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Plans (404) -LV3i mom Milek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-344_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. PROpeo �� \� 0NGINF�R 87022PE yr N �N fi'oj, OREGON Wti '118ER P�4 A. HERS E ' • ./ 1 c October 13,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON 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:j7axn4OsHnThlyaUAczwOszX1 UY-VbZG60ItVC67G?b_Xr4Lfg_LdNR3a1 EPOTHI6tyTrI9 2-6-0 I I 2-2-9 I I 1-2-0 I I 2-4-11 I Scale=1:28.6 1.5x3 II 3x5= 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 3x5 = 1.5x3 II 1 2 3 4 5 6 7 8 0 0 . 13 12 11 10 3x4= 3x8= 3x4= 3x4 = 3x4= 10-8-1 11-4-9 I 9-11-9 101t10-Y-8 1 I11-3-1]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,Edge],(11:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.40 11-12 >487 360 BCLL 0.0 Rep Stress lncr YES WB 0.56 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=715/Mechanical,9=715/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2463/0,3-4=-2463/0,4-5=-2532/0,5-6=2532/0,6-7=-2532/0 BOT CHORD 12-13=0/1520,11-12=0/2805,10-11=0/2532,9-10=0/1515 WEBS 6-10=-316/0,2-13=-1640/0,2-12=0/1018,4-12=-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. ��E0 PR OFFS ��c. �NGIIVFFR 6"0* 870 2PE r 7 NcZx H 4>, OREG N ti3 40 1) 4/ "•••1 -V\ �O �`S A. Her, EXPIRES:06/30/2017 October 13,2015 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE Ilii, Design valid for use only with MTebS connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design info the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Malek* 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/T111 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 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 Oct 13 08:52:21 2015 Page 1 ID:j7axn40sHnThIyaUAczwOszX1UY-zo7eKMJVGVE_u9AA5ZbaCtXVwmmxJTBZF71seJyTrl8 I 2-6-0 I 2-5-1 1 I 1-2-0 1 1 2-4-t1 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 Iii 1111111111114141111114111141414. N I / I \ O O- a (' - 11 e e' e. 1111° 1 12 11 10 3x4= 3x8= 3x4= 3x5= 3x4= 10-10-9 11-7-1 I 10-2-1t 013[9 17-5-9 1 1 16-7-4 10-2-1 0-.S 0-7-0 5-0-3 0-7-0 0-1-0 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 0.52 Vert(LL) -0.27 11-12 >739 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.43 11-12 >456 360 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=725/0-4-8,9=725/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2508/0,3-4=-2508/0,4-5=-2587/0,5-6=2587/0,6-7=2587/0 BOT CHORD 12-13=0/1543,11-12=0/2877,10-11=0/2587,9-10=0/1538 WEBS 6-10=-324/0,2-13=-1666/0,2-12=0/1041,4-12=-399/0,4-11=480/168,7-9=-1660/0,7-10=0/1140 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ..(\((-Y‘ D PR°FFss ��Co �NGINE •4 /O 870 2PE 1. 144 pr 7 N ,nr �^0j, OREGSN tip4./ -A0 ,q$ER 11 \O SS A. HEk� EXPIRES:06/30/2017 October 13,2015 4 l ®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 MiTekta connectors.This design is based only upon parameters shown,and is for an individual bumilding 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 8 to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T9I1 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 Heiohts,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642063 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 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-R_h1 XiJ71 pMrWJINfG6pk54g9A632wUiUnmPBlyTrl7 1 1-0-0 1 1 1-1-11 1 I 1-2-0 11 1-0-9 1 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 - Ne/- a / N \a� \0/•\ / \ /?0:_ \ O N Ie \ oo 0 oe .e 1.4 2 26 25 24 23 22 21 20 19 18 3x4= 4x5= 3x5 = 3x5= 3x5= 3x5= 4x6 = 4x4= 3x4= 15-3-11 14-1-11 1a&-0110-7-0 I 19-1-4 3-9-9 I 14-1-11 Plate Offsets(X,Y)- [14:0-1-8,Edge],[19:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 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 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.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) 27=835/0-4-4,18=835/Mechanical FORCES. (Ib)-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=-3752/0,9-10=-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. -4N- PRpFFss �� ,NG]NEFR /O�-9 87022PE r- ac cv y 04j, OREGO tis O� 9C AMBER \1 US A. HEp'�t' EXPIRES:06/30/2017 October 13,2015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mill Design valid for use only with Muck®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design imnto the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mifekt is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON 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,Inc.Tue Oct 13 08:52:22 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-R_h1XiJ71 pMrWJINfG6pk54tXA5e2sKiUnmPBlyTrl7 1 1-3-0 1 1 1-1-1 I I 1-2-0 II 2-4-15 I 2-6-0 I Scale=1:35.4 4x5= 3x4= 3x4 = 3x4= 3x4= 4x4= 3x6 FP= 3x8 =- 1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 O O O '® O • SI + O_ O_I/ \ a , NerX /- XeVNa / e 1:-41 e 28 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 20-9-8 14-5-9 0-7-0 9-7-0 5-1-15 Plate Offsets(Xy)- [12:0-1-8,Edge],[18:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.40 21 >624 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.62 21 >402 360 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=909/0-4-8,26=909/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2003/0,3-4=-2003/0,4-5=-3413/0,5-6=3413/0,6-7=-4247/0,7-8=-4247/0, 8-9=4495/0,9-10=-4495/0,10-11=-4230/0,11-12=-4230/0,12-13=-3519/0, 13-14=-3519/0,14-15=-3519/0 BOT CHORD 25-26=0/1077,24-25=0/2776,23-24=0/3897,22-23=0/3897,21-22=0/4436,20-21=0/4401, 19-20=0/3519,18-19=0/3519,17-18=0/1990 WEBS 12-19=-357/0,13-18=-426/0,2-26=-1375/0,2-25=0/1183,4-25=-987/0,4-24=0/813, 6-24=-618/0,6-22=0/446,15-17=-2149/0,15-18=0/1659,10-20=-272/35,11-20=-327/0, 12-20=0/1057 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)26. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �c: PR°FFss �(\� �...,-- F'7 w0, `c- 87022PE c" \ \ OREN ' ' -y �'oj, G.N (y.9 1N 90 6‘,7/BER v.�O EXPIRES:06/30/2017 October 13,2015 t WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mil. Design valid for use only with MTekr connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing Miler is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642865 PL15-344 UPPER FOE Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:23 2015 Page 1 ID:j7axn40sHnThlyaUAczwOszXl UY-wAFPk2KIo7Ui7TJZC_e2HlcwmabGnWwrjRWyjCyTrl6 I 1-4-0 2-6-0I 1 1.5x3 I I 2 3x4= 3 1.5x3 II Scale=1:8.7 111 II N IIM =FA 0 i 5 =/ 4 3x4= 3x4= X11-8 4-1-0 1-8 3-11-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.04 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=174/Mechanical,5=174/0-2-8 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. 2 ...._4448 • 2PE /9r y Aj, OREGO tis 11./.-P FMsER 1\ .j:)'�`S A. HER�P EXPIRES:06/30/2017 October 13,2015 1 1 mama Mil WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/032 E. 015 BEFORE USE Design valid for use only with Mirek®connectors.This design is based only upon parameters shown,and is for an individual building component,not t a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate the design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 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 MiTek Industries,Inc.Tue Oct 13 08:52:24 2015 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-ONpnyOLNYQcZldulmh9HpW9wl_ndWp3?x5FWFeyTrl5 1-E-7=-12-1 l0-7-7I 2-6-0 I I 1-2-0 14 Scale=1:28.3 4x4= 3x4 I I 3x8= 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 I I 1.5x3 I I 13x6 2 3 4 5 6 7 8 9 10 e s e o —\lis ll/ y, o N N e - ' e e e 17 15 14 13 12 3x4 I I 3x6 = 3x8 = 3x6= 1.5x3 I I 4x4= 3x4= 1-0-4 0- I I 16-5-4 0-10-1210-12 15-5-0 0-1-8 Plate Offsets(X,Y)— [7:0-1-8,Edge1,112:0-1-8,Edgel,[17:Edge,0-1-8j 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 Incr 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). ��,�0 PR OF ,.., LOAD CASE(S) Standard _GJ �N�)NFFR �O 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ,,...7 �/9 Uniform Loads(ph) $7022PE 1' Vert:11-17=-8,1-10=-80 Concentrated Loads(Ib) Vert:1=-304(F) 4:.;7 OREGO t 9O AMBER .ti`s .r OS A. HE?' EXPIRES:06/30/2017 October 13,2015 t $ + WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEN REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 11111, Design valid for use only with MitehS connectors.This design 6 based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Chteria,D5B-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 R45642867 PL15-344 UPPER FOB Floor 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:24 2015 Page 1 ID:j7axn40sHnThlyaUAczwOszX1UY-ONpnyOLNYQcZldulmh9HpW95T wOWwy?x5FWFeyTrl5 I 2-6-0 10-5-10 1 1 1-2-0 I I 1-4-14 Scale:3/4"=1' 1.5x3 II 1.5x3 I I 1.5x3 I I 1.5x3 I I 1 23x4= 3 4 53x4= 6 e e- o .r 0 0 NN ...--7-- i i XX e 3x4= 1C 9 8 3x4= 3x4= 3x4= I 3-1-2 3-f-10 3-9-10 I 4-4-10 4]6-2 8-6-8 I 3-1-2 0-1-8 0-7-0 0-7-0 0-1- 4-0-6 Plate Offsets(X,Y)— [8:0-1-8,Edge],[9:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.17 Vert(TL) -0.06 7-8 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.19 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=370/0-2-12,7=370/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=732/0,3-4=-732/0,4-5=-732/0 BOT CHORD 9-10=0/682,8-9=0/732,7-8=0/665 WEBS 2-10=-736/0,2-9=-37/269,5-7=-718/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. co PRQFe 7GlN \ c. 87022P. r' a cv 7 �Aj, OR GON tis O4./ 9O F'GII E R 11 ''kOSA. H - ' EXPIRES:06/30/2017 October 13,2015 I ry WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE. 1, Design valid for use ony with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated B to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IPl1 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 I '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 MiTek Industries,Inc.Tue Oct 13 08:52:25 2015 Page 1 ID:j7axn40sHnThIyaUAczwOszX1 UY-sZN99kMOJkkQNmTyKPgWMjiGFOHMFPM8Al?3n4yTr14 I 2-6-0 I 0.5-6 I I 1-2-0 I I 1-7-2 I Scale:1"=1' 11.5x3 II 2 3x4= 31.5x3 II 4 3x4= 51.5x3 II J e _ L cgN CI e e K ' 0 1.5x3 II 9 8 7 6 3x4= 3x4= 3x4= I 3-0-14 3[21 3-9-6 I 4-4-6 I 6-2-8 3-0-14 0-1-8 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 (Ioc) 1/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/TPI2007 (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. ��~tD P R opens �c\� �NGINEFR /�% 87022PE yr / 0 �'oj, OREGON tip O4N OnS A. HE'ik\ EXPIRES:06/30/2017 October 13,2015 1 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 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 properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642869 PL15-344_UPPER F10 FLOOR 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Tue Oct 13 08:52:25 2015 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-sZN99kM0JkkQNmTyKPgWMjiDVOCQFDf8A173n4yTrI4 1 1-10-12 1 1 1-9-11 I I 2-6-0 II 1-2-0 I I 1-0-5 Scale=1:29.4 1.5x3 II 4x10= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 1 2 3 4 5 6 7 8 9 o er 0 0 - 16 - 14 13 12 11 10 4x5= 3x4 II 3x10= 3x6= 1.5x3 II 3x4= 3x4= I 2-1-12 I 16-10-12 I 2-1-12 14-9-0 Plate Offsets(X,Y)— [6:0-1-8,Edge],[11:0-1-8,Edge],[16:Edge,0-1-8) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP • TCLL 40.0 Plates Increase 1.00 TC 0.35 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!nor YES WB 0.87 Horz(TL) 0.01 10 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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. (Ib)-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. ��Eq PROFFS ��\g ,N-' FR si02v Q 87022PE r - �A), OREG N ti� Lir 9O ‘MBER \\ �O OSA HE?' EXPIRES:06/30/2017 October 13,2015 f _ WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MOTH REFERANCE PAGE MII-7473 rev.101032015 BEFORE USE. Design valid for use only with MTeku connectors.This design is based only upon parameters shown,and is for an individual building component,not IQ 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 Wet is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777109 Safety Inlormaiton 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 R45642870 PL15-344_UPPER F11 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:26 2015 Page 1 ID:j7axn40sHnThlyaUAczwOszXl UY-KIwXN4Ne42tH_w28u6BIvxEQgnci_gNIPPkdKWyTrl3 I 2-6-0 1 0-5-10 1 1 1-2-0 I I 1-6-14 I Scale=1:16.4 1.5x3 I I 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 N _______„___________..„__________,_ 0 N N e e e3x4= 1C 9 8 3x4= 3x4= 3x4= I 31-2 3t'0 3-9-10 14-4-10 416-p 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/defl 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. '`��EO PROFeo VAN Co �� \AGIN4.. /o 4414 -7 870 2PE ca y -t>, OREGO ti� �H r O F 1 �' MQER 1 �`.3 A. Hec), EXPIRES:06/30/2017 October 13,2015 1 I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/0312015 BEFORE USE. Design valid for use only with Mttek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not �p a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty 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 MTek Industries,Inc.Tue Oct 13 08:52:26 2015 Page 1 ID:j7axn4OsHnThIyaUAczwOszXl UY-KIwXN4Ne42tH_w28u6BIvxEM?nUM_IelPPkdKWyTrI3 I 2-6-0I I 2-3-5 I I 1-2-0 II 2-4-11 I Scale=1:28.7 1.5x3 I I 3x5= 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 I hii / 04 N ee _ iiiisv 1 12 11 10 '"v 3x4= 3x8= 3x4= 3x4= 3x4= 10-8-13 11-5-5 I 10-0-5 10-11113 )1-3-131 I 16-5-8 I 10-0-5 0-''II-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y)— [10:0-1-8,Edge],[11:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >770 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.41 11-12 >478 360 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=718/0-1-12,9=718/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2476/0,3-4=-2476/0,4-5=-2549/0,5-6=-2549/0,6-7=-2549/0 BOT CHORD 12-13=0/1527,11-12=0/2827,10-11=0/2549,9-10=0/1522 WEBS 6-10=-319/0,2-13=-1648/0,2-12=0/1025,4-12=-379/0,4-11=-466/163,7-9=-1643/0,7-10=0/1116 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)13. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <<�Eo PROFFs5 ��\� ANG I N�FR /,-,* 17 87022PE r / yU) '� N OREGON c 044 "P l'' F48ER \\ a `s A. HE?`v. EXPIRES:06/30/2017 October 13,2015 i 0 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 k based only upon parameters shown,and is for an individual building component,not NI. 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 Malek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 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 R45642872 PL15-344_UPPER F13 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:j7axn40sHnThIyaUAczwoszxl UYoyUwaQNGrL?8c4dKRgi?R8nVrBr5jA1 Rd3UAszyTrI2 I 2-6-0 1 1-1-11 ii 1-2-0 ii 1-2-5 1 Scale=1:33.6 1.5x3 II 3x6= 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 I I 4x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 e a a a rr e N la O / \ O D A. 1. 15 14 13 12 3x4 = 3x8= 3x6= 3x4= 4x4 = 3x4 = 14-8-11 15-5-3 I 14-0-3 14-0-3 14-0- 0.7 11 1-3-11-01 1 19-3-0 1 3-9-13 0-7-0 0-1.8 Plate Offsets(X,Y)— [12:0-1-8,Edge],[13:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.62 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 Inc: 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 2400E 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=841/0-4-4,11=841/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=3066/0,3-4=-3066/0,4-5=-3885/0,5-6=3885/0,6-7=-2736/0,7-8=-2736/0,8-9=2736/0 BOT CHORD 15-16=0/1817,14-15=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. `��cc.° PROF4-n c�5 �NGiNF�4 ip `� 870 2PE 9r ((Z% Rf .4. �'oj, OREGIN (10 4i -A EMBER �1 \4O �`s A. HER�P EXPIRES:06/30/2017 October 13,2015 i a Pil__ 1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE A111-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Woke connectors.This design is based only upon parameters shown,and is for an individual building component,not I4 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 MfTekg is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI 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 MiTek Industries,Inc.Tue Oct 13 08:52:27 2015 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UYoyUwaQNGrL?8c4dKRgi?R8nYyBt?jFWRd3UAszyTrl2 I 2-0-0 I 1 1-10-1 I I 1-2-0 I I 2-5-3 I Scale=1:21.0 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 11 1 2 3 4 5 63x4= 7 e N . —e. 0 e a a 1.s 11 10 e 9 8 3x4= 3x5= 3x4= 1.5x3 II 3x4= 2-0-12 1 8-2-9I 0-7-0�o 0-7-0 j 1283 I 8-2-9 Plate Offsets(X,Y)– [6:0-1-8,Edgej,[10:0-1-8,Edgej LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.14 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.49 Vert(TL) -0.21 10-11 >670 360 BCLL 0.0 Rep Stress lncr YES WB 0.33 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:54 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/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. \ �S PROFFS( OF ‘,7— c...,gG A '7 (-. 870 2PE ,, c N ,N N - �'oj, OREGON c,Q<C/ 9Occ�BER \\ �S A. HECk EXPIRES:06/30/2017 October 13,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/0312015 BEFORE USE. Design void for use only with Mitel&connectors.This design is based only upon parameters shown,and is for an individual building component,not is a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 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 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:j7axn40sHnThlyaUAczwOszXl UY-G82lomOuct7?EECW?XDE_MKfMbBaSgSasjDjOPyTrl1 I 2-6-0 I I 2-0-15 I I 1-2-0 1 B-¢51 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 N 0 , ' e e e 13 12 11e 10 g 3x4 = 3x6= 3x4= 4x4= 3x4= 10-6-7 11-2-15 I 9-9-15 94117 111-1-7 1 I 14-2-12 I 9-9-15 0.$ 0-7-0 2-11-13 5-7-0 0-141 Plate Offsets(X,Y)— [10:0-1-8,Edgel,[11:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.69 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=-74.4/0,2-13=-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. ,N •q.,� AGN Fq svO `w` 87022 9r (.1(114—",N y' %<OREG O�'� O' <(‘4,1 Or) \ OS A- H E-Ck EXPIRES:06/30/2017 October 13,2015 t ..a. I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. ` 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 properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and 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 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:j7axn4OsHnThlyaUAczwOszUY-kKcg?5PNzFsrOnjZEklWZszj?egBD6k5NzHwryTrlO I 1-4-12 I 1-4-0 X1 W 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 • 0 N K K K K K N A 5 4 3x4 = 3x4= I 2-11-12 I 2-11-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) 0.00 5 -- 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.09 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:15 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=253/Mechanical,5=249/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-4=-309/0,2-5=-304/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)188 lb down at 1-5-2 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:4-5=10,1-3=-100 Concentrated Loads(lb) Vert:2=-188(F) 4 4GANG)NEER /Oiy 870 2PE r N "041.1)1 7 �'oj, OREG N - .0,..) .,� 4IBER \1 `9 A. HE?` EXPIRES:06/30/2017 October 13,2015 1 ' WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not [4 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 MTek° is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component Suite 109 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 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:j7axn4OsHnThlyaUAczwOszX1 UY-G82IomOucf7?EECIMXDE_MKICbGcSkYasjDjOPyTrl1 I 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 I I 1.5x3 I I 1.5x3 I I 1 23x4 = 11 3 4 53x4= 6 o e o o o /p` o N ee a e a 3x4= (� 3x4= 3x4= 3x4= I 3-2-10 13-9-10 I 4-4-10 I 8-6-8 3-2-10 0-7-0 0-7-0 4-1-14 Plate Offsets(X,Y)— [8:0-1-8,Edge],[9:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl 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 Incr NO WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=497/0-2-12,7=412/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-11=-926/0,3-11=-926/0,34=-926/0,4-5=-926/0 BOT CHORD 9-10=0/669,8-9=0/926,7-8=0/771 WEBS 2-10=-804/0,2-9=0/327,5-7=-833/0,5-8=0/303 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)233 lb down at 2-2-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads 10=-8,1-6=-80 4\( _O PPQ1 . Concentrated Loads(lb) c..;.• ANG(NEER /C24. Vert:11=169(B) 9 $70 2PE r 7 N 'N �Aj, OREG N ti� <U� -pO EMBER '``` �O On A- Her%�P EXPI RES:06/30/2017 October 13,2015 it it WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ll, Design valid for use only with MiTel*connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IP11 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Symbols Numbering System A General Safety Notes 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 or offsets are indicated. Personal1 u 1 /a I I (Drawings not to scale) Damage Injury '�� Dimensions are in ft-in-sixteenths. iiM4b‘, Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For O-1/16" 4 wide truss spacing,individual lateral braces themselves 0 may require bracing,or alternative Tor I _ O bracing should be considered. O 1. 1111or 63. Never exceed the design loading shown and never fl CJ stack materials on inadequately braced trusses. d 0 C5 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7-` C.7 Oi— designer,erection supervisor,property owner and plates 0-14g' 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. connectorplates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR-2362,ESR-1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that • Trusses are designed for wind loads in the plane of the specified. i� Indicated by symbol shown and/or g by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs relyon lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, g or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. •/•••••• 15.Connections not shown are the responsibility of others. Indicates location where bearings 1 b.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but reaction section indicates joint ©2012 MiTek®All Rights Reserved approval of an engineer. ( number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® Min size shown is for crushing only. MI/0®/ 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPII: National Design Specification for Metal 19.Review all portions of this design(frontback,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. a T k 0 is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 ID CONFORMS TO DESIGN CONCEPT -' CONFORMS TO DESIGN CONCEPT 0 REVISOONS NOTDDESIGN CONCEPT WITH o NON CONFORMING REVISE&RESUBMIT CONFORMS TO DESIGN CONCEPT WITH GENE, 40'-0' REVISIONS AS SHOWN T. FABRI,,,,,N,OR OF tieSPCCSIEUFT FOR E D . ❑ NON CCNFOR"I'G REVISE AND RESUBMIT {� By 5y.,..Alexia Fukui Date 9/22/14 THIS SHOP DRAWING HAS BEET REVIEWED FOR GENERAL CONFORMANCE MILBRANDT ARCHITECTS WITH THE DESIGN CONCEPT OI_Y My fl NOT RELIEVE THE FABRIC.ATOI:VENDOR OF RESPONSIBILK1010R CONFORMANCE WITH THE CR1 r DESIGN DOINGS SPECIFICATIONS ALL OF WHICH HAVE PRIORITY OVER T/I-`.OP =INC. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. L1 * By: T. • Dare:September IA.2014 i �?R. 'IG 7N�' CJ 1E111 1111 or CJI-' e. CJ2 1M1 V CJs 4 , 411 Li cm _ CJ5 CJS IL V. 6:12 _ CJ6 CJZCu _ CJS CJS Mk _ CA c^9MA C•9600 Va - CJ I _ 2,110 CJ Mik *114 CJ CJ's * CJ- MEV v „ _ 1 CJ9 v 0 .5 i , CJ6 lir \20:12 CA IIE 12 6:12 = CJII 1 CJ5 IIIII CJ13_ - �o:, / __ 1sCJ'l� ) CJ1L a 111111L,1614211( CJ16 /Ili .AL. • '21 1 hilL1111141161 ?' 111.1 . ---1- 1,14:6‘1 /6 AN1 (2) r..._i_ 1 4—iiim , its), ..1 -tyro% .... : _ 191-. :31' .,- %` , 5 as tirli 4 GAME RGHT 11'-' I 1T-71/21 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 °a PROJECT TITLE: REVISION-1:O DRAWINGS FOR ALL BUILDING FURTHER � � INFORMATION.BUILDING PLAN 5-D COFFER DESIGNER/ENGINEER OF RECORD PLAN: DRAWN BY:JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING OF REC �j c 5 / D-D CHECKED BY: DESIGNER/ENGINEER AND APPROVE OF ARD TO p T i� U 3 COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. O[ 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. MiTek USA, Inc. l CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown.Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311,ESR-1988(MiTek). , for ` t v�s i F 26 *i s � 0Y .;s til� t f, xi - FXIII I S 6/ 011 IIIIIIIIOIII 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 #1&BTA 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"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 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: GOND. 2: Design checked for net(-5 psf) uplift at 24 °oc spacing.' 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. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.100" r'( ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" Join together 2 ply with 3"x.131 DIA GUN 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 rows) throughout 2x4 top chords, **HANGER BY OTHERS TO APPLY CONC. 5" oc in 2 row(s) throughout 2x6 bottom chords, 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 T T not exceed 19`1 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 T j 21.30# 21.30# 12 system and components and cladding criteria. 12 10.00 7 N 10.00 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 M-4x6 M-5x8 in the plane of the truss only. M-3x8 M-4x10 M-3x8 A -4 __5 � / ^ M 5x10M co ( u/ _ _ 4"- , , , \ 1- 1 .14,44, ^� - - - v a o� - - _ o o g 10 �� 11 12 13 8 ---/C? M-5x10 M-3x8 M-3x8 M-3x8 M-5x6 M-7x8 y y y3584# y y y y 1-09-14 2-00-13 1-11-01 1-11-01 2-00-13 1-09-14 y y 1-00 11-07-08 is ,Q ROp p, JOB NAME : POLYGON PLAN 5-D NH - AH1 Scale: 0.4231 INS 444, 5/1 q WARNINGS: GENERAL NOTES,unless otherwise noted: Cly ±92I P - f"'" 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: AH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �r�W DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by .«*"*� po Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). iY. 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. 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, },,. ,(As design loads be applied to any component. and are for"dry condhion"of use. t�,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 ifd. i�� 'iT' necessary. 'F'!/�C'r-{A j 4-,"' 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 B.Plates shall be located on both faces of truss,and placed so their center IN VIII VIII VIII VIII VIII VIII IIII IIII TPINVECA In BCSI,copies of which will be furnished upon request. git coincideitwithzjointcenterinches.9. Digits idsize of platein lines. EXPIRES: pr MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 12f 31/2015 1111 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1 00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1.2= 0) 72 2-4=(0) Q BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-64 38( ) 0 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" -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 COND. 2: Design checked for net(-5 Boll 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" @ -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" MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.196" i2 MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9" 10.007 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=1.6, rn Truss designed for wind loads o in the plane of the truss only. 0 0 Cd V O O� MEM 4111210 M-3x4 y ), > 1-00 2-00 (PROVIDE FULL BEARING:Jts:2,4,31 JOB NAME: POLYGON PLAN 5-D NH - AJ1 „AO PR Open Scale: 0.6772 \ � �� c� '.. WARNINGS: GENERAL NOTES,unless otherwise noted: s .y 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual41'. -9G 1 9 r I_ 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 ir 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 4/�� is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as 1 111111.1.,.. plywood where s 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++ t '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. // OR EGpi 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, c �� y� . design loads be applied to any component. and are for"dry condition"of use. /"q .4//' ,� ' 2- 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 CJJ ei�j,, fabrication,handling,shipment and installation of components. necessary. �r R t` 7.Design assumes adequate drainage is provided. 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 IIIII VIII MUM' IIII'IIIA VIII 110 IIII TPI/VVECA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. EXPIRES:C o ihn C 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:1 2/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.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,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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 7 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" 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,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads CO in the plane of the truss only. Mf- VliAllMINI O o� 11111. 1. 4►/ -/ M-3x4 1-00 2-00 1-11-11 'PROVIDE FULL BEARING;Jts:2,4,3I ,„t0 PR Opp JOB NAME: POLYGON PLAN 5-D NH - AJ2co 1 ,, Scale: 0.6371 4'. , 15 )/'may ti, , WARNINGS: GENERAL NOTES,unless otherwise noted: . .(hj,�,;l,J� ,-J-E 9Y.- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual J and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: AJ 2 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 40 DES. BY: LJ is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by +rr P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OREGON r�n1�� fY.. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ♦ vR Ekw1 V {,� /� 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„ Fav `V SEW. : 6051301 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 1 Q,N. '� design loads be applied to any component. and are for"dry condition"of use. 6.Design assumes full bearing at all supports shown.Shim or wedge if �}- �,1�t� TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the necessary. Cfi31 y t t "S fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ARRA'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 VIII VIII VIII VIII VIII I I I VIII III IIII TPIM?CA in BCSI,copies of which will be furnished upon request. Digit coincideI ctwith joint nr nche. 9.Digits indsize of tplate eintinches. q CC MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 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,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 "ox spacinu. 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 = -0.004" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 5'- 7.9' 12 ' MAX HORIZ. TL DEFL = -0.001" @ 5'- 7.9" 10.00 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=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), E. load duration factor=1.6, N Truss designed for wind loads o in the plane of the truss only. II) M r/-- VPIIAAIIIIIIIMIIII 0 ►� 4►2 M-3x4 y y y > 1-00 2-00 3-08-11 'PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME : POLYGON PLAN 5-D NH - AJ3 �I[N �'q.,c�, i Scale: 0.5270 \ ! I J// ! G WARNINGS: GENERAL NOTES,unless otherwise noted: c�c^^�r�+-�yy r� fiE t,;,. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual =�]72•a r Truss: AJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ,, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.n,and at 10'o.c.respectively unless braced throughout their length by 4'!11'•- is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheafhing(TC)and/or drywall(BC). t' fY. 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 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. ", !! ,q_V R EGC N SEQ. : 6051302 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 )t A design loads be applied to any component, and are for"dry condition"of use. <r^ *II' 14 2-C1 b' - 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 ty fabrication,handling,shipment and installation of components. ne . e„R l 1 V 7.Designlaesassumes adequate drainage is truss, 4.!^f 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 11111111111111111111111 TPI WfCA In BCS',copies of which will be furnished upon request. git coincideiindicate 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-1958(MiTek) EXPIRES:1 2/31/2015 11011111 III 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 ICOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,1 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" @ -1'- 0.0" Allowed = 0.100" 1 11 11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL @ 0 MAXBC PANELLL DEFL = 0.001" 1'- 0.1" Allowed = 0.054' '1. '1' MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.196' 12 MAX HORIZ. LL DEFL = 0,000" @ 1'- 10.9" 10.00 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=1.6, Truss designed for wind loads o in the plane of the truss only. 0 c Cd c7/- V O O� N 411 M-3x4 y y y 1-00 2-00 1PROVIDE FULL BEARING:Jts:2,4.31 t0 PR Op, JOB NAME : POLYGON PLAN 5-D NH - ASJ1 sale: D.6772 co s� +�' `$'0 44 WARNINGS: GENERAL NOTES,unless otherwise noted: v �� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual t.' :79.2111 PE (- Truss: ASJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: 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), 'r�rr ,. Cr: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ {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. OREGON ^Kl SEQ. : 6051304 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. ,� 1 4 24- -ir 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. illl A t 1 P P 7.Designassumes adequate ne dthinace is tru ,provided. 4C 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 III I VIII II IIII IIII 11111 IIIIII II IIII TPI/WfCA in BCSI,copies of which will be furnished upon request. git coincidewith jointcenterche. 9. Digits indicatesize of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1e88(MiTek) EXPIRES:12/31/2015 11110111 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- 80(.2250) 562 BC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3= WEBS: 2x4 KDDF STAND; ( 3012) 732 12.13=(-1126) 4566 12- 3=(-1854) 526 18- 6=(-1012) 4520 2x6 KDDF #2 A 3- 4=(-4726) 1198 13.14=( -674) 2628 3-13=( -126) 758 8-19=(-3356) 864 LOADING 4- 5=( -996) 4070 14-15=( -698) 2738 13- 4=( -562) 2454 19- 9=( -714) 3114 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL = 25 PSF Ground Snow (Pg) 5- 6=(-1000) 4076 15.16=( -580) 2416 14- 4=( -368) 1860 894 BC LATERAL SUPPORT <= 12"OC, UON. TC UNIF LL( 75.0)+DL( 21.0)= 96.0 PLF 4'- 0.0" TO 15'- 111.5" V 7- 8=(•4484) 11776 12 7-18=(-1390) 5802 15-2170 15=( -740) 1282 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=(-8355) 2104 BC UNIF NOTE: 2x4 BRACING AT 24"OC UON. FOR BC UNIF LL( 5210,9)+DL( 354.9)= 876.8 PLF 0'- 0.0° TO 14'- 11.5" V 10-11=(-53200) 1322 19-10=( -908) 3932 166.17=( -678) 754 2882 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 100.0)+DL( 28.0)= 128.0 LBS @ 4'- 0.0" 17- 7=( -714) 3176 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 CONC LL+DL= 3584.0 LBS @ 13'- 11.5" LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: LIMITED0'- 0.0" -912/ 3929V -83/ 74H 5.50' 6.29 KDDF ( 625) Connector pa (or no prefix) = orspuTrus, Inc STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 7.3" -2972/ 11613V 0/ OH 3.50' 7.82 KDDF (1485) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 19'- 11.5' -934/ 3796V 0/ OH 5.50" 6.07 KDDF ( 625) ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP COND. 2: Desiqn checked for net(-5 nsf) uplift at 24 "oc spacinq.J Join together 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1;Jnails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 top chords, **HANGER BY OTHERS TO APPLY MAX LL DEFL = -0.032" @ 4'- .6' Allowed = 0.400" 5" oc in 2 row(s) throughout 2x6 bottom chords, CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.062" @ 4'- .6" Allowed = 0.533" 9" oc in 1 row(s) throughout 2x4 webs, MAX LL DEFL = 0.036" @ 14'- .5" Allowed = 0.537" 9" oc in 2 rows) throughout 2x6 webs. MAX TL CREEP DEFL = -0.100" @ 14'- .5' Allowed = 0.717" 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 T T MAX HORIZ. LL DEFL = -0.009" @ 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" f 12 f 4128# T T T T T r'f1P8# '( NOTE:Design assumes moisture content does 12 12 not exceed 19's at time of manufacture. 10.00 7 10.00 7 N 10.00 Design conforms to main windforce-resisting M-4x6 M-4x6 system and components and cladding criteria. 7 M-4x8 8 Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Q (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6load duration factor=1.6, : :;;;øIøIIIøIøIIøø Truss designed for wind loads M-5x1s M-3x4 M-5x12 M-1"5xin the plane of the truss only. 3 4 5 • A Ai Nus MON nn _, _ oNM ® v ,•, v 'I _=_ to LO I I m � 1 - 12 13 14 X15 16 v 17 18 19 -� o MI M-5x8 M-4x6 M-3x6 M-7x8 M-4x8 M-3x6 M-5x10 1 0 M-1.5x3 ,I, 1, y y M-8x14 y y y +�584# , .1- 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 J, yy )' 8-04-08 0-05-08 11-01-08 1-00 y 1, 1, 1PROVIDE FULL BEARING;Jts:1.15.101 19-11-08 1-00 tD PROp JOB NAME: POLYGON PLAN 5-D NH - BH1 Scale: 0.2765 '`` 'y(]�yc,T: WARNINGS: GENERAL NOTES,unless otherwise noted: ��J v tr�,�/�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 . 7211,P J_. '17f,,. Truss: BH1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+- incorporation of component is the responsibility of the building designer. DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by UMW, ' ' DATE: 9/5/2014 the overall structure is the responsibility of the buildingdesigner. continuousxImpactsheathing suchr asb acing requirede sheathing(TC)cad where s shownor drywall(BC). • P Y 9 3.2x Impact bridging or lateral bracing where ++ �EO S /� 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. v E 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, � 0°'N f 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 .J 14, 4` fabrication,handling,shipment and installation of components. necessary. A P ni ` c3.i 6.This design is furnished subject to the limitations set forth by7.Designlaesassumes adequateatedon drainage is truss, andd. `J"`/ PRO' Y 11111111111111111111 V 8.Plates shall be located both faces of truss, placed so their center TPI/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. EXPIRES: MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) GJ1J�(RGO.12/31/2015 IIIIIIIIIIIIII 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 '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 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 TLCREEP LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MMAX MAX TO PANEL LL DEFL = 0.003" @ 1'- 3.7" Allowed = 0.131" MAX BC PANEL TL DEFL = 0.003" @ 1'- 7.7" Allowed = 0.206" 12 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 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, c, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, o Truss designed for wind loads o in the plane of the truss only. CM C7,,__ cl ITIAMINIMIMIMMIIMMIMII 0 O O� ��4 M-3x4 y y ), 1-00 4-00 'PROVIDE FULL BEARING:Jts:2,3,4I ��0 'ROP' JOB NAME: POLYGON PLAN 5-D NH - BJ1 Scale: 0.6882 �N ' ` 44c? 't�15/1C� fes. WARNINGS: GENERAL NOTES,unless otherwise noted: G� 7 !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 Truss: 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. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at 40/ " p 2'o.c.and at 10'o.c.respectively unless braced throughout their length by *�!.. DES. BY: 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++ OREON` 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. 1X SEQ. : 6051306 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,sary. 6.R�+ g TT__ SS TRANS I D: 407540 design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition"of use. 6.Designnecesassumes full bearing at all supports shown.Shim or wedge if j�j 57 14,1 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. 9.lines Dig t nictitate sizejoint of plate incenter inlines. ches. C n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 III (VIII( 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 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" -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,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 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" 10.0017 1 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting II 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, o Truss designed for wind loads in the plane of the truss only. om0 el 0 0 0 o� �� 41111.- 11 M-3x4 ), y 1, 1-00 4-00 (PROVIDE FULL BEARING;Jts:2,4,3I c1, 0 PROF6ss JOB NAME : POLYGON PLAN 5-D NH - BJ2 GIN ;eerr f Scale: 0.582444C^� 'f5/l Q4 WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual T 920•P E t' Truss: BJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at OAP" DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by "r� i" is the responsibility of the erector,Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �"„00,‘a!- 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. 7j ,q,OREGON mac/ 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, f �N, TRANS I D: 407540 and are for"dry condition"of use, f, 1f design loads be applied to any component. 8,Design assumes full bearing at all supports shown.Shim or wedge if '�^� ,4 � + 5.CompuTrus has no control over and assumes no responsibility for the necessary. �`L i fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. "^PI A 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 VIII VIII(III VIII I III(III III III(IIITPI/WfCA In BCS(,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:12/31/2 015 III IIIIIII This 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"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" -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 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 TC PANEL LL DEFL = 0.009" @ 1'- 10.0" Allowed = 0.286" 12 0 MAX TO PANEL TL DEFL = -0.008" @ 1'- 11.4" Allowed = 0.428" 10.00 7 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's 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=1.6, 1.0 Truss designed for wind loads in the plane of the truss only. m 7/- -4- 0 D1/- p... 50 34 M-3x4 y y y y 1-00 4-00 1-08-15 'PROVIDE FULL BEARING:Jts:2,5,3,41 X9 .0 PR Ore JOB NAME: POLYGON PLAN 5-D NH - BJ3SIP ++ /,fiqr ,, Scale: 0.5270 \ '/5/l 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+11 P E r 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 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 by .s'" DES. BY: LJp Y g / .�°'' " - Po Y 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++ 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. `.'37 v„r 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, L-f, ,� ®As. s design loads be applied to any component. nand are for"dry condition"of use. , }r /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 f�` {p,T- fabrication,handling,shipment and installation of components. Designeas. �-^'li A i1-i V 7. assumes adequateated drainage iso provided. +:. 4.5�. 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 111111111111111111111 TPI/WTCA in SCSI,copies of which will be furnished upon request. git coincideiindicate with jointcenter che. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 I 111411 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C -1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 Q BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 1-2=(-48) 41 1.3=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG 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,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Desitin checked for net(-5 Dsf) uplift at 24 "oc spacing.] REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX IC PANEL LL DEFL = 0.003" @ 1'- 2.9" Allowed = 0.131" BOTTOM CHORD CHECKED FOR 1OPSF 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 1' 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, 12 (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=1.6, 10,00Truss designed for wind loads �' in the plane of the truss only. ar 0 0 c N M/__ PlIALMIMIE0 o'`_ 1 3 -,, M-3x4 y y 2-00 (PROVIDE FULL BEARING;Jts:1,3,2J JOB NAME : POLYGON PLAN 5-D NH - BSJ1 `c F619 Scale: 0.7703 c\ ,, �?, ,�t "�(7 WARNINGS: GENERAL NOTES,unless otherwise noted: 4,/ I++I7� / T� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual +921'PPE Truss: BSJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at rte. DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �mr. is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywoodTw0, DATE: 9/5/2014 responsibility 9 designer. required sheathing(TC)were own drywall(BC). the overall structure is the res onsibilit of the building 3.2x Impact bridging or lateral bracing where shown++ '� � (t 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. OREGON I4/ SEQ. : 6051310fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive ,. vj► -N A, design loads be applied to any component, and are for"dry condition"of use. J j- '1)- 14 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 r! s essary. fabrication,handling,shipment and installation of components. DesignDesass ii A 7. assumes adequate ne hdrainage isprovided.truss, ri 5. 6.This design is furnished subject to the limitations set forth by 8,Plates shall be located on both faces of truss,and placed so their center VIII IN Mil 1E VIII IIIA III(IIITPIMfrCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9. Digits indicate size of plate In inches. r� n,+� MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/201 IIIIIIIIIIIIII 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) 79 2-10=( -983) 3050 3-10=(-298) 299 BC: 2x4 KDDF k1&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=1 -413) 1876 4-11=(-746) 536 LOADING 4- 5=(-2473) 1183 12.13=( -791) 2399 11. 5=(-406) 1050 TC LATERAL SUPPORT <= 12"0C. 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 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. D'- 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.I 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 f T NOTE:Design assumes moisture content does 7-04 7-01 7-06-15 7-06-15 7-01 7-04-02 not exceed 19% at time of manufacture. Design conforms to main windforce•resisting 12 M 4x6 12 6.00 / 6.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 44, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �, 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" �. it \ : , / M-1.5x3 M-1.5x3 3 N M Abillillow.; 10 .,.._� ae2 13 o M-3x8 M-3x4 1x.25" 0.25' M-3x4 M-3x8 0 M-5x8(S) M-5x8(S) y ), y y J, y 9-00-11 8-11-05 7-11-14 8-11-05 9-00-13 y ), y ), 1-06-12 44-00 1-06-12 PROF NAME : POLYGON PLAN 5-D NH - Cl Scale: 0.1506 �� ti ' ' WARNINGS: GENERAL NOTES,unless otherwise noted: Ca* ±( '�' rt{� 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: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 1' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced aadr�', DES. BY• LJ responsibilityof the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,,.+ci-10 Cr f= is the 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. 3.20 Impact bridging or lateral bracing required where shown++ OREGON�@ 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. ""•/ 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, design loads be applied to any component, and are for'dry condition"of use. /.. ri, TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the e,necessary.Dassumes full bearing at all supports shown.Shim or wedge if u �`��jy1C ' fl 5 i fabrication,handling,shipment and installation of components. "F'I A IL t"" p P 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPI/VYTCA in BCSI,copies of which will be furnished upon request. necoincidewith joint center che. 9. Dines indicatesize of tplate in inches. v t�, MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" 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- 9=(-1042) 3021 3- 90(.298) 299 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3324) 1271 9.10=( -809) 2538 9- 4=(-182) 616 WEBS: 2x4 KDDF STAND; 3. 4=(-3164) 1308 10.11=( -431) 1847 4-10=(-746) 536 2x4 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) ** For hanger specs. - See approvedplans BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 9 P pP 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" ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.017" @ -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 21-11-15 21-09-01 not exceed 19% at time of manufacture. T f 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. f f f f T f f Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 12 M-4X6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), \I6.00 load duration factor=1.6, 4.0" Truss designed for wind loads 5 4'1' in the plane of the truss only. *0%4 M-5x8(S) 0 0.25" M-5x8(S) .25" • 44 M-1"5x3 /\IIIIkM-1.5x3 #1\ A M M-3x8 ve 0 0°42'7 8 T 9 1 12 ** o o M-3x8 M-3x4 .25" 0.25�1 s M-3x4 0 M-5x8(S) M-5x8(S) ), y y > ; 1, y y 9-00-11 8-11-05 7-11-14 8-11-05 8-09-13 y 1-06-12 43-09 ¢�,0 PR°xe, JOB NAME : POLYGON PLAN 5-D NH - C3 �� GINE --4..., Scale: -*� '!5/l �} WARNINGS: GENERAL NOTES,unless otherwise noted s T^�++yy 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 a•P E r Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown 0, 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 by40,00, is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). WIPP, fr. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ y 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 v ON 1{/ 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, design loads be applied to any component. and are for"dry condition"of use. o"",J, -1).- / t 2_ -*- TRANS I D: 407540 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if J fabrication,handling,shipment and installation of components. necessary. 4. R Ft _- 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 VIII VIII VIII I I IIII I II VIII IIII III TPIM?CA in BCSI,copies of which will be furnished upon request. git 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-1888(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII 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=( 0) 84 2.13=(•1956) 5870 3.13=( -154) 354 2x6 KDDF #1&BTR T2, T3 2- 3=(-6766) 2286 13-14=(-3060) 8274 13- 4=( -486) 1688 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 BOG 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 seriesJoin together 2 ply with 3"x.131 DIA GUN COND. 2: Desitn checked for net -5 rsf u.lift at 24 floc sracinl, nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.005" @ -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 rows) 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 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 T T '4533.30# T T T 33.30# T T 12 12 6.00I/ M-7x8(S) 6.00 M-5x6 M-3x5 0.25" M-3x5 9 M-5x6 T2 . y �. N T3 N. M-1.5x3 M-1.5x3 HV\/\/ r) M-3x8 0 C, M-3x8 M 13 3x8 10.25" 0.2515 M-3x8 16 *12 o M-7x8(S) M-7x8(S) y y 9-03-07 8-06-04 8-04-08 8-06-04 9-00-07 y 1-08 43-09 atO PRpfi�. JOB NAME: POLYGON PLAN 5-D NH - CH1 1E�y, `/' Scale: 0.1499 4tr fC 7/5//r 5// )ry 1. WARNINGS: GENERAL NOTES,unless otherwise noted: p,� •!-�ry,!! ��t-`` fir.- I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 7G L and Warnings before construction commences. building component.Applicability of design parameters and proper �r Truss: CH 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 �II�r DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length byr x �" Po Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). fY. 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 � -N. ,;- 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. '74. v `Y SE Q. : 6051313 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, -I�� design loads be applied to any component. and are for"dry condition"of use. �` 14 -� �r'. 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 CAS fabrication,handling,shipment and installation of components. Dnesign as. , 'Fj A I k2+- 6. " V P P 7.Design assumes adequate drainage is provided. ,en 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 1111111111111111111111111 TPIM?CA in BCSI,copies of which will be furnished upon request. git coincide with jointinches.9. Digits inasize of tplate in lines. Cr� r�J rt MiTek USA,Ir1C./CompulruaSoftware7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1e88(MiTek) EXPIRES:12/31/2015 31/2015 1E1111111 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 N1&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 6.14.1 -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 IC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4061) 1945 7.15=( -276) 155 BC LATERAL SUPPORT <= 12"0C. 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=( 0) 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 BRG 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 0/ 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.] C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.022" @ -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=1.6, 13-03-11 17-04-10 13-00-11 Truss designed for wind loads T 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 T T T f T T T T T T 12 5 9 12 6.001/ M-7x8(S) 6.00 M-5x6 M-6x5 7 0.25" M-8x5 `M 4x6 Q 0 T2 .. > T3. M-1"5x3 \/\/ M-1.5x3 + + 1 °' M-3x8 in v .. 0 13 14 15 16 2 o ~M-3x8 M-3x8 0.25" 0.25' .. *'i M-3x8 o M-7x8(S) M-7x8(S) ; ), y y ), y ), ), 9-03-07 8-06-04 8-04-08 8-06-04 9-00-07 y 1-08 43-09 PR JOB NAME: POLYGON PLAN 5-D NH - CH2 ti INt 0. Scale: 0.1499 '\'3 '7/5//r WARNINGS: GENERAL NOTES,unless otherwise noted: cr'-l�..yy is�'�t-! "�„ /�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 T.7L.!11 t�L.. 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. I 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at r DES. BY: 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 11� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .1 �: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++ OREGON v. 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. '�F' OR EGUtV Ik ((„"r 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, +y> design loads be applied to any component. and are for"dry condition"of use. !,,n, *Q 1- 1 TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if ��JJ )..., nfabrication,handling,shipment and installation of components. Design . 'A A 1 t { 7.Plates assumes adequate drainagehcis truss, L.4- 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I VIII VIII VIII VIII VIII VIII VIII IIII IIIITPI/WfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. 10. CV MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111E 111 - 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 0(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 DF STAND A LOADING 4- 5=(-2567) 1138 15.16=( -700) 2439 14- 5=(-276) 797 LL( 25.0)+DL( 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 BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -3211 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 'COND. 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 19% at time of manufacture. 16-07-11 10-08-10 16-04-11 Design conforms to main windforce-resisting T T T ') system and components and cladding criteria. 5-02-03 0-04-08 5-04-05 5-05-11 5-04-06 T T TT T TT T T 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), T T T TT T TT T T load duration factor=1.6, 12 12 Truss designed for wind loads 6.00 V M-5x6(S) M-4x6 6 M-3x8 a M-4x6 \I6.00 in the plane of the truss only. 0.25" M-5x6(5) 0.25" o M-1.5x3 4\ /*..M-1.5x3 • M M-3x10 Lo O 9 .. A .� � o 13 �a 4 15 16 17 *12 O IM-3x8 M-3x4 0.25" M-1.5x3 0.25 M 3x4 M-5x8(S) M-5x8(S) y y 1, y y 1, ) y y 8-04-03 7-09-04 5-10-09 5-10-09 7-09-04 8-01-03 y 1-08 43-09 WEDGE REQUIRED AT HEEL(S). JOB NAME : POLYGON PLAN 5-D NH CH3 GINE'A,_, �i Scale: 0.1483 \ /[/1 r 4. WARNINGS: GENERAL NOTES,unless otherwise noted: s C]�'0 M Pr'. t- 1.Builder and erection contractor should be adoised of all General Notes 1.This design is based only upon the parameters shown and is for an individual :.7G Truss: 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 budding 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 bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by / p Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r [k. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+... � � y, 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ' ` ,,qq__ 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, f�.`7, }r 14O\ -y TRANS I D: 407540 design loads be applied to any component. and are for"dry condition"of use. tNT' 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if [3 5 necessary. '�'/,t+`'h RIO-.V fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. r"F 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111 TPI VYTCA in BCSI,copies of which will be furnished upon request. lines coincide with jointcenterche. 9. Digits iicde size of plateIn Inches. ) ft 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 EMI' 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" O.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 IC LATERAL SUPPORT <= 12"OC. 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"OC. 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"0C 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) Connector plate prefix designators: 0'- 0.0" 444/ 2038V -198/ 198H 5.50" 3.26 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 44'- 0.0" -444/ 2038V 0/ OH 5.50' 3.26 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -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 = 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" T 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 T T T '( '( ( ( ? T T 12 6 8 12 Design conforms to main windforce-resisting 6.00/ M•4x6 M-4x6 \I6.00 system and components and cladding criteria. M-3x8 5 7 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, �, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6 Sload duration factor=1.6, ( ) M-5x6(S) Truss designed for wind loads 0.25" 0"25" in the plane of the truss only. 4t. o \* M-1.5X3 4j1.5x1\ co co /_ 9 o 1 14 16 17 18 ~V�3 o O M-3x8 M-3x4 0.25" M-1.5x3 0.25 M-3x4 M-3x8 0 M-5x8(S) M-5x8(S) 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 JOB NAME : POLYGON PLAN 5-D NH - CH4 Scale: 0.1623 ` ' iN �-t>, WARNINGS: GENERAL NOTES,unless otherwise noted: 4 ”7/5r�•�i�1 //p /�LI 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual =�7 r r tt'Truss: C 114 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 by44000111. is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywoodr 4, where s 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 SE/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. 7 ,q'OR EGON #{f W. : 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, :L. 'l�J AN design loads be applied to any component. and are for"dry condition"of use. ..,�+, k 2°N ..11,- 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 iJ 14, �, fabrication,handling,shipment and installation of components. necessary. ( P R i y N 1 7.Designlaesassumes adequateod hdrainage Iso sC PRILN' 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of twos,and placed so their center I VIII VIII VIII VIII VIII VIII VIII IIII IIIITPI/WfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. 10. Ct+ n r MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:1 2 31/cr5 01 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-71) 97 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" -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 '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 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 = 0.001" @ 0'- 6.7" Allowed = 0.059" 1-02 MAX TC PANEL TL DEFL = -0.001" @ 0'- 8.7" Allowed = 0.089" T T 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 19N at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. -v Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=1.6, Truss designed for wind loads 10.00 �' o v in the plane of the truss only. 0 M,,.._ 01. O� 4 M-3x4 ), 1-00 'PROVIDE FULL BEARING:Jts:2.3.4' 6-00 JOB NAME : POLYGON PLAN 5-D NH - CJ1 Scale: 0.6954 ti Q 4 +�51 WARNINGS: GENERAL NOTES,unless otherwise noted: e{ +'t' 1^' /� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual G Truss: CJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper /'�r • 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at 4{ . DES. BY: LJ is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by rry . po y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,0°,411,00,- DATE: ' 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++ vEtia( itl� 1,. SEQ. : 6051317 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 b, A. `ri 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, -- ew �4 �design loads be applied to any component. and are for"dry condition"of use. ,U 14, -Sr' TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 8.nDecessrassumes full bearing at all supports shown.Shim or wedge if �y(y tt tt fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. r'1 1 4.1' 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII II II VIII VIII VIII IIII IIII TPI/WfCA in BCSI,copies of which will be furnished upon request. Digit coincide with jointcenterinches.9. Digits idsize of platein lines. .17 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 IIII III VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 10&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=(-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 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" -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. GOND. 2: Design checked for net(-5 psf) 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" 2-04-06 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" f '' 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 7' 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 19R at time of manufacture. 'I Design conforms to main windforce-resisting system and components and cladding criteria. l Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, is- (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads N in the plane of the truss only. M/- v 0 o� ►� ►�4 -/ M-3x4 y y y 1-00 'PROVIDE FULL BEARING;Jts:2,3,41 6-00 peo JOB NAME : POLYGON PLAN 5-D NH - CJ2 - � �� Scale: 0.6704 * 1i'7/5)//',r' { WARNINGS: GENERAL NOTES,unless otherwise noted: „ft^-��++�� p f.- �q,.- !� 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 0 S!�E Truss: CJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper r 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ,.. - 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom 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). .„,.+041.94- '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++ tFiGON 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 Ix i SE Q ncorrosive environment, TRANS I D: 407540 design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition"of use. 6.Design assumes full bearing at all supports shown.Shim or wedge if / '��' 14 20 4fabrication,handling,shipment and installation of components. 7.necessary. "1' 'Ri:� V Design assumes adequate drainage is provided r1 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 VIII NMI IIII Ill (IIII II El TPINYfCA in BCSI,copies of which will be furnished upon request. git coincideictwith joint tecenter lines. e. Digits indicate size of plate in Inches. cc MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.5=(-49) 63 3.5=( 0) 76 BC: 2x4 KDDF 81&BTR SPACED 24.0" O.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 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -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,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2OHS,M18HS,M16 = MiTek MT series �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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 T MAX LL DEFL = -0.001" @ 2'- 5.5" Allowed = 0.159" MAX IC PANEL LL DEFL = 0.003" @ 0'- 11.5" Allowed = 0.081" 12 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-3X4 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. �� Design conforms to main windforce-resisting .10. o system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDoistur ASCE 7-10, M-3x5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), PQ load duration factor=1.6, jillillIMMillTruss designed for wind loads chi �, 5 g 11.-----=.14in the plane of the truss only. a ,�� M-1.5x3 o� ....-=.0 M-5x6 ++2X WEDGE W/(2) M-2.5X4 TYP. - 2.75 12 y ) 2-05-08 2-09-13 0-08-11 > y y y 1-00 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING;dts:2,4,61 JOB NAME : POLYGON PLAN 5-D NH - CJ2C Sale: 0.5669 w hlr1$// i:. WARNINGS: GENERAL NOTES,unless otherwise noted: ( s JL,!/ o CJ2C 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 9t. I'E 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. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 420000" DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by +, , P b 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++ xnA+ �/`" 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 -y SEQ. : 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, , design loads be applied to any component. and are for"dry condition"of use. ''„ i 4, 2-� :-.7‘7 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 fi necessary. /1/. " RI ' V fabrication,handling,shipment end installation of components. 7. necessary. assumes adequate drainage is provided. r-f 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 All 1011 III EMI III I I I III 111 IIII TPINYfCA in BCSI,copies of which will be furnished upon request. git coincide with jointacenter lines. 9.Digits indicate size of plate in inches. EXPIRES: pp h MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1,15 1-2=( 0) 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"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 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: C,CN,C18,CN16 (or no prefix) = ormpuTrusLL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 55V 0/ OH 5.50" 0.09 KDDF ( 625) p , Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REgUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1COND. 2: Design checked for net(-5 osfl uplift at 24 "oc soacing.1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -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 IC 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 V -/ MAX HORIZ. TL DEFL = 0.000" @ 3'- 6.1" NOTE:Design assumes moisture content does 0 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, co (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, 4 Truss designed for wind loads in the plane of the truss only. co co O/ O ��4 M-3x4 ), y y 1-00 1PROVIDE FULL BEARING;Jts:2,3,41 6-00 JOB NAME: POLYGON PLAN 5-D NH - CJ3 -C,,;<-." O'� S Scale: 0.5917 J ..,, / WARNINGS: GENERAL NOTES,unless otherwise noted: �. lr 1- b/.- fr�rr+�s✓ * -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 r`92 41 0 PE 1'` Truss: CJ 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. DES. BY: LJ 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 1 0'o.c,respectively unless braced throughout their length by r�l� 4 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++ -ftlft t CC SEQ. : 60513204. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. - OREGON (ii 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 -.7 N A, TRANS I D: 407540 design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if 1 P fabrication,handling,shipment and installation of components. necessary. A. ii IRI` 7.Design assumes adequate drainage is provided. `tel t- II 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 11111111111111111111111 TPI/WfCA in BCSI,copies of which will be furnished upon request. Tines coincideidatwithzjoint center lines. 9.Digits indicate size of plate in inches. EXPIRES: CC�* rf J MiTek USA,IDC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) Cn PI RES:1 G!31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 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 SO,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,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 osf) uplift at 24 'cc 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" NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.00 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, r Truss designed for wind loads �� r in the plane of the truss only. N MIIIIIIIIIIIIIIIIIIIh,- 4 M IM V' o m o M-1.5x3 ,/- ►t 6 0 0 M-3x4 M-3x4 M-3x4 y y y 2-03-12 3-08-04 y 1, y y 1-00 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING;Jts:2,4,7' c\tD Ropes JOB NAME : POLYGON PLAN 5-D NH - CJ3CSale: 0.4986 � '� r 17 WARNINGS: GENERAL NOTES,unless otherwise noted: G'� ±t IIP ('• 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: CJ3C 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 e '00***.''' 2.Design assumes the lop and bottom chords to be laterally braced at DES. BY: LJ responsibilityof the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by !x is the 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++ -III � 11U I, S E Q. : 6051321 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. O 1x `V fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used m anon-corrosive environment, 1- 4. design loads be applied to any component, and are for"dry condition"of use. h, TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 8'necessary, assumes full bearing at all supports shown.Shim or wedge if /II1 4'itT' fabrication,handling,shipment and installation of components. ry .1iR 1 - p 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by B.Plates shall be located on both faces of truss,and placed so their center - 1111111111111111111111 TPI VJTCA in BCSI,copies of which will be furnished upon request. git coincideiitwith jointcenterinches.9. Digits idsize of platein lines. C 7 nt7 MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 111 11 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" 0.C. 2.3=(-109) 95 TC LATERAL SUPPORT <= 12"OC, UON. LOADING BC LATERAL SUPPORT <= 12"OC. VON. 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" -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,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" 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" '( T 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" 12 MAX HORIZ. LL DEFL = -0.001" @ 4'- 8.4" I MAX HORIZ. TL DEFL = -0.001" @ 4'- 8.4" 10.007 j 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=21,2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ti (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. v M VrligilIM O/- -V 0 m." -11 4 M-3x4 ), ), y 1-00 6-00 'PROVIDE FULL BEARING;Jts:2,3.41 ck ,0 P R Qice JOB NAME: POLYGON PLAN 5-D NH - CJ4 � (ry is Scale: 0,5377 * {) ` /5//` WARNINGS: GENERAL NOTES,unless otherwise noted: +rr��++yy r�t- /� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual :7G+ r i_ r" Truss: CJ 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.Addaional temporary bracing to insure stability during construction 2.Design assumes the top end 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 sheathingsuch as plywood sheathing(TC)C and/or d ."'- ra fy„ DATE: 9/5/2014 responsibilitybuilding designer. Impact r p ig q g T ) rywall(BC). - "^c. the overall structure is the res onsibilit of the 3.2x or lateral bracing required where shown++ nn 4SEQ. : 6051322 .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 r„n •G0N ,�^^,,,,1 E; ts, ,-, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, A.. TRANS I D: 407540 design loads be applied to any component. and are for"dry condition"of use. "''"1+, 4 ' .}' 0 14, 2. �1. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 'r J 0 fabrication,handling,shipment and installation of components. necessary. PRO'7.Designassumes adequate ne dthinac a Is truss, C: 4- 8.This design is furnished subject to the limitations set forth by 8,Plates shall be located on both faces of truss,and placed so their center II IIIIII IIID VIII I III IIII III I IIIIII TPI/WTCA in SCSI,copies of which will be furnished upon request. git coincide withzjointcenterInches.9.Digits indicate size of plate in Inches. O MiTek USA,InC./COtnpuTfuS Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.6=( -93) 129 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.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 IC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 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) Connector plate prefix designators: 6'- 0.0" -1/ 115V 0/ OH 5.50" 0.18 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = Compulrus, 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. 'COND. 2: Design checked for net(-5 osf) 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 MAX HORIZ. LL DEFL = -0.007" @ 5'- 7.5" T T 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 V 0 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 4. itiii . r. M 91 T r/- m �7 -V c, _ M 3x4 o M-1.5x3 �� 6 0 0 M-3x4 M-3x4 ,1 .1 ), 2-03-12 3-08-04 ,1 y > y 1-00 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING:Jts:2,4,7' �`0 PR Or�- JOB NAME : POLYGON PLAN 5-D NH - CJ4C 51 ,, Scale: 0.4610 \ '-'7 � l5 //may C' WARNINGS: GENERAL NOTES,unless otherwise noted: i 0 2+J*P E' 1�..- CJ4C 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual L 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. 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 ,,.. *w� �J DES. BY: LJIs the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(OC). 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 b, �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. " b, W 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, y design loads be applied to any component. and are for"dry condition"of use. 1 ' 2.4 "A- 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 AII � fabrication,handling,shipment and installation of components. neessary. •YJ !i V P P 7.Designassumes adequateated othdrai face Is provided. PRILA''' This design is furnished subject to the limitations set forth by 8,Plates shall be located on both faces of truss,and placed so their center 111111111111111111 TPIANfCA In SCSI,copies of which will be furnished upon request. git coincideicwith joint center nche. 9.Digitssindsize of tplate in inches. ICs MiTek USA,Inc./CompuTrua Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 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 BUG 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,CN1B (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 nsf) uplift at 24 "oc spacing.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" 5-11-10 MAX TC PANEL LL DEFL = 0.160" @ 3'• 7.2" Allowed = 0,478° T 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" (6 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 o in the plane of the truss only. v 0 I.0 CO LS jl1=IMIMII=111MMIII=I=11=1C:,o 04-7. 1 41/4- 1 M-3x4 ), ), y 1-00 6-00 IPROVIDE FULL BEARING:Jts:2,4,3I PR JOB NAME : POLYGON PLAN 5-D NH - CJ5 Scale: 0.4821 ,c � p'e`.� t WARNINGS: GENERAL NOTES,unless otherwise noted: '�f .-� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual tt. It:922!•PE r-- Truss: CJ 5 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. DES. BY: LJ 3.Additional temporary bracing to insure stability during construction ,01'2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous DATE: 9/5/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). P Y 9 3.2x Impact bridging or lateral bracing where shown++ 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. '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, ,R;" TRANS I D: 407540design loads be applied to any component. and are for"dry condition"of use. 6. 1' 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge iffr h nfabrication,handling,shipment and installation of components. Design assumes. A. fi Alt_ } i' 6.This design is furnished subject to the limitations set forth by7.Design adequateatedon drainagehace is provided.a. °j'"! 5. 11111111111111111$11111 V 6 Plates shall be located both laces 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 indicate size of plate In Inches. vv (r3�CCc MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-6=(-150) 175 6-5=( 0) 18 BC: 2x4 KDDF Ni&BTR SPACED 24.0" O.C. 2-3=(-257) 55 5.7=(-195) 224 5.3=( 0) 51 WEBS: 2x4 KDDF STAND 3.4=( -87) 66 3-7=(-249) 216 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" -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. 'COND. 2: Design checked for net(-5 osf) 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" 1' '1 NOTE:Design assumes moisture content does -/ not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 7) system and components and cladding criteria. 10.00 7 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 a 4/1 9N 7/-- it u, 7 o� -J M-3x4 a M-1.5x3 M-3x4 M-3x4 y ) ) 2-03-12 3-08-04 J ) y ) 1-00 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING:dts:2,7,4' 61 Scale: 0.4046 "^C , . fi, f JOB NAME : POLYGON PLAN 5-D NH - CJ5Cl�1511` WARNINGS: GENERAL NOTES,unless otherwise noted: f,� . G`�E1 T" /� /� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: 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. 1 3.Additional temporary bracing to insure stabilgy during construction 2.Design assumes the top and bottom chords to be laterally braced at r ' DES. BY: LJ responsibilityof the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by rwrt is the continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). tY. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f,`Z" SEQ. : 6051325 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. OREGONtx 'v fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, `s design loads be applied to any component. and are for"dry condition"of use. ,r� h,, TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 8.necessary.DSignassumes full bearing at all supports shown.Shim or wedge if * 1 4' c:6 T" fabrication,handling,shipment and installation of components. PRO- 8. R ir-- p P 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center nche. 9.Digits i dsize of tplate in lines. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. 2-3=(-217) 192 3.4=(-115) 66 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" -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 10PSF LIVE LOAD. TOP GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 -/ MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.074" @ 2'- 9.2" Allowed = 0.481" /10.00 MAX TC PANEL TL DEFL = -0.073" @ 2'- 11.9" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.003" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.003" @ 5'- 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. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads in the plane of the truss only. co co r/- vo7- -7 o y y y 1-00 6-00 1-02 'PROVIDE FULL BEARING:Jts:2,5,3,4I .ritJOB NAME: POLYGON PLAN 5-D NH - CJ6t� Qx s,� Scale: 0.45784.4c 4 5//7' Q WARNINGS: GENERAL NOTES,unless otherwise noted: rr'-�i++--a� t-�t- �'/ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92 t�E Truss: CJ 6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. > r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length byJw�" is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywoodt�r" tr.• DATE: 9/5/2014 responsibilitybuilding designer. Impactor required where shown or drywall(BC). r "c the overall structure is the res onsibilit of the 3.2x bridging lateral bracingre wired where ++ OREGON �If`��' 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, V R EGON Y 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, � *� S_As � design loads be applied to any component. and are for"dry condition"of use. /:j .47), 14 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 J � 46 fabrication,handling,shipment and installation of components. necessary. Jlj R Ati + 7.Design assumes adequate drainage is provided. RAO- 7. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII VIII VIII Ill IIII IIII TPINVECA in BCSI,copies of which will be furnished upon request. git coincide with jointcenterches 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 IIIIIIIIIIII This 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&BTA 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 KDDF STAND 3.4=(-165) 126 3.8=(-229) 165 LOADING 4-5=( -62) 26 TC LATERAL SUPPORT 4= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT 4= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 42.0 PSF 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,CN18 (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 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 osf) 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 < MAX HORIZ. TL DEFL = 0.009" @ 5'- 7.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 11 � Design conforms to main windforce-resisting system and components and cladding criteria. '( Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 12 10.00 V M-4x6 4` 111111111 c, M-3x4Atsig.... �o v �cw��411 M-3x4 e M-1.5x3 0 0 M-3x4 y y y 2-03-12 3-08-04 J' ) y )' 1-00,, 2-05-08 4 08 09 ,, , 6-00 1-02-01 'PROVIDE FULL BEARING;Jts:2,8.4,5' `k ° PRQps JOB NAME : POLYGON PLAN 5-D NH - CJ6C c� G«k.;p_ s./ Scale: 0.3413 �C\ '7 lr//77. C' 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 921 r 1. r Truss: CJ 6C and Warnings before construction commences. building component.Applicability of design parameters and proper ,r 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ,r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r DES. BY: LJ p y 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 1-* OREGON1,- 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. ' !! ,,gy�pp__ 'K! SEQ. : 6051327 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, .- `71 j 4r1 design loads be applied to any component, and are for"dry condbion"of use. 2G. 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 t7 q cessary. fabrication,handling,shipment and installation of components. ne Design ass P'i ry i t 1 'V P P 7. assumes adequate drainage is provided '�!^J rl L4• 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII IIII VIII VIII I I VIII IIII IIII TPIM?CA in SCSI,copies of which will be furnished upon request. git co incide withzJoint center nche. 9.Digitssi int ide size of plate in inches. [] CC» D r1 MiTek USA,Ina/CompuTrus Software+7,6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXP RCS:1.2/31/2015` 11111111111 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 #I&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-266) 237 72 2-5=(0) 0 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 3-4=( -90) 38 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" -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,C18,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 tOPSF LIVE LOAD. TOP 1COND. 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" ,I 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" 12 NOTE:Design assumes moisture content does 10.00 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting �w 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. co vSAIIMIEMMINIMIMIMIMIMI o/- 5 ems. -/ 0 1 M-3x4 y y ), .1 1-00 6-00 2-04-07 1PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME: POLYGON PLAN 5-D NH - CJ7 <c, PR pe S, Scale: 0.4129 •°,049. /0 WARNINGS: GENERAL NOTES,unless otherwise noted: c�rG+� 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 '' J 9 I P Truss: CJ 7 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2n4 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 �m"n 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 ltdjws 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++ C C r] 4.No load should be applied to any component until after all bracing and 4, Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 6051 328 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, 2P ?:..1- k.. `ems design loads be applied to any component. and are for"dry condition"of use. 6 / TRANS I D: 407540 ,� 5.CompuTrus has no control over and assumes no responsibility for the .Design assumes full bearing at all supports shown.Shim or wedge it fabrication,handling,shipment and installation of components. necessary. 7t. #�1 7.Design assumes adequate drainage is provided. 'j"1 Al 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 I VIII VIII VIII VIII VIII VIII VIII IIII IIIITPI/VrCA 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:12/31/20 1 III 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&BTR 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 BEARING MAX VERT MAX HDRZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -29/ 386V -93/ 249H 5.50" 0.62 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 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,M2OHS,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 osf) uplift at 24 "oc saacing.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 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" T l' NOTE:Design assumes moisture content does -s not exceed 1996 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. /M-3x4 Wind: (All40 mHeights),7Enclosed,4Cat.2, Exp.B,ASCE MWFRS(Dir), load duration factor=1.6, inTruss thedplaneed offor thewind trussoads onl P Y• (0 Mill -/ v O 1, y .1- 2-03-12 2-03-12 3-08-04 y y > y 1-00,, 2-05-08 5-10-1 , y 6-00 2-04-07 'PROVIDE FULL BEARING:Jts:2,8,4.51 JOB NAME : POLYGON PLAN 5-D NH - CJ7C Scale: 0.3027 �� GENERAL NOTES,unless otherwise noted: 4i? + �•� 9 WARNINGS: � �f P E Y"'- /� 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: CJ7C 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. Ale -,,, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4611110.0, DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ftp . p ty 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. OREGON Ix 'v SEW. : 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, �`s design loads be applied to any component, and are for"dry condition"of use. t�, TRANS I D: 407540 0.CompuTrus has no control over and assumes no responsibility for the 6.Design ssumes full bearing at all supports shown.Shim or wedge if /Id'714/ -\ i 1� T" fabrication,handling,shipment and installation of components. . "^1:1 R 1 L1"` P Po 7.Design assumes adequate drainage is provided. 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III 11111 NEI 0111 VIII VIII IIII IIII TPIMIrCA in BCSI,copies of which will be furnished upon request. git coincide with jointacenter linche. 9. Digitssdsize of plate in inches. n 7) rs MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPO RES:12/31/201 5 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =l 00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2= 0) 72 2.5= q BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0. 2.3=(-319 2286 (O 0 3-4=(-102) 45 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 BAG 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,CI8,CN1B (or no prefix) = CompuTrus, Inc 5'- 11.2" -250/ 379V 0/ OH 1.50" 0.48 KDDF625 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 tOPSF LIVE LOAD. TOP [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -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 = -0.004" @ 9'- 6.1" MAX HORIZ. TL DEFL = -0.004" @ 9'- 6.1" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 10,00 y 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 CO 01 7.,- .4- c..,_ � v o� �� 0 5.. -/ M-3x4 ) ), 1, y 1-00 6-00 3-06-14 'PROVIDE FULL BEARING;Jts:2,5,3,41 0 PR p c JOB NAME : POLYGON PLAN 5-D NH - CJ8 � � e� , 1N /- Scale: 0.3715 ,5 '7/5//r '.. WARNINGS: GENERAL NOTES,unless otherwise noted: '� 'V 92 PE" 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual . 41 I:f L. Truss: CJ 8 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. f 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'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). yr DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1M OREGON SEQ. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. '774 4 OREGON SE Q. : 6051330 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses we to be used in a non-corrosive environment, �� design loads be applied to any component. and are for"dry condition"of use. /.,+�, 'Q ,� (� 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 C J j # � fabrication,handling,shipment and Installation of components. necessary. '� 'R ‘.,ii7.Design assumes adequate drainage is provided t'7 Ai i 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 I VIII VIII VIII VIII VIII VIII I III II I IIII TPI/VVrCA in SCSI,copies of which will be furnished upon request. lines coincidediatwith joint center lines. 9. Digits indicate size of plate in inches. EXPIRES: 01 nnn 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 VIII IIIIIIII 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 #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=(-374) 304 3.4=(-142) 57 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -56) 0 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" 9.2" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 376V -117/ 331H 5.50" 0.60 KDDF ( 625) C,CN,C18,CN1B (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 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 -/ MAX LL DEFL = -0.002" 8 -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003° 8 -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.001" 8 10'- 9.2" Allowed = 0.077" MAX TL CREEP DEFL = -0.001" 9 10'- 9.2" Allowed = 0.103" MAX TC PANEL LL DEFL = 0.064" 9 3'- 4.9" Allowed = 0.481" G1 MAX TC PANEL TL DEFL = -0.072" 9 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.006" 9 9'- 11.2" MAX HORIZ. TL DEFL = -0.006" 9 9'- 11.2" 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 10.00 7 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), b v load duration factor=1.6, o Truss designed for wind loads rn in the plane of the truss only. M r/- Iiii of- 6►-' -/ o M-3x4 1, y y 1, 1-00 6-00 4-09-04 'PROVIDE FULL BEARING;Jts:2,6,3,4' JOB NAME: POLYGON PLAN 5-D NH - CJ9 0� PR fip 'r, Scale: 0.3424 {� �� WARNINGS: GENERAL NOTES,unless otherwise noted: [� " ry+t p E 95r 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,', 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 moi. DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length byr�r �" P Y 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++ O�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, '7" ,q_ ^*J 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, r,, !,� t� � design loads be applied to any component. and are for"dry condition"of use. 14, 2,0 t� TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if �}Ic9 T' fabrication,handling,shipment and installation of components. necessary. ,Y( F# y�` V P Po 7.Design assumes adequate drainage is provided. rl 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 1111111111111111111111 II VIII III VIII I III VIII VIII IIIIIIII TPI/WfCA in BCSI,copies of which will be furnished upon request. git coincide with jointanr lines. 9.Digits Indicate size of plate in inches. o MiTek USA,Inc./CompuTfueSoftware7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cp=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" D.C. 2.3=(-411) 381 3.4=(-192) 140 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4.5=( -55) 29 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" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -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. COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 101 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" I'0 MAX HORIZ. TL DEFL = -0.007" @ 11'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 10,00 V 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, C3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, .‘i- Truss designed for wind loads jl • in the plane of the truss only. M V Pillill _ O -> 6'. M-3x4 y y y y 1-00 6-00 5-11-11 1PROVIDE FULL BEARING:Jts:2,6,3,4,51 ck0 PROFe JOB NAME : POLYGON PLAN 5-D NH - CJ10 IN> �,� Scale: 0.3221 *` 5// { WARNINGS: GENERAL NOTES,unless otherwise noted: s /ryry/ p t- "/' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual -92 a t t�E Truss: CJ 10 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure 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 N111.011. xdorP 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. 3.20 Impact bridging or lateral bracing requiredmeed where shown++ 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. OREGON 4y 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, ) +� !C, design loads be applied to any component. and are for"dry condition"of use. }` }� 1 " � -,., 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 ifntyy fabrication,handling,shipment and installation of components. ecessary. P R I{ 4 7.Designassumes adequateadodrainagehcis truss, 4.5.w 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 IIIIII VIII VIII VIII VIII VIII VIII III IIIITPI/VVI-CA In BCSI,copies of which will be furnished upon request. lines coincide withjoint center tines 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 x2015 1111111 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 1-2v( 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 SQ.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,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" -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. 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 = -0.002" @ -1'- 0.0" Allowed = 0.100° :1 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' MAX TC 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 (1 not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 10.00 system and components and cladding criteria. 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=1.6, Truss designed for wind loads '.4. in the plane of the truss only. g '_ r, o 0 • M-3x4 > y y y 1-00 6-00 7-01.10 (PROVIDE FULL BEARING:Jts:2,6,3,4,5' ,s`'p PROres JOB NAME : POLYGON PLAN 5-D NH - CJ 11 Scale: 0.2976 ,c,;',- INk' (9'0 5/J * WARNINGS: GENERAL NOTES,unless otherwise noted: / . +y f p C tr 1.Builder and erection contractor should be ativised of all General Notes 1.This design is based only upon the parameters shown and is for an individual GG t"E Truss: CJ 11 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4#415.- DES. / + DES" BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by .rte+ i " Po Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ^'" LZ.DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2o Impact bridging or lateral bracing required where shown++ �� SEQ4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ,," S E Q. : 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, As design loads be applied to any component. and are for"dry condition"of use. '` j 'c j"` 1 20 C�+ 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 c3 T' fabrication,handling,shipment and installation of components. Design assumescessary. L`'ij t-y t�1 V P 7.Design adequate drainage is provided C r'F fl Vr 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111 TPtP/VECA in BCSI,copies of which will be furnished upon request. Digitsgit coincide withizjoint ate inr lines. 9.linesindicate size of plate in inches. CS C t+ MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 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 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4=(-109) 56 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" -22/ 375V -111/ 296H 5.50" 0.60 KDDF ( 625) Connector plate prefix designators: C,CN,CI8,CN18 or no prefixLL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50° 0.11 KDDF ( 625) ( p ) = 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 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" 8 -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" 1� MAX TO 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 1996 at time of manufacture. 12 Design conforms to main windforce-resisting 10.00 7 system and components and cladding criteria. Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=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 co in the plane of the truss only. 0 co co 7 0� 5=� -/ 0 M-3x4 )" I I I 1-00 6-00 3-11-12 [PROVIDE FULL BEARING:Jts:2,5,3,41 JOB NAME : POLYGON PLAN 5-D NH - CJ 12 tG iNk- ss Scale: 0.3645 C?F� C', lir//0 WARNINGS: GENERAL NOTES,unless otherwise noted: 'kJ //g�y lir �� -y /� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual `g2+I P E t"F Truss: CJ 1 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c.respectively unless braced throughout their length by ,,,e' r 4, " DATE: 9/5/2014 responsibility designer. continuous sheathing such as plywood sheathing(TC)and/or drywall BC. ,00.4440.1P the overall structure is the res onsibilit of the building 3.2z Impact bridging or lateral bracing required where shown++ ( ) IM 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. 7 OREGON EGO(if `i 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, ,gyp+ ,Cy design loads be applied to any component. and are for"dry condition"of use. /,,"++++,� "i f. 20 � TRANS I D: 407540 8.Design assumes full bearing at all supports shown.Shim or wedge if �-/ 14,5.CompuTrus has no control over and assumes no responsibility for the necessary. ,fir !i t fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. `�,'R R 1 L.>ti^' IIIIII VIII VIII VIII VIII VIII VIII IIII IIII 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WiCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. r n MiTek USA,InC./Compulrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/201 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 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= 222 3-4=( -91)237 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" -24/ 378V -68/ 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) = CompuTrus, 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. ]COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -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" 'O MAX TO PANEL TL DEFL = -0.077" @ 3'- 2.4" Allowed = 0.722' MAX HORIZ. LL DEFL = -0.003" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.003" @ 7'- 10.9" 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=22.5ft, 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 o in the plane of the truss only. co r,- aPAIMIIIMIMIIMIMIMIMIMIE c,'/- 5 ►� 5.1=4.10 M-3x4 > y y 1-00 6-00 1-11-10 ]PROVIDE FULL BEARING;Jts:2,5,3.4] D PRop,,�, JOB NAME : POLYGON PLAN 5-D NH - CJ 13 Scale: 0.4253 p WARNINGS: GENERAL NOTES,unless otherwise noted: C' :I 72.**PE 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 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. 3.Additional temporary bracingto insure stabilityduringconstruction 2.Design assumes the top and bottom chords to be laterally braced at7111111"PE''S pry 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,,w+ r, iu . #17, it. DES. BY: LJ s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalt(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. SEQ. : 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, Aiii.- (� i design loads be applied to any component. and are for'dry condition"of use. ty.T` 8.Design assumes full bearing at all supports shown.Shim or wedge if i TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the necessary. R ti 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 IIIIII VIII VIII VIII VIII VIII I III IIII IIIITPI WTCA in BCSI,copies of which will be furnished upon request. 9 Iines Digss indicate with sizeofoint plate in cennes. ter 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 IIIIIIIII IIS 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 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,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 nsf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -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" V' 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=21.7ft, 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 o in the plane of the truss only. -4- c, in CO 7/- t v o/- 0 111.-=1011q 07.....7411 M-3x4 y y y 1-00 6-00 'PROVIDE FULL BEARING:Jts:2,4,3) JOB NAME : POLYGON PLAN 5-D NH - CJ14 IN 61 Scale: 0.4821 { �5 { WARNINGS, GENERAL NOTES,unless otherwise noted: ff��rr-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 4C ==7 G 41 I FD E r Truss: CJ14 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 }r 4 Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood �'" ! sheathing(TC)and/or drywall(BC). 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++ r�+r s/-.n/^� f 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_r✓R Ek1V N l� ',X 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, ".7 N �, design loads be applied to any component. and are for"dry condition"of use. 11 )" .� 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 SJ fabrication,handling,shipment and installation of components. necessary. t 16 7.Designassumesadequateon edth drainage isprovided.truss, 1�•,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 IIIIII VIII VIII VIII VIII IIIIIIIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. Digit coincideinctwith joint centerches 9. Digits indicate size of plate in inches. t n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 111 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF 1,1&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,CI8,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=L1240, 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" � NOTE:Design assumes moisture content does 12 I') not exceed 19's at time of manufacture. 10.00 7 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=l.6, Truss designed for wind loads in in the plane of the truss only. CV O LO C") 7/- Cr ooh W-=04►� M-3x4 y 1, y 1-00 6-00 'PROVIDE FULL BEARING;Jts:2,4,3I t�t0 PR Opp S JOB NAME : POLYGON PLAN 5-D NH - CJ 15 scale: 0.4840 �`- `ryG1INE' -,,- WARNINGS: GENERAL NOTES,unless otherwise noted Ct.45 i l,// 1^ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual T,92*11`L r Truss: CJ 15 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. 41,1110 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.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 'ter' P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 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 r` SE /� 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '13 �f 14" SE Q. : 6051337 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, 4Lf ,1 °a1 `4" design loads be applied to any component. and are for"dry condition"of use. r' �'" 1 4 �, - T BANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if •" VVne ary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided r!Ai4 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII III VIII I III VIII I III IIII III TPIM?CA in BCSI,copies of which will be furnished upon request. Digit coincide with joint center nche. 9. Digits inasize of tplate in inches. MiTek USA,InC./COmpuTrue Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-89) 81 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: 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: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 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" T T MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.109" MAX IC PANEL LL DEFL = 0.024" @ 2'- 1.8" Allowed = 0.300" 12 MAX BC PANEL TL DEFL = -0.035" @ 3'- 1.4" Allowed = 0.339° 10.00 MAX HORIZ. LL DEFL = -0.001" @ 3'• 10.2" MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.2" ) 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. Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, -- (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), r load duration factor=1.6, O Truss designed for wind loads o, in the plane of the truss only. M V OArIAIIMENEMINIMINIMIMINMINI /- c, ► ��4 M-3x4 ), y y 1-00 (PROVIDE FULL BEARING:Jts:2,3,4I 6-00 JOB NAME : POLYGON PLAN 5-D NH - CJ16 ,r0PRO� so, Scale: 0.5678 \ X715,1,,9 , WARNINGS: GENERAL NOTES,unless otherwise noted: (7riif �!!'� 9. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ' �: '92•*P E S`"^ Truss: CJ16 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. > 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by moi. is the responsibility of the erector.Additional permanent bracing of +aMe. '- DATE 9/5/2014 responsibilitybuilding 9 continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). the overall structure is the of the designer. 3.2x Impact bridging or lateral bracing where shown++ + + it SEQ. : 60513384. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '3! OREGON f„ ifasteners 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, 2�\Lk 4, TRANS I D: 407540 design loads be applied to any component. and are for"dry condition"of use. �+ 1' ' 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if \,,, nfabrication,handling,shipment and installation of components. Designe . A,. fi JR �� 7. laesassumes adequate ne 41 flocatedon faces of truss,and placed so their center VIII(VIII VIII VIII VIII VIII VIII II I(III TPI/WTCA in BCS(,copies of which will be furnished upon request. lines coincide with Joint center lines. 9. Digits indicate size of plate in Inches. vv Ccc** n�4 n c MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:RES IGJJ1/2V17 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2.3=(-137) 115 IC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 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 ICOND. 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 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 = 0.160" 8 3'- 7.2" Allowed = 0.478" 5-11-10 f MAX TC PANEL TL DEFL = -0.144" 8 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 0 0 co o/- 4►� -/ 0 M-3x4 y 1, y 1-00 6-00 (PROVIDE FULL BEARING:Jts:2,4,3I JOB NAME : POLYGON PLAN 5-D NH - CJ 17 sale: 0.4821 „0` .., .a WARNINGS: GENERAL NOTES,unless otherwise noted: .i11Pr*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 17 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 responsibilityof the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by +ate is the continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 14, DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral racing required wherepshown++ } A_ORE �� SEQ. : 6051339 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. / ,a7 N. 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, �* 00 Jr design loads be applied to any component. and are for"dry condition"of use. {,�',. 1 4, , TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design ace sa assumes full bearing at all supports shown.Shim or wedge if �j r fabrication,handling,shipment and installation of components. ry. r3 A - p P 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center illlll VIII VIII VIII VIII VIII I III IIII IIII TPI/WTCA in SCSI,copies of which will be furnished upon request. git coincide with jointcenter linche. 9. Digitssdsize of plate in inches. �fJ MiTek USA,IDc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 III 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 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-69) 26 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: 20.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 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,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 'cc spacing,' 6.00 E/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF 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 not exceed 19% at time of manufacture. 0 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), o load duration factor=1.6, N Truss designed for wind loads in the plane of the truss only. 9, 1111111111111111 0 0/- 2 PIgnill 4� M-3x4 1 1, y y * 1-08 2-00 1-03-12 'PROVIDE FULL BEARING:Jts:2,4,31 .ck 0 PR(?F^A, JOB NAME : POLYGON PLAN 5-D NH - CSJ1 �, 5N �i Scale: 0.8191 ,51 (G l5// Q WARNINGS: GENERAL NOTES,unless otherwise noted: +t7^� p �,,, CSJ1 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 individualIlt :.72!11 t" Truss: CSJ 1 and Warnings before construction commences. building component.Applicability of design parameters and properIP. 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. err++"" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /41111' 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). to ,•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++ n n tc. 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "�+'r ,q'OREGON ON 44 / 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, +�� `} design loads be applied to any component, and are for"dry condition"of use. •1`..A., -7 1., 1 2.. r 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. JUj. ii fl 10- 7.Designlaesassumes atedadequate drainagehciso truss, 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 1111110111111111111 TPI VYfCA in BCSI,copies of which will be furnished upon request. git coincide with joint center lines. 9. Digits indicate size of plate in inches. n r C MiTek USA,InC./COmpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 7.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-117) 53 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: 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,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 nsf) 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" 8 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 -7 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 oo 03 +4- 5211111111111110 0 2►� 4�� 1 M-3x4 1-08 2-00 4-07-12 'PROVIDE FULL BEARING:Jts:2,4,31 D PRpfief, JOB NAME : POLYGON PLAN 5-D NH - CSJ2 sale: Q,564Q 0 44 X 5%1 tp. WARNINGS: GENERAL NOTES,unless otherwise noted: sG CSJ2 Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ;7 111PE r" Truss: CSJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper r 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. J 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 49 DES. BY: LJ Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by _orrllw► P Y 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 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. 11 i), 'V 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, '." ne } ' �N 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' ar assumes full bearing at all supports shown.Shim or wedge if iti ��yy rry-�11 y c] fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. y'1111 5.- V 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III VIII Mil II VIII VIII VIII 011111TPI WTCA in BCS',copies of which will be furnished upon request. git coincide with jointcenterinches.9. Digitssincde size ofin lines. EXPIRES: �7 MiTek USA,Inc./CompuTrus S Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) EX P I RES:12f 31/2015 111E 01 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 2.10=(-1663) 4302 10- 3=( -341) 1053 7.15=(-233) 532 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=(-4933) 1929 1D-11=(-1542) 3951 3-11=1 -803) 466 15- 8=(-245) 335 WEBS: 2x4 KDDF STAND; 3- 4=(-3524) 1351 11-12=(-1082) 3153 11- 4=( 0) 366 2x4 DF STAND A LOADING 4- 5=(-2875) 1233 12.13=( -838) 2581 4.12=( -703) 297 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2533) 1289 13-14=( -435) 1782 12- 5=( -313) 1029 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2407) 1190 14-15=( -776) 2345 5-13=(-1362) 727 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-3043) 1369 15. 9=(-1050) 2742 13- 6=( -522) 1020 8- 9=(-3238) 1327 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 BRG 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) '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 = 0.022" @ -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" 2-09 5-10-08 6-04-08 7-00 7-06-15 7-01 7-01-01 NOTEnot exexceedn assumes moistucontent does ceed 19% at time of rmeanufacture. 12 12 Design conforms to main windforce-resisting 6.00/ M-4x6 6.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 ,(-7( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), rte M-5X8(S) load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x4 0.25" M-5x6(S) o� 0.25" o M-1.5x3 M-3x5 *N M-3x10 \/ M-3x10 r- o v Gr A `w o t 2 M-5x8 tt 12 11111111111111r _. » M-3x4 13 14 15 9 � 0 o M-5x10 0.25" M-3x4 0 .-2.75 **2X WEDGE M-5x6 M-5x8(S) W/(2) M-3X4 TYP. 2.75 0 )' )' J' )'12 y y y y 2-05-0 5-10-08 6-02 ),2 0), 9-05-15 8-11-05 8-09-12 ,, 2-05-08 12-00-08 2-00 27-03 y 1-08 43-09 9, ,o PR(,re. JOB NAME : POLYGON PLAN 5-D NH - D1 Scale: 0.1397 `jqj?/+ ` WARNINGS: GENERAL NOTES,unless otherwise noted 41 u„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 P,� � sC�0�y y G 41 11 r'E. 5.- Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. ..Alle ., 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 2'0.0.and at 10'o.c.respectively unless braced throughout their length by 'AMP 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++ n 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. -7, OREGON 4,/ 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, v " 1�* TRANS I D: 407540lCr design loads be applied to any component. and are for"dry condition"of use. Q 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if O 1 4, � fabrication,handling,shipment and installation of components. 7.greate assumes adequate drainage Is provided. PRO' 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 VIII VIII VIII VIII VIII VIII VIII IIII IIIITPIIWfCA in BCSI,copies of which will be furnished upon request. lines coincide wjoint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 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=( 0) 84 2-15=(-2614) 8670 15- 3=( -370) 1254 2x6 KDDF #1&BTR T2, T3 2- 3=(-10024) 3052 15-16=(-2336) 7040 15- 4=( -24B) 1598 BC: 2x6 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- B=(-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)= 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 IRC 2012 NOT BEING MET. 20-13=( -192) 394 00 For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -1151/ 3765V -104/ 113H 5.50' 6.02 WOOF ( 625) C,CN,CI8,CN16 (or no prefix) = CompuTrus, Inc ( 2 ) complete trusses required. 43'- 9.0" .1096/ 3584V 0/ OH 5.50' 5.73 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series , Join together 2 ply with 3"x.131 DIA GUN nails staggered at: 9" oc in 1 row(s) throughout 2x4 top chords, COND. 2: Design checked for net(-5 nsf) uplift at 24 'oc spacing.] 9" oc in 2 row(s) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/180 )0( 9" oc in 2 rows) throughout 2x6 bottom chords, MAX LL DEFL = 0.005" @ -1'- 8.0" Allowed = 0.167" 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 NOTE:Design assumes moisture content does T T not exceed 19% at time of manufacture. 3-02-03 0-06-11 2-03-08 5-11.03 0-06-11 4-10-02 Design conforms to main windforce-resisting 2-07-0 3-07-09 4-02-13 6-02-11 5-04-08 4-03-14 system and components and cladding criteria. 9 07-08 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, 9-10-08 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T 4533.30# 533.30# T load duration factor=l.6,M-3x4 M-7x8(S)12 ( 12 Truss designed for wind loads in the plane of the truss only. 6.001/ M-4x8 6 M-3x5 B 0 25" M-3x5 11 M-5x6 6.00 10 2 .� it..",) y - I�w M-3x4 \/ M-1"5x3 4 + M-1.5x3 3 -3x8 to Co M-3x10 Z o s•_��i 5 16 i=�: "� a .« 1. o 1 M-7x10 M-3x8 M-7x8 18 0.251' 20 M 3x8 *14 **2X WEDGE M-7x10 a 2.75 W/(2) M-3X4 TYP. 2.75 o M-7x8(S) 12 12 y > y > y y y y -05-0 6-09-12 5-02-12 y2-0oy 9-02-04 9 00 08 9-00-04 y , ?-05-08 12-00-08 2-00 27-03 y 1-08 43-09 0 PROF6- JOB NAME: POLYGON PLAN 5-D NH - DH1 sale: 0.1467 �. � i+y5, 1.- `'.� WARNINGS: GENERAL NOTES,unless otherwise noted: * �P L. ` t 1.Builder and erection contractor should be adviser!of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: DH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper �r 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. .+" 3.Additional temporary bracingto insure stability duringconstruction 2.Design assumes the top and bottom chords to be laterally braced at 4P�' P ry 2'o.c.and at 10'o.c.respectively unless braced throughout their length by tI!.. DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 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++ V F; k�V Ny 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. CX iii SEQ. : 6051344 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, P design loads be applied to any component. and are for"dry full b on"of use. /#, 1r 14, 1� 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 necessary. , i�1,,. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111 VIII VIII VIII VIII VIII VIII Mill TPIANrCA in BCSI,copies of which will be furnished upon request. Digit coincide with jointain liche. a.Digits odi ide size oplate to 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 I III 11111III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" TC: 2x4 KDDF #1&BTR; IB0 2012 MAX MEMBER FORCES 15-/3D(/-19 )00 LOAD DURATION INCREASE 1.15 2x6 KDDF #1&BTR T2, T3 2- 3=( 0) 84 2-15=(-1943) 43591 15- 4v( -193) 596 BC: 2x6 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-5055) 2323 15.16=(•1536) 3431 15- 4=( -422) 947 WEBS: 2x4 KDDF STAND 3- 4=(-4703) 2253 16.17=(-1804) 4102 4.16=( -367) 244 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- 8=( -297) 376 8- 9=(-3989) 1950 18- 8=( -633) 396 LL = 25 PSF Ground Snow (Pg) 9.10=(•4094) 1897 1B- 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 vertical members (000), 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" -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 GOND. 2: Design checked for net(-5 nsf) uplift at 24 "oc spacing. M,M20HS,MI8HS,M16 = MiTek MT series 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 = 0.329" @ 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 fNOTE:Design assumes moisture content does 3-02-03 3-05-12 2-03-08 5-11-03 ( �(3-05-12 4-10.02 not exceed 19% at time of manufacture. 2-07-0 f 3-07-09 f 1.03-92 f 6-02-11 f 2-05-07 f T T Design conforms to main windforce-resisting 4-03 14 system and components and cladding criteria. ,. T f f T f T f T T T 9 10-08 Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9-07-08 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T f 6 12 M-3x411 T T load duration factor=1.6, M-7x8(S) 12 Truss designed for wind loads 6,001/ M-5x6 M-3x4 B 0 25" M-3x5 M-4x6 \16.00 in the plane of the truss only. Q 5 I'> 13.. M-3x4 4 c5X3 : 3x8+En M-3x10 0 "= 15 16 17 � � II 0 140.1 M-7x10 M-3x8 M-7x8 18 19 20 **14..; 0 0 0.25" o **2X WEDGE M-7x10 M-3x8 0 12 2.75 W/(2) M-3X4 TYP. 2.75t - M-7x8(S) 12 J, J, y ), ), y y y -05-0$ 6-09-12 5-02-12 2-00 , 9-02-04 9-00-08 9-00-04 2 , y , 2-05-08 12-00-08 2-00 27-03 1-08 43-09 y JOB NAME: POLYGON PLAN 5-D NH - DH2 's, ' �,,'A, Scale: 0.1467 - x'7/5//`/' ' WARNINGS: GENERAL NOTES,unless otherwise noted: ) C� p(K 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 41 11 r E f"" Truss: DH2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. DES. BY: LJ 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 1 0'o.c.respectively unless braced throughout their length by }' 4f 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++ -41 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. A�OREGON 'wX SEQ. : 6051345 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 ��N� /CN 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 8.Design assumes full bearing at all supports shown.Shim or wedge if R.J Ya fabrication,handling,shipment and installation of components. 4. necessary. A.� PARA'i 4 (- 7.Design assumes caadequate drainage is provided. ��'/ L.V. 6.This design is furnished subject to the limitations set forth by 9.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111 TPI/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. EXPIRES: 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) G pi RE :12/31/2015 IIIIIIIIIIIIII 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 k1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2.14=(-1627) 4217 14- 3=( -332) 1034 20.12=(-79) 251 BC: 2x4 KDDF 41&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 TC LATERAL SUPPORT <= 12"OC. 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 8.10=(•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 COND. 2: Design checked for net(-5 pat) uplift at 24 "oc spacing. JT 13: 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 = 0.251" @ 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' T f f NOTE:Design assumes moisture content does 5-10-08 1 09 5-04-05 0-04-11 5 02 02 not exceed 19% at time of manufacture. 2-09 5-10-08 f 0-0f4-11 5-04-05 1`' 5-05-10 .' T 5-04-05 ( ( T T f( T TT T T f Design conforms to main windforce•resisting system and components and cladding criteria. 16-06-08 16-03-08 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ( T '( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-4x6 M- x8 0 4x6 12 load duration factor=l.6, 6.00 M-3x45 6,7 \16.00 Truss designed for wind loads in the plane of the truss only. M-5x6(S) M-3x4 0.25" a + +, M 1.5x3 2 M-335 \*, M- 3x10 u7 M-3x10 -x A „ o M-5x8 M 3x4 M-5x10 17 M-1185x30.25' M 3x4 13 0 **2X WEDGE M-5x10 M-5x8(S) 12 2.75 12 W/(2) M-3X4 TYP. 2.75 12 ,-05-0y 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 0, PR Dice JOB NAME: POLYGON PLAN 5-D NH - DH3 Scale: 0.1338 co' <c WARNINGS: GENERAL NOTES,unless otherwise noted: ±923'+a!P E t`� 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 Truss: DH3 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. f 01111r3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �t�' is the responsibilit of the erector.Additional ermanent of 2'o.c.and at 10'o.c.respectively unless braced throughout their length byF DES. BY: LJ y P bracing 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 0* � � J.. SEQ. : 6051346 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! 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 e0 „i_. design loads be applied to any component. and are for"dry condition"of use. O 14,. T- TRAN S I D: 407540 5.CompuTras has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if (y 1 ( S fabrication,handling,shipment and installation of components. necessary. RPM- 6. A .�- p Po 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 VIII VIII VIII VIII VIII VIII VIII IIII IIII TPINVTCA in SCSI,copies of which will be furnished upon request. Digit coincide with jointacenter linche. S Digits oncde size oplate in inches. rJ11 MiTek USA,InC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 1101111111 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 #i&BTR SPACED 24.0" 0.C. 2- 3=(-4923) 2340 14-15=(-1814) 3872 3.15=( -786) 446 WEBS: 2x4 KDDF STAND; 3- 4=(-3529) 1732 15-16=(-1374) 3091 15- 4=( 0) 365 2x4 DF STAND A LOADING 4- 5=(-2869) 1592 16-17=(-1123) 2561 4-16=( -729) 341 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2434) 1516 17.18=(-1114) 2427 5.16=( -401) 1042 TC LATERAL SUPPORT <= 12"0C, UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 18.19=(-1114) 2427 5.17=(-1026) 475 BC LATERAL SUPPORT <= 12"OC, UON, TOTAL LOAD = 42.0 PSF 6- 8=(-2236) 1413 19-20=(-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 CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.12=(-3040) 1564 10-19=( -361) 787 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 BRG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). 0'- 0.0" -445/ 2034V -182/ 192H 5.50" 3.25 KDDF ( 625) ** For hanger specs. - See approved plans 43'- 9.0" -374/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) Connector plate prefix designators: ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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 T f f f f not exceed 19% at time of manufacture. 2-09 5-10-08 3-03-12 -05-04 5-05-10 5-04-05 T T T T T T T T T T T T Design conforms to main windforce-resisting 16-06-08 16-03-08 7 9 system and components and cladding criteria. T T Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-4x64444%. 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.001/ 6 M-3x8 p \16,00 load duration factor=1,6, M-5x6 S M-3x45 Truss designed for wind loads ( ) in the plane of the truss only. M-3x4 0.25" 1 4 M-3x5ss% + +. + M-1.5x3 M-3x10 /*,2 3 Co M-3x10 0 o M-5x8 M-3x4 M-5x10 M�5x10M-1185x3 0.25920 *43 0 - 2.75 **2X WEDGE 2.75x` M-5X8(S) 12 W/(2) M-3X4 TYP. 12 y y y y y y > y y -05-08 5-10-08 6-02 ,2-00, 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 ckt0 PRo,ce JOB NAME: POLYGON PLAN 5-D NH - DH4 (ry 6i Scale: 0.1338 `~ {� /5/f Q WARNINGS: GENERAL NOTES,unless otherwise noted: �y t- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual =✓((v��2 0 0+�D E 1.-- Truss: DH4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. - 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 46011009, . . 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 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. " # ,,�1^^'_OREGON 1h `+./ SEQ. : 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, 4#^ 17 N. A. design loads be applied to any component. and are for"dry condition"of use, "lb '` }�' .� ° �Jr.. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if V fabrication,handling,shipment and installation of components. 7necessary. /lie y .Design assumes adequate drainage is provided. ,R A 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 IIIII IIIII II II IIII IIIII IIII IIIII III IIIITPI VVECA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size ofiplate in inches. 10. �f MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111 11 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 BOG 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 [GOND, 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 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" " Allowed = 0.133" 1-1 1 11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX CREEP LL DEFL = 0.001" @ 1'- MABC PANEL0.1" Allowed = 0.054" f 1' MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.196" 12 MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9" 10.00 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 -v 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), l0 load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. 0 O Cd ih/- cl0 O o� 4 M-3x4 1-00 2-00 [PROVIDE FULL BEARING:UtB:2,4,3I JOB NAME: POLYGON PLAN 5-D NH - EJ1 0(N Scale: 0.6772 \ 1 WARNINGS: GENERAL NOTES,unless otherwise noted: 7 /t 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual =�92a PE Truss: EJ 1 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r++<�mmr �""" P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -fs DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f y R f � ��`' IZ 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "-/- SEQ. : 4" OREGON tea,/ S E Q. : 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, ++ design loads be applied to any component. and are for"dry condition"of use. < Al/ 14' 2. "'" TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the w.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. A 11 1 P Po 7.Designassumes adequate ne iface is provided.a. it L.• 8.This design is furnished subject to the limitations set forth by 8,Plates shall be located on both faces of truss,and placed so their center 111111111111111111 TPI/VJfCA in BCSI,copies of which will be furnished upon request. Digit coincideictwith joint center nche. 9.Digits indsize of tplate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF H1&BTR SPACED 24.0' O.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: C,CN,C18,CN16 (or no prefix) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -68/ 100V 0/ OH 1.50" 0.16 KDDF p ) = ormpuTrus, Inc ( 625) M,M2OHS,M1BHS,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 IL 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 IL 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" 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=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, co (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, co Truss designed for wind loads in the plane of the truss only. M/- 0 O O� NMI 4 M-3x4 > ), y ), 1-00 2-00 1-11-11 !PROVIDE FULL BEARING;Jts:2,4,3J JOB NAME: POLYGON PLAN 5-D NH - EJ2 Scale: 0.6371 � � ss WARNINGS: GENERAL NOTES,unless otherwise noted: 41-J r f✓! tt�+ -r' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual e' '92 e OPE E t"F Truss: EJ 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. , 4511111.11 DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by rtp " DATE: 9/5/2014 responsibilitybuilding continuous sheathing such as plywoodrequired sheathing(TC)s and/or drywall(BC). the overall structure is the res onsibilit of the designer. 3.2x Impact bridging or lateral bracing where shown++ /� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ^7^ yt�rR EGON Q SE Q TRANS ID: 407540 'fl," (,,` � (` design loads be applied to any component. and are for"dry condition"of use. 5 / f ' .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. A RIO Vk T' 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided 4/ 5. 11101 11111 1111111111111111111111111111111 III VIII VIII VIII VIII IIII IIII 8 Plates shall be located on both faces of truss,and placed so their center TPIM?CA in BCSI,copies of which will be furnished upon request. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E lines coincide with joint center lines. 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII 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 41&BTR LOAD DURATION INCREASE = 1.15 l-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF N1&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 BAG REQUIRED BOG 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/ 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,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=LI240, 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" I MAX BC PANEL TL DEFL = -0.005" @ 1'- 0.1" Allowed = 0.072" / MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" 12 10.00 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=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), c load duration factor=l.6, Truss designed for wind loads 0 0 in the plane of the truss only. U) 0 "7/- -/ 0 ►t 4►� M-3x4 y 1, y 1-00 2-00 3-11-11 'PROVIDE FULL BEARING:Jts:2,4,3' �NtO PROrre JOB NAME : POLYGON PLAN 5-D NH - EJ3 Scale: 0.5134ss \ 5/1 q WARNINGS: GENERAL NOTES,unless otherwise noted: ±r OPE 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 and Warnings before construction commences. building component.Applicability of design parameters and proper ,r Truss: EJ 3 incorporation of component Is the responsibility of the building designer. 2.204 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 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/1rriii, DES. BY: 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. Y- SEQ. : 6051350 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, A design loads be applied to any component. and are for"dry condition"of use. / '1}'. 14.,. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design ssumes full bearing at all suppo is shown.Shim or wedge if pii 1 1 fabrication,handling,shipment and installation of components. . PRO' O' p Po 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII I III IIII IIIITPI Ain BCSI,copies of which will be furnished upon request. 8.lines Dig t coincide iinicate size oint of plate cin enter lines.10. C MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 1E14111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/CQ=1.00 IC: 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=(-194) 138 IC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0,0" 0/ 248V -88/ 238H 5.50" 0.40 KDDF ( 625) Connector plate prefix designators: 1'- 9.2" -167/ 308V 0/ OH 5.50" 0.49 KDDF ( 625) Connector pla (or no prefix) LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -138/ 205V 0/ OH 1.50" 0.33 KDDF ( 625) = 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" 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" ) 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=l.6, o, Truss designed for wind loads o in the plane of the truss only. 0 0 r- c') o 0 4.0m. O M-3x4 ,k ) y y 1-00 2-00 5-11-11 'PROVIDE FULL BEARING;Jts:2,4,3] 00 JOB NAME : POLYGON PLAN 5-D NH - EJ4 `� P �stya Scale: 0.4250 C*� ' / WARNINGS: GENERAL NOTES,unless otherwise noted: s 7G 2! r( i: `v�„ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual = 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 is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by p ty permanent bracing of r, rr continuousx sheathing suchr laacing reaired sheathing(TC) 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 v. 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "7" OREGON /, ,4 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, - design loads be applied to any component. and are for"dry condition'of use. "" '11, 1# Q 4. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if44 SSl. nfabrication,handling,shipment and installation of components. Design ecessary. ^�'1 nit` V" 7.Plat s assumes adequate ne draboth Is truss, 4- 6.This design is furnished subject to the limitations set forth by B.plates shall be located on both faces of truss,and placed so their center 111111111111111111 TPUWfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines 9.Digits indicate size of plate in inches. t e o o nn 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/X115 1111 1111 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 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -7) 84 2-4=(0) 0 BC: 2x4 KDDF #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 BAG 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 KDDF ( 625) 0'- 11.2" -105/ 51V 0/ OH 1.50" 0.08 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -81/ 31V 0/ OH 1.50" 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 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' 6.00(/ REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 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" @ 0'- 5.6" Allowed = 0.026" MAX BC PANEL TL DEFL = -0.001" @ 0'- 5.6" Allowed = 0.035" MAX HORIZ. LL DEFL = -0.000" @ 0'- 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. Wind: 140 mph, h=19.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Mo load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. c. ,�0,/- / ..._o 0/- ►1 114 M-3x4 1 y y 1-08 1-00 PRO JOB NAME : POLYGON PLAN 5-D NH - P1 Scale: 1.0020 C '''7/5//r sG' WARNINGS: GENERAL NOTES,unless otherwise noted: FryI: � 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 =9G 111 r E t-- Truss: P1 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 - 4r DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by +rr P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). fY., DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ `{- I� 4. No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. '7,r OREGON to SE Q. : 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, /,++, ,��, 1 F Q �+ design loads be applied to any component and are for"dry conddion"of use. �.! {�,y�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 �}I V fabrication,handling,shipment and installation of components. necessary. `Y/, 'i'a R 1 fy„ P P 7.Design assumes adequate drainage is provided. +-Y r'11 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 - III II VIII VIII(IIII VIII(IIII I II IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincide with jointcenterche. 9. Digitssdsize of plate in inches.li . MiTek USA,IDC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/201.5