8 M-7x8(S) M-7x8(S) i, .1 ) y ,1 y y 9-03-07 8-06-04 8-04-08 8-06-04 9-00-07 )- 1-08 1-08 43-09 JOB NAME : POLYGON PLAN 5-D NH - CH2 �� + q�,`psi Scale: 0,1499 \� �`71 / 7` O1, WARNINGS: GENERAL NOTES,unless otherwise noted: XI/5/f p1 �+u 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 - 92QOPE Truss: CH 2 and Warnings before construction commences, building component.Applicability of design parameters and proper • 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer, '40101111111'' ' 3.Additional temporary bracing o Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c,and at 10'o.c.respectively unless braced throughout their length by +� '.. is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC), ,„...".4111.0,:," C„ DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ' ' '�l.! SEQ. : 6051314 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, Lf �,q • \ A and are for"d condition"of use. design loads be applied to any component. "dry y.4 � 6.Design assumes full bearing at all supports shown.Shim or wedge if ■ { TRANS I D: 4O7 54O 5.CompuTrus has no control over and assumes no responsibility for the necessary. I[/� . fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. :/Rya,,.`^ _ 6.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center IDII (SII I illo 11111111 TPIMrTCA in BCSI,copies of which will be furnished upon request Digs cindicae with joint ate In lines. 9. Digits Indicate size of plate In Inches. s MiTek USA,Ino./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/201'5 • 11111011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-13=(-1067) 2889 3.13=(-152) 199 BC: 2x4'KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3317) 1286 13-14=( -914) 2657 13- 4=( -33) 359 WEBS: 2x4'''KDDF STAND; 3- 4=(-3114) 1250 14.15={ -700) 2439 4-14=(-524) 357 2x4 OF STAND A LOADING 4- 5=(-2567) 1138 15-16°) -700) 2439 14- 5=(,276) 797 LL( 25.0)+0L( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 16-17=( -882) 2558 14- 7=(-435) 182 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10,0 PSF 5- 7=(-2228) 1099 17-12=(-1021) 2712 15- 7=( 0) 274 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 9=(-2213) 1074 7-16=(-457) 180 8- 9=( 0) 0 9-16=(-285) 791 --- LL = 25 PSF Ground Snow (Pg) 9-10=(-2551) 1111 16-10=(-489) 344 NOTE:.2x4 BRACING AT 24"OC UON. FOR 10-11=(-3039) 1229 10-17=( -77) 318 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-3218) 1283 17-11=) -79) 251 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 20.0° 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -321/ 2034V -182/ 191H 5.50' 3.25 KDDF ( 625) Connector plate prefix designators: 43'- 9.0" -251/ 1837V 0/ OH 5.50' 2,94 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. JT 12: Heel to plate corner = 2.25" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.201" @ 22'- 0.0" Allowed = 2.142" MAX TL CREEP DEFL = -0.389" @ 22'- 0.0" Allowed = 2.856" MAX HORIZ. LL DEFL = 0.085" @ 43'- 3.5" MAX HORIZ. TL DEFL = 0.142" @ 43'- 3.5" • NOTE:Design assumes moisture content does not exceed 1996 at time of manufacture. 16-07-11 10-08-10 16-04-11 Design conforms to main windforce-resisting '1' '1 '1' '' system and components and cladding criteria. 5-02-03 0-04-08 5-04-05 5-05-11 5-04-06 T '' '(''' '( TT '' f T Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, • 5-07-06 5-05-11 5-04-05 0-04-08 5-02-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '1' T '1 TT T 1`')' T '( load duration factor=1.6, 12 12 Truss designed for wind loads 6.00 V M-5x6(S) M-4x6 M-3x8 .r M-4x6 ' -..l6 QQ in the plane of the truss only. '• M-5x6(S) 0.25" 0.25" . • vo. Ilplll) ft ,. M-1.5x3 M-1.5x3 1 1 Alliiit. M-3x10,�� Illi!- � ' ci aww c0 o ,000000. 14...13 14 15 16 17 *'12 0 CD M-3x8 M-3x4 0.25" M-1.5x3 0.25' M-3x4 O M-5x8(S) M-5x8(S) J, , ), y J, J, 8-04-03 7-09-04 5-10-09 5-10-09 7-09-04 8-01-03 Y y 1-08 43-09 WEDGE REQUIRED AT HEEL(S). .({(' JOB NAME : POLYGON PLAN 5-D NH CH3 .�`C�^ l ini , s> (J Scale: 0.1483 `� I f / WARNINGS: GENERAL NOTES,unless otherwise noted: • 7 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 Cc 92 S OP ETruss: CH3 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. 4000PIPAO‹ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by }', A�.II is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(B ). '411 CC ,n �`" DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ QREGC?N 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "7 4/ SEQ. : 6051315 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.*. ', O' design loads be applied to any component. and are for"dry condition'of use. 1.4 2.- %b* TRANSI D: 407540 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 {x fabrication,handling,shipment and installation of components. necessary. <Ai�' V 7.Design assumes adequate drainage is provided. "�R FI S 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 TPINYiCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 'ul 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 • 1 III 1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 44'- 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) 84 2-14=(-1262) 2926 3-14=(-151) 184 BC: 2x4 KDDF #1&BTR SPACED 24.0" D.C. 2- 3=(-3337) 1610 14-15=(-1142) 2696 14- 4=( -22) 359 WEBS: 2x4 KDDF STAND 3- 4=(-3135) 1578 15-16=(-1120) 2476 4-15=(-523) 297 LOADING 4- 5=(-2589) 1493 16-17=(-1120) 2476 15- 5=(-357) 819 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 17-18=(-1208) 2619 15- 7=(-463) 298 BC LATERAL SUPPORT <= 12°0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2248) 1390 18-12=(-1346) 2848 16- 7=( 0) 274 TOTAL LOAD = 42.0 PSF 7- 9=(-2248) 1390 7-17=(-463) 298 8- 9=( 0) 0 9-17=(-357) 819 NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2589) 1493 17-10=(-523) 297 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3135) 1578 10-18=( -21) 359 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-3337) 1610 18-11=(-151) 184 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=( 0) 84 OVERHANGS: 20.0" 20,0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0° -444/ 2038V -198/ 198H 5.50° 3.26 KDDF ( 625) Connector plate prefix designators: 44'- 0.0° -444/ 2038V 0/ OH 5.50° 3.26 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0,167° MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222' MAX LL DEFL = 0.254" @ 27'- 5.3" Allowed F 2.154° MAX TL CREEP DEFL = -0.403" @ 22'- 0.0" Allowed = 2.872" MAX LL DEFL = 0.022" @ 45'- 8.0" Allowed = 0.167" • MAX TL CREEP DEFL = -0.021' @ 45'- 8,0" Allowed 0.222" • MAX HORIZ. LL DEFL = -0.101" @ 43'- 6.5 19-11-11 4-00-10 19-11-11 MAX HORIZ. TL DEFL = 0.145' @ 43'- 6.5" f f 1' '' NOTE:Design assumes moisture content does 5-07-06 5-02-03 5-05-11 3-03-09 2-05-042-05-04 3-03-09 5-05-11 5-02-03 5-07-06 not exceed 19% at time of manufacture. T f T T 1 T T f T T T 12 6 B 12 Design conforms to main windforce-resisting 6.00 V M-4x6 M-4x6 '--...1 6.00 M-3x8 111111h.- system and components and cladding criteria: 5Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, oe . (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), S M 5xfi S load duration factor=1.6, M 5x6 ( ) ( ) Truss designed for wind loads 0.25" 0.25" in the plane of the truss only. 0 M-1.5x3 M-1.5x3 3 1 rs •r / co in 2 14 1 16 -1 18 - \3 0 o M-3x8 M-3x4 0.25' M-1.5x3 0.25 M-3x4 M-3x8 CD M-5x8(S) M-5x8(S) 1' 1. 1' i' y y y , y 8-04-03 7-09-04 5-10-09 5-10-09 7-09-04 8-04-03 y y 1-08 44-00 1-08 rp P R p,c fi, JOB NAME : POLYGON PLAN 5-D NH - CH4 Scale: 0,1623 `�� , « Act, 17 WARNINGS: GENERAL NOTES,unless otherwise noted: 414 4 /I L� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual -92 0 0 P E 1- Truss: - Truss: CH4 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. AiiiiIIIP 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ` BY:. 2'o.c.and at 10'o.c.respectively unless braced throughout their len th by }'gyp >�i DES. B LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). - DATE: 9/5/2014 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. 7 OREGON: "0 SEQ. : 6051316 - fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 4. 4,,I l A, TRANS I D: 407540 design loads be applied to any component. and are for"dry condition"of use. V 1 4 9- "}- 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. [� { fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. i'1 R 4 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center Ill__ 1111[11, _11_11111i I I IIII ITPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 • ID I I 1111 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) 72 2-4=(0) 0 BC: 204 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-71) 97 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42,0 PSF 0'- 0.0" -116/ 306V -15/ 61H 5.50" 0.49 KDDF ( 625) 1'- 1.3" -58/ 129V 0/ OH 1.50" 0.21 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 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 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100° AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.001' @ 0'- 8.7" Allowed = 0.059" 1-02 MAX TO PANEL TL DEFL = -0.001" @ 0'- 8.7" Allowed = 0.089" T f MAX BC PANEL LL DEFL = 0,006" @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.019" @ 3'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.000" @ 1'- 1.3" MAX HORIZ, TL DEFL = 0.000" @ 1'- 1.3" NOTE:Design assumes moisture content does not exceed 1996 at time of manufacture. Design conforms to main windforce-resisting. system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, 12 load duration � �factoroltl6Cat,2, Exp.B, MWFRS(Dir), Truss designed for wind loads 10.00 '' o in the plane of the truss only, • 0 • ✓� T ✓ 0 o'L NE:B0 NE:304 -/ 1 M-3x4 y y y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4) 6-00 • JOB NAME : POLYGON PLAN 5-D NH CJ 1 Scale: 0.6954 '�� ,c131(\l ",:1? %• 51/ WARNINGS: GENERAL NOTES,unless otherwise noted: t '.. n 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual . - *92.0 PE Truss:" CJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .tip -- DES. BY: LJ 2'o.c.and at 10'o.c,respectively unless braced throughout their length by '„ +R '"" is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ' -40 DATE• 9/5/2014 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 � 40 SEQ. : 6051317 fasteners are complete and at no time should any loads greater than S.Onsign assumes trusses are to be used in a non-corrosive environment, L�� D' A. design loads be applied to any component. and are for"dry condition"aF use Z TRANS I D: 407 540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown,Shim or wedge if 'A; 1 > �,P fabrication,handling,shipment and installation of components. necessary. 'y/ �R t 7.Design assumes adequate drainage is provided. L. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in BC51,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 -II 1118 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#1&BTR LOAD DURATION INCREASE = 1.15 1.2=1 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-60) 58 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) OVERHANGS: 12.0" 0.0" • TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 303V -27/ 91H 5.50" 0.49 KDDF ( 625) 2'- 3.6' -124/ 112V 0/ OH 1.50" 0.18 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 50V 0/ OH 5.50" 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET,REQUIREMENTS 2: Design checked for-net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 2-04-06 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T ' MAX TC PANEL LL DEFL = -0,004" @ 1'- 5.5' Allowed = 0.165" MAX TC PANEL TL DEFL = -0.007" @ 1'- 3.6" Allowed 0.247" • 12 MAX BC PANEL LL DEFL = 0.008" @ 2'- 8.6" Allowed 0.254" MAX BC PANEL TL DEFL = -0.023" @ 3'- 3.8" Allowed 0.339" 10.00 V MAX HORIZ. LL DEFL = 0,000" @ 2'- 3.6 MAX HORIZ. TL DEFL = 0.000" @ 2'- 3,6 - NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. r 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, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, • o Truss designed for wind loads N in the plane of the truss only. • ,-h o 0 c) ►►�� ►�4 -/ M-3x4 J, y y 1-00 1PROVIDE FULL BEARING;Jts:2,3,4) 6-00 o • 0 P R()p JOB NAME : POLYGON PLAN 5-D NH - CJ2 cj- tNEI6,fi`s/ Scale: 0,6704 � I (,�' WARNINGS: GENERAL NOTES,unless otherwise noted: 'CC." /irr� 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 9G5OP Truss: CJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper - - 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. , 3.Additional temporary bracing to insure stability during construct on 2.Design assumes the top and bottom chords to be laterally braced at e DES. B`': LJ 2'o.c,and at 10'o.c.respectively unless braced throughout their length by r s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). t ,y DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ r OREGON �```L' 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. "� lid SEQ. :: 6051318 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, Gf ,q a\ ,. A, design loads be applied to any component. and are for"dry condition"of use. f 1 4 TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.and assumes full bearing at all supports shown.Shim or wedge If necessary. R 1:111-\- . 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 1111 II II111-I Hil 1110111 1 ill TPIMlTCA in BCSI,copies of which will be furnished upon request. git cindicae with Joint tecenter lines. 9.Digits indicate size of plate in Inches. 0 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 • N1101111 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) 72 2-5=(-49) 63 3.5=) 0) 76 BC: 2x4 KDDF #1&BTR SPACED 24.0" D.C. 2-3=(-118) 14 5-6=(-30) 95 3.6=(-99) 31 WEBS: 2x4 KDDF STAND; 3-4=( -17) 31 2x4 DF STAND A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TO LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12°OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -44/ 292V -27/ 91H 5.50" 0.47 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 2'- 3.6° -125/ 77V 0/ OH 1.50" 0.12 KDDF ( 625) 6'- 0.0" 0/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,) M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 2-04-06 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed =' 0.100" MAX TL CREEP DEFL = -0.003° @ -1'- 0.0" Allowed = 0.133" T ' MAX LL DEFL = -0.001" @ 2'- 5.5" Allowed = 0.159" 12 MAX TC PANEL LL DEFL = 0.003" @ 01- 11.5" Allowed = 0.081° MAX BC PANEL TL DEFL = -0.003" @ 1'- 9.5" Allowed 0.116" 10.00 V MAX BC PANEL TL DEFL = -0.006° @ 3'- 9.0" Allowed = 0.140" MAX HORIZ. LL DEFL = 0.001" @ 5'- 3.3" MAX HORIZ. TL DEFL = 0.001" @ 5'- 3.3" M-3x40 assumes moisture content does not exceed 19% at time of manufacture. ') r Design conforms to main windforce-resisting o system and components and cladding criteria, ftWlr Wind: 140 mph, h=20.2ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), M-3x5 load duration factor=1.6, � Truss designed for wind loads ch ,01110 �� 6 110M1-111in the plane of the truss only. -.PIPgm!! M-1.5x3 � �� M-5x6 **2X WEDGE W/(2) M-2.5X4 TYP. a 2,75 12 )' ), ). 2-05-08 2-09-13 0-08-11 1-00 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING;Jts:2,4,6I o G0,0 P R apes JOB NAME : POLYGON PLAN 5-D NH - CJ2C �N 6i Scale: 0.5669 �` d WARNINGS: GENERAL NOTES,unless otherwise noted: /� 4. -• n 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 -92QQ PE c' Truss: CJ 2C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 2.Design assumes the top and bottom chords to be laterally braced at fir 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length b WNW' DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of p y g ( y •"' M continuous sheathing such as plywood sheathing(TC)and/or drywall BC). • C the overall structure is the responsibility of the buildingdesigner. 3.2x Impact bridging or lateral bracingrequired where shown++ 41 ��" DATE: 9/5/2014 p ty g p g g q OREGON C/� 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. ''fr � mac,/ S EQ. : 6051319 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..q I QN design loads be applied to any component. and are for"dry condition"of use. d, t. 1 y 2. �-�- TRANS I D: 407540 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 fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. • ��R R 1:k 11/4'i . A- 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center mot 111 II SDI^I m 1110_ II 1mi �II I I �I/WTCA In BCSI,copies of which will be furnished upon request. it coincide with Joint tecenter lines. 9.Digits Indicate size of plate In inches. pp MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111 I 111111 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) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-82) 76 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 BAG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10,0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS:. 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -29/ 335V -40/ 122H 5.50" 0.54 KDDF ( 625) 3'- 6.1" -127/ 128V 0/ OH 1.50" 0.21 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 55V 0/ OH 5.50" 0.09 KD'CF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND, 2: Design checked for net(-5 psf) uplift at 24 "oc•spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD, TOP MAX LL DEFL = -0.002° @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed= 0.099" 3-06-13 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.132" T - MAX TC PANEL LL DEFL = 0.017° @ 1'- 11.8" Allowed = 0.270" MAX BC PANEL TL DEFL = -0.032° @ 3'- 1.4" Allowed = 0.339" • 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 6.1" 10.00 1/// ---/ MAX HORIZ. TL DEFL = 0.000" @ 3'- 6.1" NOTE:Design assumes moisture content does 10 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, m (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), C load duration factor=1.6, v Truss designed for wind loads in the plane of the truss only. co (,) r/- o CD/ ►�� ►��4 . M-3x4 1, y y 1-00 (PROVIDE FULL BEARING:Jts:2,3,4( 6-00 o r it P R QAC•e JOB NAME : POLYGON PLAN 5-D NH - CJ3 Scale: 0.5917 ,� G'NE' 6,/� WARNINGS: GENERAL NOTES,unless otherwise notedIP : ` 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual =92 0 OPE Trus .: CJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2.4 compression web bracing must be installed where shown+. incorporation of component is the responsibility 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.: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by " s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). CC DATE ,0/6/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ `Z 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON,,, �/i SEQ. :: -6051320 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �� sr'.q, �� . design loads be applied to any component. and are for"dry condition"of use. / 1 14 �'. TRANSI D: 407 540 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 fabrication,handling,shipment and Installation of components. necessary. 1 7.Design assumes adequate drainage is provided. • �M R i�„L II 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 I11 [1I II DIt II 111111 I II II 11 TPI/WTCA in BCSI,copies of which will be furnished upon request. it coincide with joint ate in Inches.9. Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MITek) EXPIRES:12/31/2015 III 11111111 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) 72 2-6=(-52) 89 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-171) 21 5.7=(-69) 114 5-3=( 0) 51 WEBS: 2x4 KDDF STAND 3-4=( -24) 34 3-7=(-127) 76 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -41/ 343V -40/ 122H 5.50" 0.55 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 6.1° -100/ 69V 0/ OH 1.50" 0.11 KDDF ( 625) Connector plate prefix designators: 6'- 0.0" 0/ 92V 0/ OH 5.50" 0.15 KDDF ( 625) C,CN,C16,CN18 (or no,prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS',M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. )GOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100° MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TL CREEP DEFL = -0.005° @ 2'- 3.8" Allowed = 0.199' MAX LL DEFL = 0.000° @ 0'- 0.0" Allowed = 0.099" MAX TC PANEL LL DEFL = 0.005" @ 1'- 1.1° Allowed = 0.159" MAX BC PANEL TL DEFL = -0.009° @ 3'- 7.4" Allowed = 0.186" 3-06-13 MAX HORIZ. LL DEFL = -0.004" @ 5'- 7.5" T f MAX HORIZ. TL DEFL = 0.005" @ 5'- 7.5" 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 10,00 ►i -/ Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6 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 hi in the plane of the truss only. N .' llIllIllklli.... rrn ` AM �_ v mo CD M-1.5x3 /- CD 6 0 M-3x4 M-3x4 M-3x4 1' y J, 2-03-12 3-08-04 1-00 2-05-08 6-00 3-06-08 )PROVIDE FULL BEARING;Jts:2,4,71 ,ic PR rip pe JOB NAME :. POLYGON PLAN 5-D NH - CJ 3C Scale: 0.4986 \;< 4 (NE s/0 • WARNINGS: GENERAL NOTES,unless otherwise noted: 1 r w 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual '- >920.0 P E • Truss: CJ 3 C and Warnings before construction commences. building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 1/ 2.2x4 compression web bracing must be installed where shown+, P P P tY 9 t 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /'9 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4/ it 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '� 1 SEQ. :', 6051321 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. 499 O design loads be applied to any component. and are for"dry condition"of use, ray, TRANS I D: 407540 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 7 fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. on, 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center III II Ili 1111 11 o 1 TPINVECA in BCSI,copies of which will be furnished upon request. s coincide with joint center fines. 9.Digits indicate size of plateteIn inches. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI R ES:1 L/31/20155 I_elll I I1�I 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) 72 2-4=(0). 0 BC: 2x4-KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-109) 95 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+0L( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0° 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -24/ 369V -53/ 153H 5.50" 0.59 KDDF ( 625) 4'- 8.4" -118/ 148V 0/ OH 1.50" 0.24 KDDF ( 625) Connector=`=plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6"- 0.0" 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.039" 4-09-03 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.052" ,1 ,� MAX TC PANEL LL DEFL = 0.054" @ 2'- 8.9" Allowed = 0.374" MAX TC PANEL TL DEFL = -0.052" @ 2'- 7.0" Allowed = 0.561" 3 -/ 12 MAX HORIZ. LL DEFL = -0.001" @ 4'- 8.4" MAX HORIZ, TL DEFL = -0.001" @ 4'- 8.4" 10.00 V 0 NOTE:Design assumes moisture content does not exceed 1996 at time of manufacture. • Design conforms to main windforce-resisting • system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TOOL=4,2,BCOL=6.0, ASCE 7-10, r-- (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Q load duration factor=1.6, Truss designed for wind loads a in the plane of the truss only. -4- co co r/ o� ►�� ►��4 -! . M-3x4 1, 1, /- 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,3,4I .,0 P R C1 .. - \;�e s� JOB NAME : POLYGON PLAN 5-D NH CJ4 Scale: 0.5377 INS i0. 444 71511 -7 WARNINGS: GENERAL NOTES,unless otherwise noted4 . �� 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: CJ4 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 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 ,rR`a � p° p g continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .r DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ! t t 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. OREGON St/ SEQ. :.:6051322 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/ � 11X A. design loads be lied to an component. and are for"dry condition''g use. 3'' 2-( _‘)..± g Pp yfi.Design assumes Tull bearing at all supports shown.Shim or wedge If '-" > TRANS I D: 407 540 5.CompuTrus has no control over and assumes no responsibility for the necessary, /1C j` VP fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. L RIO - 9. 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 In D111 __I�I�II�I II- II coI 1111.1 TPI/WTCA in BCSI,copies of which will be furnished upon request. lings coidciae with joint aentnr liche.19.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(11_)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES.12/31/2015 Ii- 0111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0,0" IBC 2012 MAX MEMBER FORCES 4WRIDDF/Cq=1,00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=( -93) 129 6-5=( 0) 18 BC: 2x4 KDDF#1&BTRSPACED 24.0" O.C. 2-3=(-214) 36 5-7=(-122) 165 5-3=( 0) 51 WEBS: 2x4 KDDF,STAND 3-4=( -59) 46 3-7=(-184) 135 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 ERG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12,0" 0.0" 0'- 0.0" -30/ 375V -53/ 153H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 8.5" -85/ 87V 0/ OH 1.50" 0.14 KDDF ( 625) Connectorplate prefix designators: 6'- 0.0" -1/ 115V 0/ OH 5.50" 0.18 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND, 2; Design checked for net(-5 psf) uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.005° @ 2'- 3.8" Allowed = 0.209" MAX TL CREEP DEFL = -0.007" @ 2'- 3.8" Allowed = 0.279" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.039" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.051" 4-09-04 T MAX HORIZ, LL DEFL = -0.007" @ 5'- 7.5" MAX HORIZ. TL DEFL = 0.007" @ 5'- 7.5" 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 10.00 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, M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ,-- Truss designed for wind loads 4in the plane of the truss only. h. (.., AINI so. ... CD m M-3x4 o M-1.5x3 ,/- ►� 6 0 0 M-3x4 M-3x4 y y y 2-03-12 3-08-04 ), y y , 1-00 2-05-08 6-00 3-06-08 !PROVIDE FULL BEARING;Jts;2,4,7I ,o.P R OF6-x, JOB NAME : POLYGON PLAN 5-D NH - CJ 4C 5�' GINS "'S Scale: 0,4610 -\ •,, , '1511 . WARNINGS: GENERAL NOTES,unless otherwise noted: w�� 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 Truss CJ 4C 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. ;,,ice 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. 8Y: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c.respectively unless braced throughout their length bye �'1 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON- D SE /1 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 14/ SEQ 6051323 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 qY U 14 a\ A design loads be applied to any component. and are for"dry condition"of use. n, -.. TRANS I D: 407540 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 fabrication,handling,shipment and Installation of components. necessary. 7. Design assumes adequate drainage Is Prodded. ��Fi.R i t..t- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1.1�I I 1 1.111 11_11111 11111111 TPINVTCA in BCS!,copies of which will be furnished upon request. it coincide with Joint centerteInnche. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software+7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 I�DIII IIII�_I Y 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) 72 2-4=(0).0 BC: 2x4`.KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-137) 115 TC LATERAL"'�'SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS:• 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 402V -66/ 184H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.6" -107/ 168V 0/ OH 1,50" 0.27 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 psf) uplift at 24 "oc spacing,I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5-11-10 MAX TC PANEL LL DEFL = 0.160" @ 3'- 7.2" Allowed = 0.478" MAX TC PANEL TL DEFL = 0.144" @ 3' 4.8" Allowed = 0.718" -/ MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" r NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.00 17 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, Truss designed for wind loads co in the plane of the truss only. 0 v Q Li-) • (v) .. T •v o ► 4�� M-3x4 1-00 6-00 [PROVIDE FULL BEARING:Jts:2,4,3I ,0 P R 04 JOB NAME : POLYGON PLAN 5-D NH - CJ5 Scale: 0,4821 ,5. "N ss, .cv5//r cil- WARNINGS: GENERAL NOTES,unless otherwise noted: Q. • �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 92 S 0 P E Truss: CJ5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2.4 compression web bracing must be installed where shown+. incorporation of component is the responsibility 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 at410,19 DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c.respectively unless braced throughout their length by ,,t`� P ty p 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ." nig OREGON �., DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ QREI W I i /�� 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor, p tx "N SEQ. : 6051324 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� '41,� a\ A.. design loads be applied to any component. and are for"dry condition"of use. d: �'1.4 -ti,- necessary. S I D: 407540 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. :�- F� 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 11111 II II�111111 I�� II I I�I�I I��I TPINVECA in BCSI,copies of which will be furnished upon request. lines coincideiiwith joint ate inrnche. 111111 9. Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) .EXPIRES:12/31/2015 IDD I 111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DCFCq=1.00 TC: 2x4,KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(-150) 175 6-5=( 0) 18 BC: 2x4 KDDF f11&BTR SPACED 24.0" O.C. 2-3=(-257) 55 5-7=(-195) 224 5-3=( .. 0) 51 WEBS: 2x44DDF STAND 3-4=( -87) 66 3-7=(-2249) 216 LOADING TC LATERAL SUPPORT <= 12"0C. UDN. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERALSUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS:-:. 12.0° 0.0" 0'- 0.0" -34/ 398V -66/ 185H 5.50" 0.64 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 7.5" -21/ 142V 0/ OH 5.50" 0,23 KDDF ( 625) Connector plate prefix designators: 5'- 11.6" -69/ 108V 0/ OH 1.50" 0.17 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.008" @ 2'- 3.8° Allowed = 0.254" • MAX TL CREEP DEFL = -0,009" @ 2'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.010" @ 5'- 7.5" 5-11-10 MAX HORIZ. TL DEFL = 0.010" @ 5'- 7.5" T f NOTE:Design assumes moisture content does ---/ not exceed 19% at time of manufacture. 11 Design conforms to main windforce-resisting 12 Iw system and components and cladding criteria. 10,00 V Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-4x6 4 f,, ,, s.r co _...,, . 70E24 o� RM-3x4 o M-1.5x3 0 6 0 M-3x4 M-3x4 1, y /' 2-03-12 3-08-04 J, y )- "' 1-00 2-05-08 6-00 3-06-08 ..-'. (PROVIDE FULL BEARING;Jts:2,7,4I • � • • a 0PROPE' JOB NAME : POLYGON PLAN 5-D NH CJ 5C Scale: 0.4046 ��, !N ° IP ?r, s/l WARNINGS: GENERAL NOTES,unless otherwise noted: n • �+ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual ' 92.0 P E, 1r Truss: CJ 5C and Warnings before construction commences. building component.Applicability of design parameters and proper • 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. ' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at fir. DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r ft . is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ' - DATE: .:9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ CC A �� G�� //� ' /� 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. '�t,/ SEW" :: 6051325 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 4+ 4, )' ©°D` �. design loads be applied to any component. and are for"dry condition"of use. /} 2 �^-t.-� TRANS I D: 407540 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., fabrication,handling,shipment and Installation of components. necessary. rt}�/� 7.Design assumes adequate drainage is provided. "�P R t L„� 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center _ 1111111110 11111 I I_HD _I_I I�I TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. II 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:12131/2015 IDDIII 11111This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204,KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4`HKDDF #1&BTR SPACED 24.0" O.C. 2-3=(-217) 192 3-4=(.115) 66 TC LATERAL.SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 377V -79/ 216H 5,50" 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -242/ 398V 0/ OH 1.50" 0.51 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 2.0" -108/ 58V 0/ OH 1.50" 0.09 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 'GOND. 2: Design checked for net(-5 psi) 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 = -0,002" @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" II MAX TC PANEL LL DEFL = 0,074" @ 2'- 9.2" Allowed = 0,481" MAX TC PANEL TL DEFL = -0.073" @ 2'- 11.9' Allowed = 0.722" fi MAX HORIZ. LL DEFL = -0.003' @ 5'- 11.2" 12 MAX HORIZ. TL DEFL = -0,003" @ 5'- 11.2" 10.00 V 6 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, co (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, o Truss designed for wind loads in the plane of the truss only. co • • • o� ►-� 5 • 'to M-3x4 1-00 6-00 1-02 (PROVIDE FULL BEARING;Jts:2,5,3,4I JOB NAME : POLYGON PLAN 5-D NH e CJ6 �� + �s` `s/. Scale: 0.4578 �\ �r � 1 e� d WARNINGS: GENERAL NOTES,unless otherwise noted: t • /M 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual -92,0P E Truss: CJ 6 and Warnings before construction commences. building component.Applicability of design parameters and proper ✓r - 2.2x4 compression web bradng must be installed where shown+. Incorporation of component is the responsibility of the building designer. • 3.Additional temporary bracing tc insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r po b P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). n r DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 'OREGON to 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. '$7 SEQ. : 6051326 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 2Q\p A* design loads be applied to any component. and are for'dry condition"of use. TRANS I D: 407540 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. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. '`-.+-i R `" 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicateinsize cto ain inches, MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111111111 111[101This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.1" IBC 2012 MAX MEMBER FORCES 4WR/DDF,'Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.7=(-114) 160 7-6=( 0) 18 BC: 2x4',KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-236) 46 6-8=(-149) 206 6-3=( 0) 51 WEBS: 2x4'UN STAND 3-4=(-165) 126 3-8=(-229) 165 LOADING 4-5=( -62) 26 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS:. 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -29/ 387V -80/ 217H 5.50" 0.62 KDDF ( 625) Connector'plate prefix designators: 5'- 7.5" -16/ 131V 0/ OH 5.50" 0.21 KDDF ( 625) C,CN,C18,018 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -147/ 230V 0/ OH 1.50" 0.29 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 2.1' -18/ 11V 0/ OH 1.50" 0.02 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF 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 = -0.002' @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.006" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.008" @ 2'- 3.8" Allowed = 0.339" 7-02-01 MAX HORIZ. LL DEFL = -0.008" @ 5'- 7.5" T f MAX HORIZ. TL DEFL = 0.009' @ 5'- 7.5" -/ NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 0 Design conforms to main windforce-resisting system and components and cladding criteria. 0 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, Truss designed for wind loads in the plane of the truss only. 12 "' 10.00 VM-4x6 1 co M-3x4 ' ,I Y pun0mN M-3 x 4 8%. - o • N 7 M-1.5x3 o o M-3x4 • ), y y 2-03-12 3-08-04 y k y y • 1-00 y 2-05-08 4-08-09 y y 6-00 1-02-01 'PROVIDE FULL BEARING:Jts:2,8,4,5} JOB NAME : POLYGON PLAN 5-D NH CJ6C Scale: 0.3413 \� �C (� t5�� • WARNINGS: GENERAL NOTES,unless otherwise noted: ' ' t" `�C 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual T,72 6 OP EL Truss: CJ 6C and Warnings before construction commences. building component.Applicability of design parameters and proper . 2.2.4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. "r 2. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). CC DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ '4 OREGON `a 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. ✓ OREGON 4..? SEQ. : 60513 27 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4/ 'if �'b` A.. design loads be applied to any component. and are for"dry condition"of use. / 2 .i- TRANSI D: 407540 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 7 Q, necessary. &.F?R 1 I..L fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center 1111___I II DDIII [Hot loom ID-I I DI TPI/WTCA in BCSI,copies of which will furnished upon request. it coincideidiwith joint tecenter lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software+7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 II 1 11 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 4.4" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-266) 237 3-4=( -90) 38 TC LATERAL SUPPORT <= 12"0C, UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+0L( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) 0'- 0.0" -24/ 378V -93/ 249H 5.50" 0.61 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 69V 0/ OH 5.50' 0.11 KDDF ( 625) C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -226/ 355V 0/ OH 1.50" 0.45 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 4.4° -14/ 22V 0/ OH 1.50" 0.03 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD, TOP ICOND. 2: Design checked for net(-5 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 = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.118" @ 2'- 11.7" Allowed = 0.481" MAX TC PANEL TL DEFL = 0.104" @ 2'- 11.7" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.003" @ 8'- 3.7" MAX HORIZ. TL DEFL = -0.003" @ 8'- 3.7" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1,6, Truss designed for wind loads o in the plane of the truss only. c*ov'' /71 5►�03x4 J., y y )- 1-00 6-00 2-04-07 (PROVIDE FULL BEARING(Jts:2,5,3,4) ,c0 P R dpi. JOB NAME : POLYGON PLAN 5-D NH e CJ7 Scale: 0.4129 . �Co G'N ' /i5) WARNINGS: GENERAL NOTES,unless otherwise noted: 4 . (� -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 92 i" P. Truss: CJ I 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. - 2.Design assumes the top and bottom chords to be laterally braced at - 416.11111P' DES. BY: L J 3.Additional temporary bracing to insure stability during construction 2'o.c,and at 10'o.c.respectively unless braced throughout their length by r Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). �'" It DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON /�" 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -'7 4q/ SEQ. : 605132S 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 ��` •ik. T rr�� design loads be applied to any component. and are for dry condition"of use. r 1 4 2- "- TRAN S I U: 407540 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 - fabrication,handling,shipment and installation of components. necessary. 41' ''R R t 7.Design assumes adequate drainage is provided. RIO - 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11 II Ill 1 IIID IID I 1.11111 TPIIWTCA in BCSI,copies of which will be furnished upon request. git coindde with joint tecenter lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 • IDDIII IIIIDDI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 4.4" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-7=(-115) 164 7-6=( 0) 18 BC: 2x4..KDDF #1&BTA SPACED 24.0" 0.C. 2-3=(-235) 82 6-8=(-149) 211 6-3=( 0) 51 WEBS: 2x4 KDDF STAND 3-4=(-216) 173 3-8=(-234) 166 LOADING 4-5=( -68) 31 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -29/ 386V -93/ 249H 5.50" 0.62 KDDF ( 625) Connector plate prefix designators: 5'- 7.5" -19/ 131V 0/ OH 5.50" 0.21 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -158/ 243V 0/ OH 1.50" 0.31 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 8'- 4.4" -34/ 53V 0/ OH 1.50" 0.08 KDDF ( 625) ' BOTTOM CHORD CHECKED FOR 10PSF 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 = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0° Allowed = 0.133" MAX LL DEFL = 0.006" @ 2'- 3.8° Allowed = 0.254" MAX TL CREEP DEFL = -0.008" @ 2'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.008" @ 5'- 7.5" 8-04-07 MAX HORIZ. TL DEFL = 0.009° @ 5'- 7.5" NOTE:Design assumes moisture content does not exceed 19� at time of manufacture. • �� Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 10.00 I load duration factor=l.6, ;l Truss designed for wind loads in the plane of the truss only. ,- co M-4x6 Ao' 9B - - �` M-3x4 7M-3x' o M-1.5x3 M-3x4 ) y ), 2-03-12 3-08-04 y y i J, 1-00y 2-05-08 5-10 1� y • 6-00 2-04-07 (PROVIDE FULL BEARING:Jts:2,8,4,51 cp PROF. JOB NAME : POLYGON PLAN 5-D NH - CJ 7C Scale: D.3027 Sn' fN ' fi,�' WARNINGS: GENERAL NOTES,unless otherwise noted1.. /" �+ 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. 92�OP E r Truss: CJ 7C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+. incorporation of component is the responsibility of the building designer. 411111PPler ' ' 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during constructions DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r " is the responsibility of the erector.Additional permanent bracing of - continuous sheathing such as plywood sheathing(TC)and/or drywall(8C). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �� U� 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. ' �} v �(j SEQ. : 6051329 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, h• \ A. TRANS I D: 407540 design loads be applied to any component. and are for"dry condition"of use. 7 �a 6.Design assumes full bearing at all supports shown.Shim or wedge if 1. 5.CompuTrus has no control over and assumes no responsibility for the andnecessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. l:/ A I t, 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center N111111100 Ell 11110 IIT II IDfiITPINVECA In SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. In 9.Digits Indicate size of platete inches. inches. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111/III ,I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3=(-319) 286 3-4=(-102) 45 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10,0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) 0'- 0.0" -23/ 376V -107/ 284H 5.50" 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50° 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -250/ 379V 0/ OH 1.50" 0.48 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 6.9" -53/ 77V 0/ OH 1,50" 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing./ AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0,100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0,133° MAX TC PANEL LL DEFL = 0,067" @ 3'- 4.9" Allowed = 0.481° • 0 MAX TC PANEL TL DEFL = -0.075" @ 3'- 2.4" Allowed =' 0.722" MAX HDRIZ, LL DEFL = -0.004" @ 9'- 6.1" MAX HDRIZ, TL DEFL = -0.004" @ 9'- 6.1' NOTE:Design assumes moisture content does not exceed 19°e at time of manufacture. 12 Design conforms to main windforce-resisting; 10.00 7 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), 0 load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. • 0 • 00 • • • M • rA 5. M-3x4 Jr ), ,1 y 1-00 6-00 3-06-14 'PROVIDE FULL BEARING;Jts:2,5,3,4I � '_D PRO, JOB NAME : POLYGON PLAN 5-D NH CJ8 Scale: 0.3715 � 's 17 WARNINGS: GENERAL NOTES,unless otherwise noted: �n141 11 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 4 . 920.DPE Truss: CJ 8 and Warnings before construction commences. building component.Applicability of design parameters and proper /1 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. �. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �! 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. B, . LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ' . .. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON j�� //�� 6051330 �t i n r� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 J' SEQ. : 505 !33 0 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4- 4,q ONt'` 'A- TRANSdesign loads be applied to any component. and are for"dry condition'g use. 3'. 1 4 2 `,- 6. Design assumes full bearing at all supports shown,Shim or wedge if �", 1 D: 407540 5.CompuTrus has no control over and assumes no responsibility for the necessary. �y fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. r 1 �� 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II�OIIII lh ,I_II.I IIO�_III00 III�_II DI TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint ainrnche. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 rq III Hi This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(0) 0 BC: -2x4 KDDF #1&BTR SPACED 24,0" O.C, 2-3=(-374) 304 3.4=(-142) 57 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -56) 0 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 9.2" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BOG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -22/ 376V -117/ 331H 5.50" 0,60 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 68V 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" -258/ 391V 0/ OH 1.50" 0.50 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10'- 0.0" -129/ 191V 0/ OH 1.50" 0.24 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1COND, 2: Design checked for net(-5 psf) uplift at 24 "oc apacingi 5 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 -/ MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.001" @ 10'- 9.2" Allowed = 0.077" MAX TL CREEP DEFL = -0.001" @ 10'- 9.2" Allowed = 0.103" MAX TO PANEL LL DEFL = 0.064" @ 3'- 4.9" Allowed = 0.481" t; MAX TC PANEL TL DEFL = -0,072" @ 3'- 2.4" Allowed 0.722° MAX HORIZ. LL DEFL = -0.006" @ 9'- 11.2" MAX HORIZ, TL DEFL = -0.006" @ 9'- 11.2" 12 NOTE:Design assumes moisture content does • not exceed 19Y at time of manufacture. 10.00 V Design conforms to main windforce-resisting system and components and cladding criteria. co Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, �� o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), v load duration factor=1,6, i Truss designed for wind loads co in the plane of the truss only. PriMIIMIMIIMI W=1.16 � M-3x4 1-00 6-00 4-09-04 1PROVIDE FULL BEARING;Jts:2,6,3,4( • ,i,,c Q P R preyS JOB NAME : POLYGON PLAN 5-D NH - CJ9 Scale: 0.3424 •\� IN/- WARNINGS: GENERAL NOTES,unless otherwise noted: : :f /�/ �° -7 �+ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual ' .' w 92 O 11P E r" Truss: CJ 9 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: L.1 2'o.c.and at 10'o.c.respectively unless braced throughout their length by `, is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / r DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ,'t C 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "p ,REGt/N to SEQ. : 6051331 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-* -h N A, TRANS I D: 407540 design loads be applied to any component. and are for"dry condition'of use. O. k 2p 4, 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 fabrication,handling,shipment and installation of components. ne �t� `y t 7.Design assumes adequate drainage is provided. C 1 A- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIII I =II�II�III I III�II III�I I�I I_�I TPIMITCA in BCSI,copies of which will be furnished upon request. it coincide with Joint ate in che. 9.Digits indicate size of plate in inches. r MITekUSA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 [III 1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3=(-411) 381 3-4=(-192) 140 TC LATERAL SUPPORT <= 12"OC, UON. LOADING 4-5=( -55) 29 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BIG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 376V -134/ 356H 5.50" 0.60 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 68V 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" -261/ 380V 0/ OH 1.50" 0.49 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -137/ 194V 0/ OH 1.50" 0.25 KDDF ( 625) 11'- 11,7" -30/ 49V 0/ OH 1.50" 0.08 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 0 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed 0.133" MAX TC PANEL LL DEFL = 0.067" @ 3'- 4.9" Allowed =. 0.481" MAX TC PANEL TL DEFL = -0.075" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.007' @ 11'- 10.9` MAX HORIZ. TL DEFL = -0.007' @ 11'- 10.9 NOTE:Design assumes moisture content does 12 not exceed 19N at time of manufacture. 10.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, rn (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ,' Truss designed for wind loads :t o in the plane of the truss only. T • c L J CD M-3x4 k ), y y 1-00 6-00 5-11-11 'PROVIDE FULL BEARING;Jts:2,6,3,4,51 1 0 PRpr JOB NAME : POLYGON PLAN 5-D NH CJ10 .�(,�N si Scale: 0.3221 \� ; //. d WARNINGS: GENERAL NOTES,unless otherwise noted: * p 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 -90,0 f E Truss: l'"J 1 0 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2.4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: L i 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 41 is the responsibility of the erector.Additional permanent bracing of , � ` , continuous sheathing such as plywood sheathing(TC)and/or drywall�BC). the overall structure is the responsibility of the buildingdesigner. I', DATE 9/5/2014 P tY 9 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "7 4t,/ SEQ. " •-6051332 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, e/ �9,A Q\ IC. design loads be applied to any component. and are for"dry condition"of use. }' 4 " - TRAM S I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.and assumes full bearing at all supports shown.Shim or wedge if " necessary. R ti 4.`-' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the[irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III II �H I II II��I I 11011111 TPI/WTCA In SCSI,copies of which will be furnished upon request. git coincide with joint tecenter lines. Illlll 9.Digits indicate size of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1985(MiTek) EXPIRES:12/31/2015 2/31/201 5J, 1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 1.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-454) 427 3-4=(-246) 188 • TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -77) 55 BC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 377V -148/ 392H 5.50" 0.60 KDDF ( 625) C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 68V 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" -262/ 373V 0/ OH 1.50" 0.48 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -169/ 239V 0/ OH 1.50" 0.31 KDDF ( 625) 13'- 1,6" -60/ 90V 0/ OH 1.50" 0.14 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) -' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 • MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed 0.100" %I MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TO PANEL LL DEFL = 0.068" @ 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.077" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.008" @ 13'- 0.9" MAX HORIZ. TL DEFL = -0.008" @ 13'- 0.9" NOTE:Design assumes moisture content does rr not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting. system and components and cladding criteria. 10.00 V Wind: 140 mph, h=24,7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, • (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), O load duration factor=l.6, Truss designed for wind loads O in the plane of the truss only. 0) T • • M it _,AJMEM1111==.111111M CD 1 M-3x4 1, 1 L I. , 1-00 6-00 7-01-10 (PROVIDE FULL BEARING;Jts:2,6,3,4_,5f JOB NAME : POLYGON PLAN 5-D NH CJ 11 ss 5 gni Scale: 0.2976 �� '715/if�Q �� 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 92$0 P E Truss: CJ 1 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. 411, " 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ j��,� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '7 OREGON. D, ^V' SEQ. 6051333 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, �/ vAil,. q\ A. design loads be applied to any component. and are for"dry condition"of use, d. 1 4 2- `t- 6 Design assumes full bearing at aII supports shown.Shim or wedge If TRANS I D: 407540 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. 'SF?R tt' 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 Di DI II�U Ill 1111111 lio II Dill TPI/WTCA In BCSI,copies of which will be furnished upon request. it coincide with joint tecenter lines. III III 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/201'5 III 111 'II This design prepared from computer input by PACIFIC LUMBER-BC • • LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR • LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-336) 304 3-4=(-109) 56 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 375V -111/ 296H 5,50" 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,;CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -261/ 392V 0/ OH 1.50" 0.50 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.8" -64/ 93V 0/ OH 1.50" 0,15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing./ AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/18O MAX LL DEFL = -0,002" @ -1'- 0.0" Allowed 0.100" MAX TL CREEP DEFL = -0.003" @ -1'. 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.064" @ 3'- 4.9" Allowed = 0.481" 0 MAX TC PANEL TL DEFL = -0.072" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.005" @ 9'- 11.0" MAX HORIZ. TL DEFL = -0.005" @ 9'- 11.0" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 10.00 V system and components and cladding criteria. Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 C load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. co0 0o op v"-'-" 0 1 M-3x4 • y * * y • 1-00 6-00 3-11-12 (PROVIDE FULL BEARING:Jts:2,5,3,4I JOB AME o POLYGON PLAN 5-D NH CJ12 Scale: 0.3645 �� ,N WARNINGS: GENERAL NOTES,unless otherwise noted: .C. 15// - • I- 1.Builder and erection contractor should be advised of all General Notes 1,This design is based only upon the parameters shown and Is for an individual '' -92QQPE r"' Truss: C"J 1 2 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2.4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY.: LJ .is the responsibility of the erector.Additional permanent bracing of 2'o,c,and at 10'o.c.respectively unless braced throughout their length;y "', po h p g continuous sheathing such as plywood sheathing(TC)and/or drywall BC. .r ..-i t^� I'- DATE: 1:9/6/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON N 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 4J SEQ. : 6051334 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- . design loads be applied to any component. and are for"dry condition"of use. /6Xl Y y 4 2.°,,,,,i- TRANS- .4 - - TRAM S I D: 407540 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` fabrication,handling,shipment and Installation of components. necessary. r(!y1d '/Z R 1 i 7. Design assumes adequate drainage is provided. 4: L.- ri_ 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center moll I I �I 1 ittII 1 11 TPIMlTCA In BCSI,copies of which will be furnished upon request. it coincide with joint tecenter lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111 1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-249) 222 3.4=( -91) 37 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED MG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -88/ 238H 5.50" 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (Or no prefix) = ComptiTrus, Inc 5'- 11.2" -223/ 356V 0/ OH 1.50" 0.46 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.6" -14/ 3V 0/ OH 1.50" 0.01 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. • BOTTOM CHORD CHECKED FOR 1OPSF 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 = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.095" @ 2'- 11.8" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.077" @ 3'- 2.4" Allowed = 0.722" 1 MAX HORIZ. LL DEFL = -0.003" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.003" @ 7'- 10.9" 12 NOTE:Design assumes moisture content does 10.00 not exceed 19% at time of manufacture. `r Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), a load duration factor=l.6, o Truss designed for wind loads o in the plane of the truss only. . N- co• v c?/- ► 5mm --/ 0 M-3x4 1' /' y y 1-00 6-00 1-11-10 (PROVIDE FULL BEARING;Jts:2,5,3,41 0 A4E- PRO JOB NAME : POLYGON PLAN 5-D N H - CJ 13 Scale: 0.4253 .4\ 1N �>0 WARNINGS: GENERAL NOTES,unless otherwise noted: 44.! 715//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 -92QOP E r Truss: CJ 13 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. " 2.Design assumes the top and bottom chords to be laterally braced at DES. Y L J 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 44.1.1r.. '' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall/BC). ,, iii Cc DATE• . 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �`,"' nn 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. J' SEW. : '6051335 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4/ 4, 4\ iiA.. design loads be applied to any component. and are for"dry condition"of use. 1 4 Z. ... TRAMSI D. 407540 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�' necessary. N R I L fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the/irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincideiicwith joint tecenter che. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:1-2/31/2015 101 This design prepared from computer input by 1PACIFIC 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) 72 2-4=(0) 0 BC: 2x4'.1(DDF #1&BTR SPACED 24.0" 0.C. 2-3=(-137) 115 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 402V -66/ 184H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) Connector-plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.6" -107/ 168V 0/ OH 1.50" 0.27 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 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 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD, TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0,100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0,133" 5 11-10 MAX TC PANEL LL DEFL = 0.160" @ 3'- 7.2" Allowed = 0.478" MAX TC PANEL TL DEFL = -0,144" @ 3'- 4,8" Allowed = 0.718" MAX HORIZ, LL DEFL = -0.002" @ 5'- 10.9' MAX HORIZ, TL DEFL = -0,002" @ 5'. 10,9" r NOTE:Design assumes moisture content does 12 not exceed 1996 at time of manufacture. 10.00 V 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, Truss designed for wind loads co in the plane of the truss only. a a to oo r, ' aAI A11111111111=1111111111111.11111 . ,/- ► 4 m•i M-3x4 J., y y 1-00 6-00 • (PROVIDE FULL BEARING;Jts:2,4,31 • JOB NAME : POLYGON PLAN 5-D NH CJ 14 Scale: 0.4821 ti� . INS °c� 151! WARNINGS: GENERAL NOTES,unless otherwise noted: * `- ..s, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual =92.O P Truss: CJ 14 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2,64 compression web braang must be Installed where shown+. incorporation of component is the responsibility of the building designer. , 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length b �. DES. BY: LJ p h g ( y `r continuous sheathing such as plywood sheathing(TC)and/or drywall{BC). r t DATE: ,9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ QREGvN ��" 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. tet:/ SEQ. 6051336 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, �` �9,q� �� . design loads be applied to any component, and are for"dry condition"of use. /> 1 "� TRAMS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �" p_ > necessary. 4/7 .•ty A y x2 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. L +i - _ 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II DIII11_111 _III 111 II_111111 IIIIDI TPINYfCA in BCSI,copies of which vrill be furnished upon request. lines coidciae with Joint aentnr che. I` I 9. Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 1111 HI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WRJDDF/Cq=1.00 TC: 2x4 KDDF.#1&BTR • LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4;KDDF'#1&BTR SPACED 24.0" O.C. 2-3=(-133) 112 TC LATERAL SUPPORT<= 12"OC. UON, LOADING BC LATERAL SUPPORT <= 12"OC, UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'• 0.0" -32/ 398V -64/ 180H 5.50" 0.64 KDDF ( 625) 5'- 9.0" -108/ 165V 0/ OH 1.50" 0.26 KDDF ( 625) Connector.plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 75V 0/ OH 5.50" 0.12 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF 18C 2012 AND IRC 2012 NOT BEING MET. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc ;pacing,1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.141" @ 3'- 6.1" Allowed = 0.465" 5-09-12 MAX TC PANEL TL DEFL = -0.129" @ 3'- 3.8" Allowed = 0.697" MAX HORIZ. LL DEFL = -0,002" @ 5'• 9.0" MAX HORIZ, TL DEFL = -0,002" @ 5'- 9.0" 6 NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.00 V Design conforms to main windforce-resisting system and components and cladding criteria. • Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads is) in the plane of the truss only. cJ O LU C') '7/- -4- 11/ 111111111/- o/- ►� 4.11.-=ill M-3x4 ,1 1- )- 1-00 6-00 PROVIDE FULL BEARING;Jts:2,4,3I • ��pPRO . JOB 'AME : POLYGON PLAN 5-D NH - CJ15 5. IN Scale: 0,4840 9: WARNINGS: GENERAL NOTES,unless otherwise noted: Ct. * �: 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual - i S P Truss: CJ15 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2.4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. 2.Design assumes the top and bottom chords to be laterally braced at DES. �Y' LJ 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC) drywall(BC). -"" p y g(hro and/or drywall th . DATE: .9/5/2014 the overall structure is the responsibility of the building designer, 3.2x Impact bridging or lateral bracing required where shown++ -OREGON t /�, 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respec8ve contractor. 7 OREGON D� `V' SEQ. : 6051337 fasteners are complete and at no time should any Ioads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 1t-, 4/ N A, design loads be applied to any component. and are for"dry condition"of use. 4 J- 7 4 Zfl -k- TRAN S I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.and assumes full bearing at all supports shown.Shim or wedge If �+ fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. R`L 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 lo_ II o villi Nillolloo 111111 II loil 11 TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of platetein inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111 III HAI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4-KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4-._KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-89) 61 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 BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0° -27/ 345V -44/ 130H 5.50" 0.55 KDDF ( 625) 3'- 10.2' -125/ 134V 0/ OH 1.50" 0.21 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL . REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0,003° @ -1'- 0.0" Allowed = 0.133" 3-10-15 MAX LL DEFL = 0,000" @ 0'- 0.0" Allowed = 0,082" • ,, MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.109" MAX TC PANEL LL DEFL = 0.024" @ 2'- 1.8" Allowed = 0.300" MAX BC PANEL TL DEFL = -0.035" @ 3'- 1.4" Allowed = 0.339" 12 10,00 V MAX HORIZ, LL DEFL = -0.001' @ 3'- 10.2" MAX HORIZ. TL DEFL = -0.001° @ 3'- 10.2" wNOTE: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=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Lo T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads co in the plane of the truss only. CO v o 1., ►��4 -/ • M-3x4 J• J, y 1-00 1PROVIDE FULL BEARING;Jts:2,3,41 6-00 ,s • el0 PRO,E JOB NAME : POLYGON PLAN 5-D NH - CJ 16 Scale: 0.5878 <0 INE `/0 cl, 1511 ' .7, WARNINGS: GENERAL NOTES,unless otherwise noted: * p 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 4' t920,0PE c r Truss: CJ 16 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,,�t DES. BY: LJ 2'o.c.and at 10'o.c,respectively unless braced throughout their length by `� +4At s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ^"' ,•- ',- DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �Rrc'�y� 4C 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "p V lf SEQ. : 6051338 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.- ' Nt. A, TRANS I D: 407540 design loads be applied to any component. and are for"dry condition"of use. f/� / 4 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if V fabrication,handling,shipment and installation of components. necessary. /f 7.Design assumes adequate drainage Is provided. "�dq R t`,,. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IDDil _SII I ID DIM 1 III__II 111 SDITPI/WrCA In BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 • 001111111 This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SP_E.CIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4!'-K;DDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(O ,0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-137) 115 , • TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA . DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS:! 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 402V -66/ 184H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.6" -107/ 168V 0/ OH 1.50" 0.27 KDDF ( 625) C,CN,C18,,C,N18 (or no prefix) = CompuTrus, Inc M,M2OHS,M1DHS,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 spacinqj REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100° AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0,003" @ -1'- 0.0" Allowed = 0.133" 5-11-10 MAX IC PANEL LL DEFL = 0.160" @ 3'- 7.2" Allowed = 0.478" • MAX IC PANEL TL DEFL = -0.144" @ 3'- 4.8" Allowed = 0.718" • --/ MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002° @ 5'- 10.9" �' NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.00 7 Design conforms to main windforce-resisting . system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads co in the plane of the truss only. 0 ,t- o co r o� z, 4� . M-3x4 • i J., 1, y 1-00 6-00 ;'.--' 'PROVIDE FULL BEARING:Jts:2,4,3) JOB NAME : POLYGON PLAN 5-D NH CJ 17Scale: 0.4821 '�� lN� cc, WARNINGS: GENERAL NOTES,unless otherwise noted: • 'TruS1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual t'' 92 0 OPE \-- Truss: e: CJ 1 7 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2.4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. .,sem. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r Ar is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). � DATE: „:.9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON /��"" 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. `7�! 110 SEQ. : 6051339 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are tc be used in a non-corrosive environment, 6-• 1.. QN design loads be applied to any component. and are for"dry condition"of use. ). 4 n `i."^ TRANS I D: 40754 0 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 fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. RAIL 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 DI Ell_ �II�1111111111 I 111111101 TPI/WTCA in SCSI,copies of which will be furnished upon request. linesgcoincidedwith Joint center nche. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 31/20 11101111m This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 3.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-4=(0) 0 BC: 2x4,KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-69) 26 TC LATERAL SUPPORT <= 12°OC. UON. LOADING BC LATERAL SUPPORT <= 12°0C. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10,0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 20.0" 0.0" TOTAL LOAD = 42.0 PSF 01- 0.0" -132/ 478V -12/ 83H 5.50" 0.77 KDDF ( 625) 1'- 9.2° -86/ 45V 0/ OH 5.50" 0.07 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 3.8" -36/ 78V 0/ OH 1,50" 0.12 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M16HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 6.00(/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.019" @ -1'- 8.0" Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX TC PANEL LL DEFL = 0.004" @ 1'- 5.5' Allowed = 0.204" MAX TC PANEL TL DEFL = 0.004' @ 1'- 4,3" Allowed = 0.307" MAX HORIZ. LL DEFL = -0.000" @ 3'- 3.0" 3 -/ MAX HORIZ, TL DEFL = -0.000" @ 3'- 3.0" NOTE:Design assumes moisture content does I not exceed 19N at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(gir), c. o load duration factor=1.6, N Truss designed for wind loads in the plane of the truss only. v o CD/'' 2 4 >� >' M-3x4 1 • L. ,L 1 JI 1-08 2-00 1-03-12 (PROVIDE FULL BEARING;Jts:2,4,3I ROp- JOB NAME : POLYGON PLAN 5-D NH e CSJ1 Scale: 0.8191 .� G1` /� _ s4., \ 4.4 WARNINGS: GENERAL NOTES,unless otherwise noted: t .' ` 17 7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual Ji 0P E t'" Truss: CSJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2)(4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility 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: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by x d 4 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). rw !1' r CC DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ * OREGON, /``�" 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'V 4, / SEQ. : 6051341 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"1 0� A.. design loads be applied to any component. and are for"dry condition"of use. k 1 4 2 *- TRANSI D: 407540 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. R R it V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. i L 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11 101 fi_ 1 III I III 1 u II TPI VU rCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines, 9.Digits Indicate size of plate in Inches. n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXP I RES:12/31/2015 • [11111m This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 7.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF'Cq=1.00 TC: 2x4:i'.KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-4=(0) 0 BC: 2x4';UDF #1&BTR SPACED 24.0° 0.C. 2-3=(-117) 53 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 20.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -98/ 461V -25/ 134H 5.50" 0,74 KDDF ( 625) 1'- 9.2" -65/ 193V 0/ OH 5.50" 0,31 KDDF ( 625) Connector,plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 7.7" -75/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) C,CN,C18, .518 (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 psf) uplift at 24 "oc spacing I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.019" @ -1'- 8.0" Allowed = 0,167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0,222" MAX BC PANEL LL DEFL = 0.004" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.005" @ 1'- 0.1" Allowed = 0.072" • MAX HORIZ. LL DEFL = -0.001' @ 6'- 7.0" 12 3 -/ MAX HORIZ. TL DEFL = -0.001" @ 6'- 7.0" 6.00 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.9ft, 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. CO0 • cci CD 2►�I 4►�� -/ 1 M-3x4 • • • 1-08 2-00 4-07-12 • (PROVIDE FULL BEARING;Jts:2,4,31 • • JOB NAME : POLYGON PLAN 5-D NH - CSJ2 Scale: 0,584Q • \�� Gly �� WARNINGS: GENERAL NOTES,unless otherwise noted: j� • n r- 1;'. 17 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual =92.OPE . Truss: CSJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper incur oration of component Is the responsibility of the building designer. 2.2x4 compression web breang must be installed where shown+, P Po P ty 9 t 2.Design assumes the tap and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 1 DES. BY: LJ 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 ,eR'rr +� P h P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ..0 DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++mQREGON /`,�' 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. 'v' ^t/ SEQ. : 6051342 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, \ �. design loads be applied to any component. and are for"dry condition"of use. 2 TRANS I D: 407540 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 fabrication,handling,shipment and installation of components. necessary. p 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center DI I11-.1 I111 IIIIDISI TPINYfCA in BCS(,copies of which will be furnished upon request lins coidciae with joint aenter che. 9.Diggits Indicate size of plate in Innches. EXPIRES:[a ��77l!tt 01 t MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2 5 1111 milii This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.0O TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-10=(-1663) 4302 10- 3=( -341) 1053 7-15=(-233) 532 BC: 2x4'(DDF #1&BTR SPACED 24.0" 0.C. 2- 3=(-4933) 929 10-11=(-1542) 3951 3-11=( -803) 466 15- 8=(-245) 335 WEBS: 2x4 KDDF STAND; 3- 4=(-3524) 351 11-12=(-1082) 3153 11- 4=( 0) 366 2x4 OF STAND A LOADING 4- 5=(-2875) 233 12-13=( -838) 2581 4-12=( -703) 297 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2533) 289 13-14=( -435) 1782 12- 5=( -313) 1029 TC LATERAL SUPPORT <= 12"OC, UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2407) 190 14-15=( -776) 2345 5-13=(-1362) 727 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-3043) 369 15- 9=(-1050) 2742 13- 6=( -522) 1020 8- 9=(-3238) 327 6.14=( -372) 1119 OVERHANGS: 20.0" 0.0" LL = 25 PSF Ground Snow (Pg) 14- 7=( -708) 530 Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -347/ 2034V -248/ 258H 5.50° 3.25 KDDF ( 625) JT 9: Heel to plate corner = 2.25" 43'- 9.0" -274/ 1837V 0/ OH 5.50° 2.94 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinq.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed 0.222" MAX LL DEFL = 0.267" @ 14'- 6.0" Allowed 2.142" MAX TL CREEP DEFL = -0.490" @ 14'- 6.0" Allowed = 2.856" MAX HORIZ. LL DEFL = 0.120" @ 43'- 3.5" • 22-00 21-09 MAX HORIZ. TL DEFL = 0,199" @ 43'- 3.5". 'fT NOTE:Design assumes moisture content does 2-09 5-10-08 6-04-08 7-00 7-06-15 7-01 7-01-01 not exceed 19% at time of manufacture. T T T T T T T f 12 12 Design conforms to main windforce-resisting 6.001/ M-4x6 `I6 00 system and components and cladding criteria.. • 6 • 4.0" Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE .7-10, • (All Heights), Enclosed, Cat.2, Exp.B, MWF.1:S(Dir), �'� M-5x8(S) load duration factor=l,6, Truss designed for wind loads • • in the plane of the truss only. M-3x4 0,25" M 5x6(S) / 0.25" M-1.5x3 M-3x5 M-3x10 • y M-3x10 0 .. cp M 5x8 11 12 ..:,. A ••� 0 O t 2 M-3x4 M-5x10 13 0.251'4 M-3x4 9 CD v1 2'75 **2X WEDGE M-5x6 M-5x8(S) 12 W/(2) M-3X4 TYP. 2.75 y y y J12 y y y -05-0 5-10-08 6-02 2-00 9-05-15 8-11-05 8-09-12 yy y , 4-05-08 12-00-08 2-00 27-03 y 1-08 43-09 'i 0 PR Opt. JOB NAME : POLYGON PLAN 5-D NH - Dl 5� riNEp 6's Scale: 0.1397 �< i (7 WARNINGS: GENERAL NOTES,unless otherwise noted: * *� j � 1.Builder and erection contractor should be advised of all General Notes 1,This design Is based only upon the parameters shown and is for an individual 92`•P E Truss: D1 and Wamings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. ,. »� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced at �, ,.- DES. BY: LJ2'c.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). « �y.. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /Cc:_ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "7 OREGON 1k `0 SEQ. : 6051343 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, d%- 4/. !� A. design loads be applied to any component. and are for"dry condition"of use. <0 qY . 2a .1�}-. TRANSI D: 40754 0 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge it fabrication,handling,shipment and Installation of components, necessary. R R 1` 7.Design assumes adequate drainage is provided. l.- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WCCA in BCSI,copies of which will be furnished upon request.Ilines coincide with Joint center lines.9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software+7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111 11110111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-09-00 STUB HIP-D 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=1 0) 84 2-15=(-2614) 8670 15- 3=1 -370) 1254 2x6-.,'KDDF #1&BTR 72, T3 2- 3=(-10024) 3052 15-16=(-2336) 7040 15- 4=( -248) 1598 BC: 2x(:KDDF #1&BTR LOADING 3- 4=( -9298) 2850 16-17=(-3184) 8740 4.16=( -394) 310 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( -7446) 2614 17.18=(-3194) 8672 16- 5=( -650) 2246 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 0.0" V 5- 6=( 0) 0 18.19=(-3358) 8934 16- 7=(-2736) 1248 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 10'- 0.0" TO 34'- 0.0" V 5- 7=( -6642) 2370 19-20=(-3010) 8132 7-17=( -444) 1282 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 34'- 0.0" TO 43'- 9.0" V 7- 8=( -8830) 3350 20-14=(-1912) 5602 17- 8=( -244) 878 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 43'- 9.0" V 8- 9=( -8444) 3242 18- 8=(-1376) 636 9-10=( -8660) 3238 18- 9=( -616) 326 NOTE: 2x4 BRACING AT 24"OC UON. FOR- TC CONC LL( 416.7)+DL( 116.7)a 533.3 LBS @ 10'- 0.0" 10-12=( -5882) 2108 9.19=( -502) 480 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 34'- 0.0" 11-12=( 0) 0 19-10=( -182) 968 12-13=( -6614) 2320 10-20=(-2810) 1316 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13-14=( -6546) 2252 12-20=( -498) 1858 OVERHANGS: 20.0" 0.0" REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. 20-13=) -192) 394 ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) C,CN,C18 CN18 (or no prefix) CompuTrus, Inc 0' 0.0" -1151/ 3765V -104/ 113H 5.50" 6.02 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series ( 2 ) complete trusses required. 43'- 9.0" -1096/ 3584V 0/ OH 5.50° 5.73 KDDF ( 625) Join together 2 ply with 3"x.131 DIA GUN nails staggered at: 9" oc in 1 row(s) throughout 2x4 top chords, ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.! 9" oc in 2 row(s) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.005" @ -1'- 8.0" Allowed = 0.167" • )0K 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.005" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = -0.300" @ 22'- 8.7" Allowed 2.142" MAX TL CREEP DEFL = -0.594" @ 22'- 8.7" Allowed = 2.856" MAX HORIZ. LL DEFL = 0.109" @ 43'- 3.5" MAX HORIZ. TL DEFL = 0.180' @ 43'- 3.5" 9-11 11 24-00-10 9-08-11 '1 NOTE:Design assumes moisture content does 3-02-03 0-06-11 2-03-08 5-11-03 0-06-11 4-10-02 not exceed 19t at time of manufacture. I f-f T '( T T T f Design conforms to main windforce-resisting 2-07-03-07-09 4-02-13 6-02-11 5-04-08 4-03-14 system and components and cladding criteria. T f T T T T T Tf T Wind: 140 mph, h=21.7ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, 9-10-08 9-07-08 (All Heights), Enclosed, Cat.2, Exp.B, M4:,nS(Dir), f 1L533.30# (533.30# T load duration factor=l.6, 12 M-3x4 M-7x8(S) v 12 Truss designed for wind loads • 6.00 M 4x85 6 M-3x5 s I0 25' M 10x5 11 M-5x6 D 6.00 in the plane of the truss only. .0,...1 •m. i_ •., i ow mil 1 r il i p.Tr.. mi•k*. m_ 3x44 M-1.5x3 3 M-1.5x3 AL alli r� 'M 3x10 s/ _ M-3x8 ojL va 1 ��5 16 1' � II 20 *14 ' M-7x10 M-3x8 M-7x8 0.25' **2X WEDGE M-7x10 M 3x8 0 x'2.75 W/(2) M-3X4 TYP. 2,75 M-7x8(S) 12 12 J' y > y y y y y 2-05-08 6-09-12 5-02-12 ,2-00, 9-02-04 9-00-08 9-00-04 y -05-08 12-00-08 2-00 27-03 y • 1-08 43-09 5O PRO, JOB NAME : POLYGON PLAN 5-D NH - DH1 Scale: 0.1467 C's�� (N WARNINGS: GENERAL NOTES,unless otherwise noted: / "II "Trus1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 920.0PE 1-- Tr USS s: DH1 and Warnings before construction commences, building component.Applicability of design parameters and proper . 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. .-�. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by A� is the responsibility of the erector.Additional permanent bracing of ( ) tz,� ' continuous sheathing such as plywood sheathing(TC)and/or drywall BC. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Q� . I / 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '� 1.t✓ SEQ. : 6051344 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./ rif Off©` design loads be applied to any component. and are for"dry condition"of use. �' 2- +.11- TRANS ~- TRAN S I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �' Y > fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is Provided. R FI t 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 IIIIIIIIIIInt_NIL_ 11TPIANTCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES;12/31t2015 111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-15=(-1943) 4359 15- 3=( -193) 596 2x6 KDDF #1&BTR T2, T3 SPACED 24.0" O.C. 2- 3=(-5055) 2323 15.16=(-1536) 3431 15- 4=( -422) 947 BC: 2x6 KODF #1&BTR 3- 4=(-4703) 2253 16.17=(-1804) 4102 4-16=( -367) 244 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-3503) 1741 17-18=(-1726) 4096 16- 5=( -445) 1192 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 18.19=(-1757) 4235 16- 7=(-1321) 632 TC LATERAL SUPPORT <= 12"OC. UON, DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-3092) 1593 19.20=(-1689) 3826 7.17=( -142) 657 BC LATERAL SUPPORT <= 12"OC. UON, TOTAL LOAD = 42.0 PSF 7- 8=(-4148) 2081 20.14=(-1308) 2765 17- Be) -297) 376 8- 9=(-3989) 1950 18- 8=( -633) 396 LL = 25 PSF Ground Snow (Pg) 9-10=(-4094) 1897 18- 9=( -318) 152 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-12=(-2734) 1406 9-19=( -258) 201 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=( 0) 0 19-10=( -53) 491 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=(-3119) 1526 10-20=(-1364) 635 13-14=(-3258) 1577 12-20=( -375) 1004 OVERHANGS: 20.0" 0.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 20-13=( -29) 218 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structural • BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hange .sgees: See approved'blans 0'- 0.0" -405/ 2034V -104/ 113H 5.50" 3.25 KDDF ( 625) 43'- 9.0" -337/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) Connector'plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) M,M2OHS,M18HS,816 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1f^ MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed'r .0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed 0.222" MAX LL DEFL = 0,329" @ 22'- 8.7" Allowed 2.142° MAX TL CREEP DEFL = -0.571" @ 22'- 8.7" Allowed = 2.856" MAX HORIZ. LL DEFL = -0.119" @ 43'- 3.5' MAX HORIZ. TL DEFL = 0.174" @ 43'- 3.5" 13-03-11 17-04-10 13 00-11 NOTE:Design assumes moisture contont does 3-02-03 3-05-12 2-03-08 5-11-03 3-05-12 4-10-02 not exceed 19t at time of manufacture. '( '( '( '( '( '( '( Design conforms to main windforce-resisting 2-07-0 3-07-09 1-03:c2 3-i2 6-02-11 z-05-0f ,, 4-03-14 system and components and cladding criteria. T 9-10-08 9-07-08 Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 11 ' T load duration factor=l.6, 12 M-3x4 M-7X8(5) 12 Truss designed for wind loads 6.000P' M-5x6 M-3x4 6 0 s25'� M-3x5 M-4x6 �6.00 in the plane of the truss only. 5 2 • M-3x44M-1.5x3 . 3 M-1.5x3, 1‘11u M 3x10 M-3x8 v 15 16 1� \117 ME 1 M-7x10 M 3x8 M-7x8 1e 1s 20 *14 0 CD M-3x8 0 M-7x10 = n2.75 **2X WEDGE 2.75 dM-7x8(S) 12 W/(2) M-3X4 TYP. 12 1 > y ), I I I I 05-0 6-09-12 5-02-12 y2-00I 9-02-04 9-00-08 9-00-04 1 ?-05-08 12-00-08 2-00 27-03 y 1-08 43-09 0 PRO JOB NAME : POLYGON PLAN 5-D NH - DH2 �,�``' 1N I `��i Scale: 0.1467 \ 'C 2 / o . WARNINGS: GENERAL NOTES,unless otherwise noted: ' , 1 fTrus1.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 Individual0920 OP E 1-- Truss: s: DH2 and Warnings before construction commences. building component.Applicability of design parameters and proper '4.# 2.2x4 compression web bracing must be installed where shown+• incorporation of component Is the responsibility of the building designer. ,-,. • 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,. is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length b iR DES. By: LJv g e v .,,,".WINO p t1 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ' 4iI# It DATE: , 9/5/2014the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -" V 44/ SEQ. : �.6051045 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- V a>\ A and are for"dry condition"of use. design loads be applied to any component. 2 TRANS. r e.Design assumes full bearing at all supports shown.Shim or wedge if `• 1 D: 407540 5.CompuTrus has no control over and assumes no responsibility for the necessary. f fabr cation,handling,shipment and installation of components. 4`7•Design assumes adequate drainage Is provided. R R S 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III D11111111F1111111111D11-111 TPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 ID_II 111[1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER. SPECIFICATIONS TRUSS SPAN 43'- 9.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: '2x4 KDDF N18,BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-14=(-1627) 4217 14- 3=( -332) 1034 20-12=(-79) 251 BC: 2x4 KDOF #18,BTR SPACED 24.0" O.C. 2- 3=(-4923) 1901 14-15=(-1508) 3872 3-15=( -786) 419 WEBS: 2x4 KDDF STAND; 3- 4=(-3529) 1366 15-16=(-1095) 3091 15- 4=( 0) 365 2x4 DF STAND A LOADING 4- 5=(-2869) 1223 16.17=( -829) 2561 4-16=( -729) 350 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2434) 1187 17.18=( -702) 2427 5-16=( -340) 1042 IC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 18-19=( -702) 2427 5.17=(-1026) 550 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 6- 8=(-2236) 1107 19-20=( -884) 2558 6.17=( -358) 762 8-100(-2214) 1077 20-13=(-1023) 2712 17- 8={ -470) 169 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 18- 8=( 0) 297 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10.11=(-2552) 1114 8-19=( -440) 179 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-3040) 1230 10-19=( -285) 773 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12.13=(-3218) 1284 19-11=( -491) 343 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 11-20=( -76) 319 OVERHANGS: 20.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'_ 0.0" -322/ 2034V -181/ 191H 5.50° 3.25 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 43 9.0" -251/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series JT 13: Heel to plate corner = 2.25 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 = 0.022" @ -1'- 8.0' Allowed = 0.167" MAX TL CREEP DEFL = -0,021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.251" @ 14'- 6.0" Allowed =• 2.142" MAX TL CREEP DEFL = -0.474' @ 14'- 6.0" Allowed = 2.856" MAX HORIZ. LL DEFL = 0.124° @ 43'- 3.5"• • 16-07-11 10-08-10 16-04-11 MAX HORIZ. TL DEFL = 0.208" @ 43'- 3.5" 5-10-08 1-09'f -09' 5-04-05 0-04-11 5-02-02 T NOTE:Design assumes moisture content does not exceed 19Y at time of manufacture. 2-09 5-10-08 0-0�4-11 5-04-05 5-05-10 5-04-05 f T f ,rr f ff .- ,' ,- Design conforms to main windforce-resisting- system and components and cladding criteria • 16-06-0816-03-08 f f 1' Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE,:?-10, 12 M-4x6 M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7 M X8 g O load duration factor=1.6, 6.001/ M-3x45 66 X16.00 Truss designed for wind loads in the plane of the truss only. M-5X6(Sigilk} M-3x4 0.25" 1 4 M-1.5x3 z M-3x5 ft • 3 _ '4111111111i N. M-3x10 1.0 M°=3x10 �f o 4 % X14 15 16�;`„��wl:p a: +. + �.� A ` ** tD 1 M 5x8 M-3x4 M-5x10 17 18 19 20 13 o M 5x10 M-1.5x3 0.25 M-3x4 0 **2X WEDGE M-5x8(S) a 2'75 wJ(2) M 3X4 TYP. 2"75 o ,( /' . 1 / / / - y -05-08 5-10-08' 6-02 ,2-001 5-06 5-10-12 7-09-02 8-01-02 , y-05-08 12-00-08 2-00 27-03 y 1-08 43-09 �'RO►� JOB NAME : POLYGON PLAN 5-D NH - DH3 , iNE fi s/ Scale: 0.1338 �` �" 15�1 d 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 'r .. an 2o0P, r- Truss: DH3 and Warnings before construction commences. building component.Applicability of design parameters and proper .44,- 2.2x4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. .. • 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r i" continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ry. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ n /`�e 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. p OREGON i� 44, SEQ. ; 6051346 • 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/ V' d\ A • design loads be applied to any component. and are for"dry condition"of use. ) ".- TRANSI D: 407540 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 7 f3 tp, fabrication,handing, 7 ng,shipment and installation of components. necessary. LSP PRO- 6. f V .Design assumes adequate drainage Is provided. L 4- 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I��II� II�((�I DIM II0�0 I III SID DIII-r I TPI/VVTCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. Iul !I !II 9.Digits indicate size of plate in inches. q h 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 1 I 11111 • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 . TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-14=(-1958) 4217 14- 3=( -408) 1034 20-12=(-79) 226 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4923) 2340 4.15=(-1814) 3872 3-15=( -786) 446 WEBS: 2x4 KDDF STAND; 3- 4=(-3529) 1732 5-16=(-1374) 3091 15- 4=( 0) 365 2x4 DF STAND A LOADING 4- 5=(-2869) 1592 6-17=(-1123) 2561 4-16=( -729) 341 • LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2434) 1516 7-18=(-1114) 2427 5-16c( -401) 1042 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 8-19=(-1114) 2427 5-17=(-1026) 475 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 6- 8=(-2236) 1413 9-20=(-1185) 2558 6-17=( -394) 762 8-10=(-2214) 1375 20-13=(-1303) 2712 17- 8=) -487) 277 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 18. 8=( 0) 297 NOTE: 2x4 BRACING AT 24"0C UON. FOR 10-11=(-2552) 1476 8-19=( -457) 292 ALL FLAT TOP'.C!iORO AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-3040) 1564 10-19=( -361) 787 e-- - -• LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=(-3218) 1611 19-11=) -491) 283 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 11-20=) -56) 319 OVERHANGS:`. 20.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED LOG AREA M-1.5x4 or-equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ;SPECIES) vertical members (uon). 01- 0.0" -445/ 2034V -182/ 192H 5.50" 3.25 KDIr ( 625) 43'- 9.0" -374/ 1837V O/ OH 5.50" 2.94 KDDF ( 625) ** For hanger specs. - See approved plans Connector plate prefix designators: 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. C,CN,018,0918 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/18C MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" JT 13: Heel to plate corner = 2.25" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.299" @ 16'- 6.5" Allowed = 2.142" MAX TL CREEP DEFL = -0.474" @ 14'- 6.0" Allowed 2.856" 19-11-11 4-00-10 - 19-08-11 MAX HORIZ. LL DEFL = -0.145" @ 43'- 3.5" MAX HORIZ. TL DEFL = 0.208" @ 43'- 3.5" 5-10-08 1-09 2-05-04 3-03-12 5-02-02 NOTE:Design assumes moisture content does 2-09-( 5-10-08 -r f3-03-12f -05-04 f 5-05- 10 f ( 5-04-05 not exceed 19% at time of manufacture. f -( T T T '( '' T '( '' '( Design conforms to main windforce-resisting 16-06-08 16-03-08 system and components and cladding criteria. '' 7 9 '( T Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12M4x6 M 4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6,00 M- M-3x8 load duration factor=1.6, M-3x4 6 e I` 0M-4x6 6'00 Truss designed for wind loads M-5x6(S) 5 = -i in the plane of the truss only. M-3x4 0.25" 1 4 +f + 4.. + M-1.5x3 \07.2 M-3x5 • M-3x10 3 M-3x10 0 v =�- 14 15 16 i++�-44, -e in = ca 0 1 M-5x8 M-3x4 M-5x10 M�5x10 M-11 5x3 0.25' M 3x4 8 20 *13 o 0 a 2,75 **2X WEDGE 2.75x1 M-5x8(S) 12 W/(2) M-3X4 TYP. 12 -05-0, 5-10-08 6-02 y2-00), 5-06 5-10-12 7-09-02 8-01-02 y y-05-08 12-00-08 2-00 27-03 y 1-08 43-09 ,• O PRQpe.. JOB NAME : .. POLYGON PLAN 5-D NH - DH4 ��' � ► �"f Scale: 6,1338 \<451 l �J O WARNINGS: GENERAL NOTES,unless otherwise noted: r� 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 4t' 0 9G t.•P 4 tr Tr u s s DH4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+. incorporation of component is the responsibility of the building designer. ' . 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES BY:" LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by f ,,; is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 0 C. DATE .:.,-9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON /�� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ^<./ S E Q ;-'6051347 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, G. ,/tq QN a. design loads be applied to any component. and are for"dry condition"of use. 7 t&oi- TRAN S I D: 407 540 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. `t/J (� t{{ fabr cation,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R R 1:L\- .. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center . IID_II II �II�II I II0�0 I III SII I -I IODI TPIM/TCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. f 9. Digits Indicate size of plate in inches. EXPIRES: �y r�r �7/� MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1 G 31/201 5 IFill IIlI 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=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O,C, 2.3=(-64) 38 TC LATERAL SUPPORT <= 12"OC, UON. LOADING BC LATERAL SUPPORT <= 12"OC, UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF • LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -68/ 301V -23/ 81H 5,50" 0.48 KDDF ( 625) 1'- 9.2" -32/ 28V 0/ OH 5,50" 0.04 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -24/ 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 ICQND. 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 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -1'- 0,0" Allowed= 0.100" 1 11 11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0,0" Allowed =, 0.133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0,1" Allowed-= 0.054' • T T MAX TC PANEL TL DEFL = -0,002" @ 1'- 2,9" Allowed 0,196" 12 MAX HORIZ, LL DEFL = 0,000" @ 1'- 10.9" • MAX HORIZ. TL DEFL = -0.000° @ 1'- 10.9"- 10.0o 7 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting', system and components and cladding criteria:' Wind: 140 mph, h=20ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), . 0 load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. 0 0 N M/- M-3x4 y y /1-- 1-00 1-00 2-00 PROVIDE FULL BEARING;Jts:2,4,3) w:1 PR04, JOB NAME : POLYGON PLAN 5-D NH - EJ1 Scale: 0.6772 \�� GLN� (.9,/ 1 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 W 92 0.0p.1 E Truss°" EJ 1 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2.4 compression web bracing must be installed where shown+. incorporation of component is the responsibility 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: LJ is the responsibility of the erector.Additional permanent bracing of 2'c.c.and at 10'o.c.respectively unless braced throughout their length by , P tY P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: .9/.5/. 014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ t JJ,,�,,. 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 3 QREGDN 44, SEQ. : 6051348 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4- 4, O,�D" A. design loads be applied to any component. and are for"dry condition"of use. 4J 2, -1.- TRANS " TRAM5 I®: 407540 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. "R R I I_ 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 1111_11 __II1 I_ _I 111111 In 1111 TPIAA/TCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches, pp rr • MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:1 J.12/31/2015 IIII ill This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDOF.#1&BTR. LOAD DURATION INCREASE = 1.15 1-2=1 0) 72 2-4=(0)--0 BC: 2x41KDDF #1t&BTR • SPACED 24.0" 0,C. 2-3=(-96) 73 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED'BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS:- 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 322V -44/ 132H 5.50° 0.52 KDDF ( 625) 1'- 9.2" -10/ 63V 0/ OH 5.50" 0.10 KDDF ( 625) Connector`-plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -68/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,Mi8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET.REQUIREMENTS 2: Design checked for net(-5 psf) uplift at 24 "oc �pacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180; BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed =. 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0,0" Allowed 0.133" 12 MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" • 10,00 MAX BC PANEL Ti DEFL = 0.002" @ 1'- 0.1" Allowed 0.072" AORIIZ, LL DFFLL = -00.001" @ 33'- 110090 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. oo Wind: 140 mph, h=20,9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co o load duration factor=1.6, Truss designed for wind loads co in the plane of the truss only. • • cos- vPAIIIIIIIIIIII 0 o MI.---" i 4►T� -7, 1 M-3x4 y y )- • 1-00 2-00 1-11-11 (PROVIDE FULL BEARING:Jts:2,4,3I ° � ,0 PRO4- �. JOB NAMEPOLYGON PLAN 5�D NH EJ2 Scale: 0.6371 , GlNE .,0 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 CC. =92,O PE 1 Truss: EJ2 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. 2.Design assumes the top and bottom chords to be laterally braced at �r Y. 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by W DES B LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(rC)and/or drywall(BC). nil�'" �� DATE 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON //�"' 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '7Co SEQ. :',,-6051349, 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- 'L.,�Y �N �. design loads be applied to any component.• and are for'dry condition'of use. 1 4 2 ,- TRANSI D: 407 540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If p { fabrication,handling,shipment and installation of components. necessary. IJ� �R 4 y 7.Design assumes adequate drainage is provided. t 1-� 6.This design Is furnished subject to the lirrgtations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IN mil moo ((III I ID [II 11g TPI/IMCA in BCSI,copies of which will be furnished upon request. Digits coincide with Joint center lines. 9.Digits indicate size of platete in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/3112015 ID 101111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O,C, 2-3=(-144) 105 TC LATERAL SUPPORT <= 12"OC. UON. . LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED•BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -24/ 309V -66/ 185H 5.50" 0.49 KDDF ( 625) 1'- 9.2" -65/ 156V 0/ OH 5.50" 0.25 KDDF ( 625) Connector plate prefix designators:: LL = 25 PSF Ground Snow (Pg) 5'- 11,7" -103/ 153V 0/ OH 1,50" 0.24 KDDF ( 625) C,CN,C18,CN:18((or eo prefix) = CompuTrus, Inc M,M2OHS,M1:8HS M16 o MiTek MT series ' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �CDND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed 0,100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL CREEP DEFL = -0,003" @ -1'- 0.0" Allowed =. 0,133" MAX BC PANEL LL DEFL = 0.005" @ 1'- 0.1" Allowed =. 0.054" MAX BC PANEL TL DEFL = -0.005" @ 1'- 0.1" Allowed = 0.072" I' MAX HORIZ, LL DEFL = -0,001" @ 5'- 10.9" ' 12 MAX HORIZ, TL DEFL = -0.002" @ 5'- 10,9 10.00/ NOTE:Design assumes moisture content does not exceed 19's at time of manufacture. • Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp,B, MWFRS(Dir), cr,o load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. Lo cn PliAllin CD M-3x4 y y y y 1-00 2-00 3-11-11 • (PROVIDE FULL BEARING:Jts:2,4,3I JOB SAME: POLYGON PLAN 5-D NH EJ3 5 T, GENE C 'O Scale: 0.5134 \ 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 92,0 PE Truss: EJ 3 and Warnings before construction commences, building component.Applicability of design parameters and proper s 2.2.4 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. LJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES BY: 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 p° t1 p g continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). a r-t DATE 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ��EGVe 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. 'V l a tti SEQ. 60513 50 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, G/ �,i 'b`',4*, design loads be applied to any component. and are for"dry condition"of use. �' 2- "�- TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beanng at all supports shown.Shim or wedge if �'�` 14> fabrication,handling,shipment and installation of components. necessary. `Y/ [ `i 7.Design assumes adequate drainage is provided. C F t . 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center _SII.011 111011E 111111110 11110[ITF'INVTCA in BCSI,copies of which will be furnished upon request. git coincide with Joint center lines, 9.DigitsIndicate size of platete in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) . EXPIRES:12/31/2015 This design prepared from computer input by I ! ( PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4-.'KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2°) 0) 72 2-4=10),'0 BC: 2x4;KDDF #1&BTR SPACED 24.0' 0.C. 2-3=(-194) 138 TC LATERA.L.`SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED!BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) OVERHANGS:'_ 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" 0/ 248V -88/ 238H 5.50" 0.40 KDDF ( 625) 1'- 9.2" -167/ 308V 0/ OH 5.50' 0.49 KDDF ( 625) Connector:plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -138/ 205V 0/ OH 1,50" 0.33 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 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/18O BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.009" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0,009" @ 1'- 0.1" Allowed = 0,072" w MAX HORIZ. LL DEFL = -0,003" @ 7'- 10.9" MAX HORIZ, TL DEFL = -0.003" @ 7'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce•resisting 10.00 7 system and components and cladding criteria, Wind: 140 mph, h=22.5ft, 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. 0 a n • • co r/ o ►.� 4*.=N 'M-3x4 • J., y y y 1-00 2-00 5-11-11 PROVIDE FULL BEARING;Jts:2,4,3f .. JOB NAME : POLYGON PLAN 5-D NH EJ4 Scale: 0.4250 �� GINE '71511r '- WARNINGS: GENERAL NOTES,unless otherwise noted: n ` 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual T 92•V P E Truss: EJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at • DES. BY.: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ' s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall{BC). CC DATE •-.9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ •r�tG SEQ. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 44/ SEQ 6051351 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/ ' .q, "t'` A.. design loads be applied to any component. and are for"dry condition"of use. g, ... TRANS-ID: 407540 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 iu 14, necessary. R R 1 l-L fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1131 i1iI_11 III I 1 11[1111TPI/V4TCA in BCSI,copies of which will be furnished upon request lines coincide with Joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(10-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES.12/31/2015 IIIHill This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4,KODF.#i&BTR LOAD DURATION INCREASE = 1.15 1-2=( -7) 84 2-4=(0) 0 BC: 2x4 (DCF #.1&BTR SPACED 24.0" O,C. 2-3=(-72) 45 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 'dRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. .'SPECIES) OVERHANGS: 20.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -156/ 460V -5/ 51H 1.50" 0.74 KnF ( 625) 0'- 11.2" -105/ 51V 0/ OH 1.50" 0.08 KDCF ( 625) Connector::plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -81/ 31V 0/ OH 1.50" 0.05 KDi'':- ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) fi.00 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/18L • BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.021" @ -1'- 8.0" Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021" @ -1'- 8.0' Allowed = 0.222" MAX BC PANEL LL DEFL = -0.001" @ 01- 5.6" Allowed = 0.026' MAX BC PANEL TL DEFL = -0.001" @ 01- 5.6' Allowed 0.035" MAX HORIZ. LL DEFL = -0.000" @ 01- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 0'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. • Design conforms to main windforce-resisting system and components and cladding criteria. 3 -/ Wind: 140 mph, h=19,4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), rt) load duration factor=l.6, a Truss designed for wind loads cow in the plane of the truss only. .4- Ird F c::,O o,,--- 1 4 M-3x4 y > y 1-08 1-00 JOB NAME POLYGON PLAN 5-D NH - P1 s Scale: 1.0020 \� `� G(N+ ,,,, 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 -92$0 P c Truss: P1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+. incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at DES. BY:: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �/�`r tll� s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,,, mow•"� DATE: J9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGC}1.N 4i" 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. V. ^[/ SEQ. : 6051353 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.q \I>` A, design loads be applied to any component. and are for"dry condition'of use. ^ 4 TRANSC T 6. Design ar assumes full bearing at all supports shown.Shim or wedge if {� I D: 407540 5.CompuTrus has no control over end assumes no responsibility for the necessary. V fabrication,handling,shipment and Installation of components. 7•Design assumes adequate drainage is provided. ' 'F?R y` 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I�_IIO DLIII I _I I�� _I�II�_ILII IDDITPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate In innches. 9_ 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