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Plans (22) num /uS 7;10/c —DO 4(419 Nii9 0C((() S4) 1-1x.. MiTekC MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL1 5-344_UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber& Truss Co.. Pages or sheets covered by this seal: R45642861 thru R45642876 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. �0,;i1,0 P R OFFS 74GINE /3\\ . - 4 87022PE yr u) w y <0 '''.-'0,,, OREGON cp ziN 9� AMBER �� .O OS A. H ERCP ir E • • ./ I t October 13,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R45642861 PL15-344_UPPER F01 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:20 2015 Page 1 ID:j7axn40sHnThlyaUAczw0szX1 UY-VbZG601tVC67G?b_Xr4Lfg_LdNR3a1 EPOTHI6tyTr19 1 2-fi-0 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 8 2 g 4 5 6 7 MIIIMIPMw `a\ / N ‘‘I' liii0111111111111111 .-Y..a11011111111111111111111111111111 41, A 13 12 11 10 3x4= 3x8= 3x4= 3x4 = 3x4= 10$1 11-4-9 9-11-9 101.11-1I11-3-1 I 1 1616- 4-32 I 9-11-9 0-t-8 0-7-0 0-7-0 0-1-8 Plate Offsets(X,Y)— [10:0-1-8,Edge],[11:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.40 11-12 >487 360 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.05 9 n/a n/a Weight:72 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 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. �`o t� GP SO c. �� 870 2PE 9f N N y GAJ, OREG N cp zti O 'P FMB COER 11 S A A. H�p'�4' EXPIRES:06/30/2017 October 13,2015 NE NM A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2010 BEFORE USE. NE Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall M-Tek° building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage.delivery,erection and bracing of trusses and truss systems.see ANSI/TPII Quality Criteria,DSB-89 and BCS1 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:j7axn40sHnThlyaUAczwOszX1 UY-zo7eKMJ VGVE_u9AA5ZbaCtXVwm mxJTBZF71 seJyTrl8 2-6-0 I I 2-5-1 I I 1-2-0 I I 2-4-11 Scale=1:28.9 1.5x3 II 3x5= 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 3x6 = 1.5x3 II 1 2 3 4 5 6 7 8 e 414111114111111111111411111111111111114 o o i e c) o N \ N e e 1 12 11 10 3x4= 3x8= 3x4= 3x5= 3x4= 10-10-9 11-7-1 I 1010-z i 1aylta 1115-9 I 1 16-7-4 0-'1I a 0-7-0 5-0-3 8-7-n 8-1-R Plate Offsets(X,Y)— [10:0-1-8,Edge],[11:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/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 lncr 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. ��D P R QfiFss ��D �NGINBFR /�2 87022PE -7_. N cv e �A, OREGON tip 1N 'AO EMBER \\ �O OS A- HEA�P EXPIRES:06/30/2017 October 13,2015 1 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 MUTeloS connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642863 PL15-344_UPPER F04 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:22 2015 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-R_h1 XiJ71 pMrWJINfG6pk54g9A632W UiUnmPBIyTrI7 1 1-0-0 I 1 1-1-11 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 e a /Awe.wwwwraiwt iie, e O O e - e 26 25 24 23 22 21 20 19 18 3x4= 4x5= 3x5 = 3x5= 3x5 = 3x5= 4x6 = 4x4= 3x4= 15-3-11 I 14-1-11114-8-111 19-1-4 14-1-11 0-7-0 0-7-0 3-9-9 Plate Offsets(X,V)- [14:0-1-8,Edge],[19:0-1-8,Edqe] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 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 her 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 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/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. ��-D P R OF�s • mac.. , .... FR Sip9 `z- 87022PE r N y A/., OREGO cP �� O On'pAMBER 1' \ H �p' QS A. ' EXPIRES:06/30/2017 October 13,2015 ik WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USEie. . 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 { -Tek° building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-344_UPPER F05 Floor 845642864 9 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 Weir Industries,Inc.Tue Oct 13 08:52:22 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-R_h1XiJ71 pMrWJINfG6pk54fXA5e2sKiUnmPBIyTd7 1-3-0 1 1-1-1 II 1-2-0 II 2-4-15 I 2-6-0 I Scale=1:35.4 4x5= 3x4= 3x4= 3x4 = 3x4= 4x4= 3x6 FP= 3x8=- 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 IJ.' N : N:vx:zNv4 16 • e 26 25 24 23 22 21 20 19 18 17 3x4 = 4x6= 3x5= 3x6 FP= 3x5= 3x5 = 4x6= 3x6 = 3x5= 3x5 SP= I 14-5-9 15-7-9 15-0-91 1 20-9-8 145-9 Plate Offsets(X,Y)— [12:0-1-8,Edge],[18:0-1-8,Edge] 8-7-o 11-2-n 41-15 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 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 Ina 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. ��EO PROFFS ��5 ANG I N FF9 5> 87022PE 9r N >ry cv -7 '0),, OREG•N rp 0./N 'A0 �ii%r$EF 1� \C) OS A. HE" CP EXPIRES:06/30/2017 October 13,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Nut 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 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek° fabncation,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IPII Quality Criteria,DSB-89 and BC51 Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty PlyPOLYGON R45642865 PL15-344_UPPER F06 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:23 2015 Page�1 ID:j7axn4OsHnThIyaUAczwOszXl UY-wAFPk2KIo7Ui7TJZC_e2HlcwmabGnWwrjRwyjCyTrl6 I 1-4-0 I 2-6-0 3 1.5x3 II 1 1.5x3 2 3x4= Scale=1:8.7 III II EpplppPFripqi%iiiiii 0 Opp 111111111111111111 I a■ N 111 .411 MN '- 5 4 r4 3x4= 3x4= 4-1-0 I �1-A 3-11-A LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) I/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 Weight:19 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 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. R OF6- �`o 4GP EFR s/ cs 4t 8 1 2PE /9r" y 42, OREGO q53 5/ Q 'P0 �M8 ER 11 OR, A. H-��P EXPIRES:06/30/2017 October 13,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.10/03/2015 BEFORE USE. ' Design valid for use only with Mifek�connectors.This design is based onlyupon 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 M-Tek* 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/PPI1 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 CitrusuiteHeights,CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-344_UPPER F07 Floor 6 1 R45642866 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-ONpnyOLNYQcZldulmh9HpW9w1_ndWp3?x5FWFeyTrl5 Ixi 10-7-7 1 2-6-0 I 1 1-2-0 i 9 Scale=1:28.3 4x4= 3x4 H 3x8= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 1.5x3 II 13x6= 2 3 4 5 6 7 8 9 10 ° o eo o e -. cp ') _\ i -4441111111111111111111100044. N e e i17 .A..- 15 14 13 12 3x4 II 3x6 = 3x8 = 3x6= 1.5x3 II 4x4= 3x4= 1-0-4 0.10.12 1 0-10.12 H 1 16-5-4 15-5-0 1 0-1-8 Plate Offsets(X,Y)— [7:0-1-8,Edge],[12:0-1-8,Edge],[17:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d 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/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 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). .03,0D P R OFes, LOAD CASE(S) Standard SCO ��1GINE�c9 62 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ��? jj Uniform Loads(plf) 9 Vert:11-17=8,1-10=-80 �- 87022PE r Concentrated Loads(Ib) Vert:1=-304(F) „y cAj, OREGO (15)&\::)4� ��' ccMBER 1 SA. Hek EXPIRES:06/30/2017 October 13,2015 4 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev.10/03/2015 BEFORE USE. i Design valid for use only with Mitekdesign 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 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45642867 PL15-344_UPPER F08 Floor 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:24 2015 Page 1 ID:j7axn405HnThlyaUAczwOszXl UYONpnyOLNYQcZldulmh9HPW95T_wOWwy?x5FWFeyTrlS 2-6-0 I 0-5-10 I I 1-2-0 I I 1-4-14 I Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23°4= 3 4 53x4= 6 ° e- v o N N J(��) ° 3x4= 1d 9 8 3x4= 3x4= I 3x4= 3-1-2 31-110 3-9-10 I 4-4-10 4]6- 8-6-8 I 3-1-2 0-1-9 0-7-0 0-7-0 0-1-h 4-0-6 Plate Offsets(X,Y)— [8:0-1-8,Edqe],[9:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.17 Vert(TL) -0.06 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/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. ��Ep P R OF �c\.� �NGI NEER `S%029 87022P� r • . i CV 5. N yam- OR GON �5411 O 'Ab 4:4IBER \\ Q� A. HE�O � EXPIRES:06/30/2017 October 13,2015 w e �� ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. IIII 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 Niel( design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IBM 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 PL15-344_UPPER F09 Floor R45642868 1 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:25 2015 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-sZN99kM0JkkQNmTyKPgWMjiGFOHMFPM8Al?3n4yTrl4 I 2-6-0 1 0-5-6 1 1 1-2-0 1 1 1-7-2 1 Scale:1"=1' 11.5x3 11 2 3x4 = 31.503 I 4 304= 51.5x3 I I J — L 0 'i. O N I 9 8 1.5x3 II 7 6 3x4-- 304 304= 3x4= 1 3-0-14 3[2 3-9-6 1 4-4-6 1 6-2-8 30-14 0-1 A 0-7-0 0-7-0 Plate Offsets(X,Y)— [4:0-1-8,Edge],[8:0-1-8,Edge] 1-10 2 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.02 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.03 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/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(lb)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. cco �NG]NEF9 /p it- e,-____, 87022PE �r / (P �Aj (-1,C? 4 , OREGON tN 'A0 �M$ER 1\ O �`s A. HE'C EXPIRES:06/30/2017 October 13,2015 __11111 1 WARNING.. E. 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/IPII Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Inloatlon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 rm Citrus Heights,CA 95610 Job Truss Truss Type Qty PlyPOLYGON R45642869 PL15-344_UPPER F10 FLOOR 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:25 2015 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-sZN99kMOJkkQNmTyKPgWMjiDVOCQFDf8A1?3n4yTrl4 I 1-10-12 I I 1-9-11 I I 2-6-0 I I 1-2-0 11 1-0-5 I Scale=1:29.4 1.5x3 II 4x10= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 I I 7 8 9 1 2 3 4 5 6 e a e e N r o • o e ° e 14 13 12 11 10 16 4x5= 3x4 II 3x10= 3x6= 1.5x3 II 3x4= 3x4= 2-1-12 16-10-12 { 9-1-12 I 14-6-0 Plate Offsets(X,Y)— 16:0-1-8,Edge],[11:0-1-8,Edge],[16:Edge,0-1-8] LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.35 Vert(LL) -0.12 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.44 Vert(TL) -0.18 12-13 >978 360 BCLL 0.0 Rep Stress lncr YES WB 0.87 Horz(TL) 0.01 10 n/a n/a Weight:78 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 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. `<-.0) PROFe. <cr�\ �NG]NE -/9 /02-9 87022PE N N y �"0 OREG N ti5' �ti 9O AMBER 11 O On A. H�'�P EXPIRES:06/30/2017 October 13,2015 e 1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE wi ll 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 MiTek building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/7P11 Quality Criteria,DS8-89 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 PL15-344 UPPER F11 R45642870 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:26 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-KIwXN4Ne42tH_w28u6BIvxEQgnci_gNIPPkdKWyTrl3 I 2-6-0 10-5-10 I I 1-2-0 I I 1-6-14 Scale=1:16.4 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 e 0 e 0 N C N e e e e e 1C' 9 8 3x4= 3x4= 3x4= 3x4 = I 3-1-2 3110 3-9-10 1 4-4-10 4[6-12 8-8-8 __. 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,Edgej,[9:0-1-8,Edgej LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 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/TPI2007 (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. t��-° P R oFFss ,�5 �N•4 E /9 �0 �, 2-9 Q 870 2PE -y N�\j, OREGO ti O<ti 9�, AMBER �,� Os A. HS?' 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. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not mil. 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 MiTek* is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/iP11 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 R45642871 PL15-344_UPPER F12 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:26 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-KIwXN4Ne42tH w28u661vxEM?nUM IeIPPkdKWyTrl3 2-6-0 I1 2-3-5 1 I 1-2-0 1 1 2-4-11 Scale=1:28.7 1.5x3 11 3x5= 1.5x3 11 3x4= 1.5x3 l� 1.5x3 11 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 le _ 000 _\ e e _\ e o I-/ \ o N `! ea e 1.1 114 12 11 10 3x4= 3x8= 3x4= 3x4= 3x4= 10-8-13 11-5-5 1 110-0-5 0-0-5 10-p113 -131 1 16-5-8 1 0--8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y)— [10:0-1-8,Edge],[11:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATESGRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >770 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.41 11-12 >478 360 BCLL 0.0 Rep Stress Ina YES WB 0.57 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) weight:72 Ib FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORDStructural wood sheathing directly applied or 6-0- ocpurlins, 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. <ck ° P R OFFS �r\�� tJGI NEER si02� 87022PE r-- // �r NtnI V y Aj OREGON rj,Q Ow �0 �MBER \1 �' ps A. He� P EXPIRES:06/30/2017 October 13,2015 { rr ®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 Wel('design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/fill Quality Criteria,DSB-89 and SCSI Building Component Suite 109 Safety InformaBon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job TrussTruss Type Qty Ply POLYGON PL15-344_UPPER F13 R45642872 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:j7axn4OsHnThlyaUAczwOszX1 UYoyUwaQNGrL?8c4dKRgi?R8nVrBr5jA1 Rd3UAszyTrl2 I 2-6-0 I 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 II 4x5= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 N A CO 024 �1 1° 15 14 13 12 3x4= 3x8= 3x6= 3x4= 4x4 = 3x4 = 14-8-11 15-5-3 I 14-0-3 14-0-3 1a� 1 ai-0 I 39-3-0 s 3 o I 9-13 0.7-0 0.1-14 Plate Offsets(X,Y)— 112:0-1-8,Edge],113:0-1-8,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 0.62 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/TPI2007 (Matrix) Weight:85 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=841/0-4-4,11=841/0-2-12 FORCES. (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. ��. -� P R or ess c�5 0E' .. 61 /0 IL �- 87022PE �1---- N >N y �Aj, OREG•N cid AU U 9�, AMBER :\ �O Os A. HEC)' EXPIRES:06/30/2017 October 13,2015 MEOW lei 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 MitekS connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON 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?iFWRd3UAszyTri2 2.0.0 I 1-10-11 I 1-2-0 1I 2-5-3 Scale=1:21.0 1.5x3 11 3x4= 1.5x3 11 3x4= 1.5x3 11 1.5x3 11 5 63x4= 7 1 2 3 4 e o --,-- o- o- e o- 0 A O r \ e e 9 12 11 10— 9 8 = 3x4— 3x5= 3x4— 1.5x3 11 3x4 8-2-9 18-9-9 1 9-4-9 I 12-0-12 8-2-9 0-7-0 0-7-0 2-8-3 Plate Offsets(X,Y)— [6:0-1-8,Edge],[10:0-1-8,Edge] LOADING(pat) SPACING- 1-7-3 CSI. DEFL. in (loc) Ildefl Lid PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.14 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.49 Vert(TL) -0.21 10-11 >670 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) weight:54 Ib 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 ocpurlins, except BOT CHORD 2x4 DF No &Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=525/0-2-8,8=525/0-1-12 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1397/0,3-4=-1397/0,4-5=1183/0,5-6=-1183/0 BOT CHORD 11-12=0/887,10-11=0/1518,9-10=0/1183,8-9=0/1183 WEBS 2-12=-994/0,2-11=0/571,4-10=-443/3,6-8=-1277/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ,`�¢ED PROF�ss C-, �cNG�NEFR /�2 870 2PE /tet' � N1 >" � y Aj OREGON ��O� �O 18ERN'� P A. HE � `s �� EXPIRES:06/30/2017 October 13,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. I 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 MiTek building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1811 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 Suits Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-344_UPPER F15 R45642874 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:28 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-G82lomOucf7?EECW?XDE_MKfMbBaSgSasjDjOPyTrl1 2-6-0 I I 2-0-15 II 1-2-0 IIS Scale=1:24.8 404= 1.5x3 H 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 - II 0001.1111-111114iiiiiiiiiiiiiiii-.111111111111111111111114.ww11111.—.1111 ' N ® 13 12 11 10 3x4 = 306= 3x4= 4x4= 3x4 = tt41 7 10-6-7 11-2-15 99-15 -15 9-IN 1101-71:07 1ai i I I 24-2-12 11-13 0-7-0 n-1-9 Plate Offsets(X,Y)— [10:0-1-8,Edgel,[11:0-1-8,Edgej LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.69 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/TPI2007 (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(lb)or less except when shown. TOP CHORD 2-3=-1996/0,3-4=-1996/0,4-5=-1633/0,5-6=-1633/0,6-7=-1633/0 BOT CHORD 12-13=0/1287,11-12=0/2106,10-11=0/1633,9-10=0/1335 WEBS 6-10=-744/0,2-13=-1389/0,2-12=0/765,4-11=-582/0,7-9=-1441/0,7-10=0/948 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 0.0 c.. ,NGINEFR /0 �- 87022PE cv v� yN '' ��j, OREG N tip ti../ "POn AMBER 'N1 O `s A. HS?' EXPIRES:06/30/2017 October 13,2015 1 9 MOM WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not + a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or 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/TPit 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 TypeQty Ply POLYGON R45642875 PL15-344_UPPER FG1 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:29 2015 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-kKcg?5PNMzFsrOnjZEkTWLszj?egBD6k5NzHwryTr10 1-4-12 I 1-4-0 I 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 0 N x { N A 5 4 3x4= 3x4= I 2-11-12 2-11-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft 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 IBC20121TP12007 (Matrix) Weight:15 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=253/Mechanical,5=249/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-4=-309/0,2-5=-304/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)188 lb down at 1-5-2 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:4-5=-10,1-3=-100 Concentrated Loads(Ib) Vert:2=-188(F) e'RNG IP 7E7,96 S s io , 870 2PE N N 17,/0.), N cp Y O 'AOr) 4IBER N1 P� SA. HO; EXPIRES:06/30/2017 October 13,2015 6r•. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111111-7473 rev.10/03/2015 BEFORE USE. mi ll Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate thi s design into the overall MiTek- building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IPI1 Quality Criteria,D5B-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 CitrusuHeights,CA 95610 Job Truss Truss Type Qty PlyPOLYGON PL15-344_UPPER FG Floor Girder R45642876 2 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Tue Oct 13 08:52:28 2015 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-G821omOucf7?EECW?XDE_MKICbGcSkYasjDjOPyTr11 1 1-6-0 I 1-5.10 I I 1-2-01-4-14 I I I 2-6-0 { Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4 = 11 3 q 53x4= fi 0 N O N ° e \ e e ° 100X 9 8 3x4= 3 .' 3x4= 3x4= 3x4= I 3.2-10 I 3-9-10 1 4-4-10 I 8-6-8 3-2-10 0-7-0 0-7-0 4-1-14 1 Plate Offsets(X,V)— [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 0.26 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=926/0,3-4=-926/0,4-5=-926/0 BOT CHORD 9-10=0/669,8-9=0/926,7-8=0/771 WEBS 2-10=-804/0,2-9=0/327,5-7=-833/0,5-8=0/303 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)233 lb down at 2-2-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) �e 42,0 PROFFS' Vert:7-10=-8,1-6=-80 Concentrated Loads(Ib) �\Co �NGIN4. S/0 Vert:11=169(6) 2 414 870 2PE of y �-j, GREG N tip tN 'A0 FMBER 1N P- OS A. H S' EXPIRES:06/30/2017 October 13,2015 nut se,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 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the is fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Symbols Numbering System General SafetyNotes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1 3/4 Centerplate onjoint unless x,y 6 4 8 dimensions shown in ft-in-sixteenths I I (Drawings not to scale) Damage or Personal Injury offsets are indicated. r��= Dimensions are in ft-in-sixteenths. �� Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. See BCSI. TOP CHORDS c_2 c2-3 2. Truss bracing must be designed by an engineer.For 1 „ w de truss spacing,individual lateral braces themselves V'/16 4 may require bracing,or alternative Tor I p bracing should be considered. O iloo 3. Neverexceedthedesignloadingshown andnever2■_� Ustackmaterialsoninadequatelybraced trusses.4. Provide copies of this truss design to the building IIIIc7_; cba cs-• designer,erection supervisor,property owner and For 4 x 2 orientation,locate BOTTOM CHORDS all other interested parties. plates 0-'na� from outside 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 AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. required direction of slots in THE LEFT. connector plates. 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. P. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber SOftWare Of Upon reQUeSt. shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. PLATE SIZE 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. / Indicated by symbol shown and/or otherwiseshown. by text in the bracing section of the truss unless13.Top chords must be sheathed or purlins provided at spacing indicated on design. output. Use T or I bracing if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. .r-- Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint 17.Install and load vertically unless indicated otherwise. t ( number where bearings occur. NMI NM Min size shown is for crushing only. ,R, 18.Use of green or treated lumber may pose unacceptable ® environmental,health or performance risks.Consult with project engineer before use. Industry Standards: 19.Review all portions of this design(front,back,words ANSI/TPII: National Design Specification for Metal and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing. 8' 20.Design assumes manufacture in accordance with SCSI: Building eto Good Component Safety Information,andli , II 1■ite ANSI/7P11 Quality Criteria. Guide Good Practice for Handling, Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 El CONFORMS TO DESIGN CONCEPT ❑CONFSI0u9NOTED IGNCONCEPT WRN ® CONFORMS TO DESIGN CONCEPT o NON-CONFORMING—REVISE&RESUBMIT ❑ CONFORMS TO DESIGN CONCEPT WITH ['RAN11lG"VS E0'aEAE61E0 Faa Gf1,EP'`4%',""— °`d°" `°"� .. °°`s "°' "E°E" TM �E-0" REVISIONS AS SHOWN .T P=" IX" F� ."F�°.vF."c.� „Era, . "' " " „ Jy ,°°E; o,.."aE ❑ NON-CONFO ING—REVISE AND RESUBMIT PEx Tyo Alexia Fukui Date 9/22/14 IAILBRANDT ARCHITECTS THIS SHOP DRAWING HAS EN AEVIENED FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEP ONLY AND DOES NOT RELIEVE THE CIT NN FABRICATOR/VENDOR OF R PONSIBILITY FOR CONFORMANCE WITH THE to N1 DESIG •'A,WINESAND SPECIFY IONS ALL OF'WHICH HAVE PRIORITY 9. (j (j OVER • SHt- RAKING. ACTOR SHALL VERIFY ALL DIMENSIONS. \ t dd' aton Date:September 19,2014 T OE EER„." G INC CA 111ISI/ICJ1 CJ2 ,. /PA CJ2C CJ3 , 1 I � CJ3C CJ4 N4A ", : _CbC . . , : , .9 • ! :6:12 v ) ' CCJ6 v A CJ6C CJ7 , . 8 , I 'A�i� CJ7C CJ8 . II 7 3 CJ8 • CJ9 , , 1 1 II CJ9 CJ10 . CJ10 • CJ11,___. 4 : _ CJ11 m CJ10 tiv C N M _ CJ10�? . v CJ9 _ _ -- CJ9 v --,---- _ vim. -.. Or CJ8 __. o " 10:1 , V 8 d 9 _ . CJ7 1 . II� CJ6 , _. : 10:� 6:12 CJ5 CJ12 (5) . _— CJ13 CJ15 (is : 0:1' .ii — U•v. 1Ii(4-= -- CJ14 CJ16 I HGUS26 4 1 : JJ im 1� rii 10 12 CJ17 ll /I111WI1111.\ ; -71.".1;2 -.H ""`z_ r�I� t 1SJ • A1,� � -1'- lir iI ,M /II r F. �� Q` LI -111/2 I \t / . •— N M N v" viz GARAGE LEFT 2 2 2 1.9'-8112" 11'-71/2" -1 11'-8" BERING WALL 40'-0" ©Copyright CompuTrus Inc.2006 BUILDER. ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/31/14 TRUSS CENT ONLTIONSANDO ENGINEERED STRUCTUPROJECT TITLE. REVISION-1: DRAWINGS FOR ALL FURTHER PLAN 5-D COFFER INFORMATION.CONNECTIONS.L umber DESIGNER/ENGINEER OF RECORD PLAN' DRAWN BY:JP REVISION-2: TO TRUSS CONNECBLE FOR TIONS.NON-TRUSSBUI A5 / D-D CHECKED BY: DESIGNER ENGINEER OF RECORD TO & TRUSS REVIEW AND APPROVE OF ALL COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. E CONFORMS TO DESIGN CONCEPT ® CONFORMS TO DESIGN CONCEPT o REV S ONM NOM DDESIGN CONCEPT WITH ❑ �y/� CONFORMS TO DESIGN CONCEPT WITH o & 0 NON-CONFORMING-REVISERESUBMIT 40' REVISIONS AS SHOWN l.g5I-GP PR«MN6 HAS PEEN RENEWED FOR GENERAL C ORNNJCE FAR DORNE OROF R cNSL I, PCOM IMF MITE, ,HE ❑ NON-CONFORMIP G-REVISE AND RESUBMIT FAPRICATORA�ENDOR OF RESP�lv51&LRr FOR GDNFOftNANCF WIiH OESiGN r,505050P it Alex/PRNMNG PLICABLE CODES.ALL OF WNC.I HAVE THIS SHOP DRAWING HAS BEEP REVIEWED FOR GENERAL CONFORMANCE By Alexia D T Dale 9/22 S WITH THE DESIGN CONCEPT ONLY AP NOT RELIEVE THE M I L B R A N D T ARCHITECTS FABRICATORIVENDOR OF RESPONSISM1[NR CONFORMANCE WITH THE DESIGN 0^,I.NGS-m.SPECIFICATIONS ALL OF WHICH HAVE PRIORITY . - , OVER THI1V-OP F;f ING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. CR1By: T,4F�' ^ Date:September 19,2014 Illie CAI 1111 112 Cik air 1an h CJ4 4 CJ5 !' CAC g 6:12AIME CJ6 SII---7/ W / ® Cr/ CA CJ i MIL FJ10 CJ ` a 1111111111111 1:414 CJ', i- W CJ9_ Er V - - CJ9 ai a ....irA V. Zi leCJS CrMI t'S 10112 CJ6 t 12 8 12 CJ5 CAR •0:1, 1111! (3) _ ��F Houses E 1: ' 1- 1 CJ16 i I - j - 1(2) A ill i1\ r,-� ------... r Y V (may .SNJ� iMj{ i.Nj� ler 5 �l 06 2 °g in 1 I WIpuGE RIQHT • 11'0 11-7112' 40'-0' ©Copyright CompuTrus Inc.2006 BUILDER ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NWPLACEMENT ONLY.REFER TO 03/31/14 TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL fl PROJECT TITLE: REVISION-1:ODRAWINGS FOR ALL FURTHER ! urn� � PLAN 5-D DESINFOIGNER/ENGINEER BUILDING COFFER DESIGNER/ENGINEER OF RECORD RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY: JP REVISION-2: TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO & TRUSS ` COMPANY 5 / D-D CHECKED BY: DESIGNSIE PR AND TO APPROVE O OF ALL N. DELIVERY LOCATION: SCALE: REVISION-3: ' 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS; 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by 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)andlor 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). p,.?C} t e0PROppAID .j "int II 44, jTT ft I 'ma le 3 spy $ 2V *I,C?,` <1.26." ©,' l ;`! iri . EXPIRES 6/3Wit.; IIIIIIIIIIIIII 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/DOF/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&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-4068) 864 9-10=(-1382) 6446 9- 4=(•4418) 994 3. 4=(-2906) 618 10-11=(•2326) 10538 4-10=( -552) 2538 WEBS: 2x4 KDDF STAND 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)+OL( 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"00 UON. FOR BC UNIF LL( 0.0)+DL( 20.01= 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: 'COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. 0,08,018,0818 (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" ( 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 5" oc in 2 rows) throughout 2x6 bottom chords, CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX HORIZ. LL DEFL = -0.015° @ 11'- 2.0" 9° oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. TL DEFL = 0.033" @ 11'- 2.0" 1-11-11 7-08-021-11-11 NOTE:Design assumes moisture content does ' T not exceed 19% 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 21.30# 21.30# system and components and cladding criteria. 12 12 10.00 Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 10.007 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads M-4x6 M-5x8 in the plane of the truss only. M-3x8 M-4x10 M-3x8 4 5 6 / M-5x10 co cr _`_ eco II� - to I I v� I i I = �o o� _ g 10 11 12 13 - 8 0 M-5x10 M-3x8 M-3x8 M-3x8 M-5x6 M-7x8 3584# ) )' y y )< y )' 1-09-14 2-00-13 1-11-01 1-11-01 2-00-13 1-09-14 )< > y 1-00 11-07-08 ti,W) PROF Fs JOB NAME: POLYGON PLAN 5-D NH - AH1 Scale: 0.4231 o WARNINGS: GENERAL NOTES,unless otherwise noted: !92 S S FD E c- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 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 bracingto insure stabilityduring construction 2.Design assumes the top and bottom chords to be laterally braced at eI' po ry 9 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). kJ 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 �w 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. 41 SEQ. : 6051299 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in anon-corrosive environment, 2 design loads be applied to any component. and are for"dry condition"of use. ty TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.necessary.assumes full bearing at all supports shown.Shim or wedge if /O 1 4' �C fabrication,handling,shipment and installation of components. ry MSR R 1�-," p 7.Design assumes adequate drainage is prodded. 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPI/ Ain BCSI,copies of which will be furnished upon request. 9 lines Dinescncide nidi ate s iewith lof oint plate in cennes. ter 10. MiTekk USA,InC./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 JII 1110tH This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" TC: 2x4 KDDF Jit&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 1-2=( 0) 72 2-4=(0) 0 2-3=(-64) 38 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 OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN.TOTAL LOAD = 42.0 PSF 0'- 0.0" -68/ 301V -23/ 81H 5.50° 0.48 KDDF (SPECIES 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 9.2" -32/ 28V 0/ OH 5.50" 0.04 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 1'- 11.7" -24/ 42V 0/ OH 1.50" 0.07 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.! BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ACT NON-CONCURRENTLY. MAX LL DEFL = 0.003° @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADSMAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 T ( 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" 12 10.00 MAX HDRIZ. 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=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads in the plane of the truss only. 0 0 N M/- V O O� mol/-P-j111111111111.1 -v x 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,4,3I JOB NAME: POLYGON PLAN 5-D NH - AJ1 ..<<,- PROFFs Scale: 0.6772 �5 GIINE �/� WARNINGS: GENERAL NOTES,unless otherwise noted: GVH � l 5/f 2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4 !92111 PE �1--- Truss: AJ1 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. Afe,Or,, DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom 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 46.110111' DATE: 9/5/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywoodrequired sheathing(Tc)and/or drywall(BC). „...."MI/No,- P Y 9 3.2x Impact bridging or lateral bracing where shown++ * Cy„ 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 t„ �(!j 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, • TRANS I D: 407540 design loads be applied to any component, and are for"dry condition"of use. 1f 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 �O 1 4 2. �AT fabrication,handling,shipment and installation of components. necessary. ``'' 6.This design is furnished subject to the limitations set forth byT Design assumes adequate drainage is provided. SFR R I L`" I VIII(11111 11111 VIII VIII 11111 VIII IIII IIII TPI/WrCA in BCSI,copies of which will be furnished upon request. 8 Ines coincide es ll ewith joint center lines.ted on both s of truss,and placed so their center MiTek USA,Inc./CompuTrus Software 7.6.6 1 L-E 9.Digits indicate size of plate in inches. ( ) 15.For basic connector plate design values see ESR-1 311,ESR-1 988(MiTek) EXPIRES:12/31/2015 III ThisPACIFdICesignLUMBER-BC prepared from computer input by IIIIIIIIIII TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 8LOAD DURATION INCREASE = 1.15 1-2=) 0) 72 2-4=(0) 0 TC: 2x4 KDDF 1&BTR SPACED 24.0" O.C. 2-3=(-96) 73 BC: 2x4 KDDF 1&BTR IC 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 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 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,CN16 (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.I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100° AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 12 -„, MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.072" 10.00 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. rn Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), m 0 load duration factor=1.6, Truss designed for wind loads CO in the plane of the truss only. M/- .1- -> o� ►� 4►I M-3x4 * * y 1, 1-00 2-00 1-11-11 (PROVIDE FULL BEARING:Jts:2,4,3I �tiD P R OFFss JOB NAME: POLYGON PLAN 5-D NH - AJ2 Scale: 0.6371 4� j��f ��i; WARNINGS: GENERAL NOTES,unless otherwise noted: 9 i,P E, 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 Truss: AJ 2 2.2x4 compression web bracing must be installed where shown+. incorporationign assumesf the topopent is the mresponsibilitychords of the ally brang designer. 3.Additional tempora bracingto insure stabilityduringconstruction 2•Design the and bottom chords to be laterally braced at +° temporary 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /0,. DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). J,' DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown e u 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. 2 P�' SEQ. : 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, �1 and are for"dry condition"of use. /.- If -T y i 4, 4�y design loads be applied to anye campaseut. 6.Design assumes full bearing at all supports shown.Shim or wedge if V TRANS ID: 407540 5.CompuTrus has no control over and assumes no responsibility for the necessary. FF3 R 1% V., 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 I VIII(VIII VIII VIII VIII VIII VIII IIII IIIITPIMlrCA in BCSI,copies of which will be furnished upon request. g IDigitsr nod cate s'ein incncide with hes. plate oint rlines. ches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1688(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"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -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: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 5'- 8.7' -99/ 146V 0/ OH 1.50" 0.23 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003° @ -1'- 0.0" Allowed = 0.133" -v 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" 12 Ir 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), o load duration factor=1.6, CM Truss designed for wind loads in the plane of the truss only. u; m r,/_ v 0 LIFAMMEMEI ' o` m.--=-14I4►� �' 1 M-3x4 y y y 1-00 2-00 3-08-11 [PROVIDE FULL BEARING:Jts:2,4,31 14,0 JOB NAME: POLYGON PLAN 5-D NH - AJ3 Scale: 0.5270 �� i✓�5-(cc.- 4/PN/�OttrF�es�i01/- WARNINGS: GENERAL NOTES,unless othenxise noted: 1.-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 PE -9r Truss: AJ 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 DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ` +� continuous sheathing such as plywood sheathing(TC)and/or drywall BC. /' '�0, DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ( ) r (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. -57L q-OREGON �4., 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, �! Nb TRANS I D: 407540 design loads be applied to any component. 6.and ar assume for es fulldbearin ofition" at all supports �1 1 5.CompuTrus has no control over and assumes no responsibility for theDesign9pports shown.Shim or wedge if /Q 7 r 14, 23 AT' fabrication,handling,shipment and installation of components. necessary. �C �`_ 6.This design is furnished subject to the limitations set forth b 7.Design assumes adequate drainage is providetl. �"R R I O- I VIII VIII VIII VIII VIII VIII VIII IIII IIII Y 8 Plates shall be located on both faces of truss,and placed so their center NV TPIrCA in SCSI,copies of which will be famished upon request. MiTek USA,InC./CompuTrus Software 7.6.6(1 L)-E lines coincide with joint center Tines. 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 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,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 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 = 0.003" @ -1'- 0.0° Allowed = 0.100" Allowed = 0.133" 1 11 11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX ELDEFL = 0.001" @ 1'- 0.1' MAXBC PANEL Allowed = 0.054' MAX IC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.196" MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9° 12 MAX HORIZ. IL DEFL = -0.000" @ 1'- 10.9" 10.00 17 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 co 0 in the plane of the truss only. 0 0 N M,,_ VPAWNEE O o� 4 M-3x4 1, 1- .1- 1-00 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,4,31 ��Ep PROFFS JOB NAME: POLYGON PLAN 5-D NH - ASJ1 Scale: 0.6772 o "75%!rX . WARNINGS: GENERAL NOTES,unless otherwise noted: Ct. !. a 219 P E 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/ 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 stabilityduring construction 2.Design assumes the top and bottom chords to be laterally braced at Or' P ry g 2'o.c.and at 10'o.c.respectively unless braced throughout their length by fr DES. BY: LJ is the responsibility of the erector.Additional pe manent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ThIll 1:r DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON <1/ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. be 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, P_k design loads be applied to any component. and are for"dry condition"of use. LIQ '9- 14, �� 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 fabrication,handling,shipment and installation of components. ry. MFR RIO- P 7.n Designcassumes adequate drainage is provided. 6.This design is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111 VIII VIII IN VIII 1111 IIII TPI/W1-CA in BCSI,copies of which will be furnished upon request. git coinciderctwith joint in che. 9.Digits indicate size of tplate eto inches.lin . 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 JIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 19-11-08 HIP SETBACK 4-00-00 FROM END WALL TC: 2x4 KDDF #1&BTR 19-11-08 GIRDER SUPPORTING 43-09-00 FROM 0-00-00 TO 14.11-08 1- 2=(-4208) 990C 20122 (M-700)M3012FO12- 2 4WR/DDF/Cq=1.00 BC: 2x6 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-3012) 732 12-13=(•1126) 4566 12- 3=(-1654) 2526 18- 6=(•1052) 562 4520 WEBS: 2x4 KDDF STAND; 3- 4=(-4726) 1198 13-14=( -674) 2628 3-13=( -126) 758 8-19=(-3356) 864 2x6 KDDF #2 A LOADING LL = 25 PSF Ground Snow (Pg) 4- 5_( -996) 4070 14-15=( -698) 2738 13- 4=( -562) 2454 19- 9=( -714) 3114 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 4'- 0.0" V 6- 7=(-5838) 1502 16-1 4076 7=( -528) 2416 2170 14-15=(-7398) 1860 1894 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 75.0)+DL( 21.0)= 96.0 PLF 4'- 0.0° TO 15'- 11.5" V 7- 8=(-4484) 1176 17-18=(-1390) 5802 15- 5=( -740) 282 IC UNIF 5'- 1.5" TO 19'- 11.5" V 8- BC UNIF LL( 50.0)+DL( 30.0)= 30.0 PLF 10'- 10.0' TO 19'- 11.5" V 9-10=(-5328) 1322 19-10=1020 ( -908) 3932 16- 6=5802 15- ( 8328) 2104 NOTE: 2x4 BRACING AT 24°OC UON. FOR BC UNIF LL( 521.9)+DL( 354.9)= 876.8 PLF 0'- 0.0" TO 14'- ALL FLAT TOP CHORD AREAS NOT SHEATHED 11.5" V 10-11=( 0) 72 6-17=( -678) 2882 IC CONC LL( 100.0)+DL( 28.0)= 128.0 LBS @ 4'- 0.0" 17- 7=( -714) 3176 OVERHANGS: 0.0" 12,0° TC CONC LL( 100.0)+DL( 28.0)= 128.0 LBS @ 15'- 11.5" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ADDL: BC CONC LL+DL= 3584.0 LBS @ 13'- 11.5° LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -912/ 3929V -83/ 74H 5.50" 6.29 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9' .5" 2934/ 17 0/ OH 3.50" 7.82 KDDF (1485) M,M2OHS,818HS,816 = MiTek MT series 19'- 111.5" -934/ 3 37996V 6V 0/ OH 5.50" 6.07 KDDF ( 625) ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP __,'- Join together 2 ply with 3"0.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' nails 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 row(s) 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" 1-11-11 7-10-05 2-05-03 3-08-10 3-11-11 MAX TL CREEP DEFL = -0.001" 8 20'- 1 .5" Allowed = 0.133" 1-11-11 1-10-07 2-05-07 2-03-11 0-11-� 2-06-14 2-00-02 2-00-02 3-09-14 MAX HORIZ. LL DEFL = -0.009" @ 19'- 6.0" MAX HORIZ. TL DEFL = 0.020" @ 19'- 6.0" 4128# T jT 12 12 128# 12 f NOTE:Design assumes moisture content does 10.00 10.00 not exceed 19% at time of manufacture. N10.00 Design conforms to main windforce-resisting M-4x6 M-4x6 7 M-4x8 system and components and cladding criteria. 8 Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 - (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x16 load duration factor=1.6, \h. M-5x11 M-3x4 M-5x12 M-1.5x3NTruss designed for wind loads 3 4 in the plane of the truss only. 5 TAllMin a ®��pL A 1 ' 12 13 14 '�15 16 v �� 0 17 18 19 0 M-5x8 M-4x6 M-3x6 M-7x8 M-4x8 M-3x6 M-5x10 1 M-1.5x3 y .), ), ,, M-8x14, y „I, �y3584# y 1-09-14 2-03-11 2-01-15 2-03-11 1-01 2-03-06 2-01-14 2-00-02 3-09-14 y yy k y 8-04-08 0-05-08 11-01-08 1-00 y 'PROVIDE FULL BEARING;Jts:1,15,10I 19-11-08 y1-00 JOB NAME : POLYGON PLAN 5-D NH - BH1 ��ED PRoFFss Scale: 0.2765 �. �e�GINE�A. /0 WARNINGS: GENERAL NOTES,unless otherwise noted: Cv� ,/q(/ y/y -!r' BH1 L.1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92 P E. 9t� Truss: D I I 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. 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 OillW DATE: 9/5/2014 the overall structure is the responsibility of the building designer, continuous sheathing such as plywood ing(TC)and/or drywall(BC). f r� 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -7, SLP OREGON 1/,�CC 0" SEQ. : 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, b' `V TRANS I D: 407540 design loads be applied to any component, and are for"dry cord tion"of use. X7,1 { 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 /Q 7 r y 4 2�� A"r� fabrication,handling,shipment and installation of components. necessary. ` _ 6.This design is furnished subject to the limitations set forth 7.DesignPlates shall be assumes adequatelocatedodrainagehciso truss,setl. `R R I��' 1111111111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. 8 es coincide with oint center s of and placed so their center MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 15.FF9. orits bas cicate size connecto of plate desige in nches. values see ESR-1311,ESR-1988 9 (MTek) EXPIRES:12/31/2015 This design prepared from computer input by IIIIIIIIIIIIII PACIFIC LUMBER-BC TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 TO: 2x4 KDDF #1&BTR SPACED 24.0° O.C. 2-3=(-67) 43 BC: 2x4 KDDF #1&BTR TC LATERAL SUPPORT <= 12"OC. UDN. 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 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 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 (GOND. 2: Design checked for nett-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" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" TMAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" 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=2Oft, TCDL=4.2,BCOL=6.0, ASCE 7-10, g/Hoilii............01 rn (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. NM/- Vo� glimic -/ y y 1, 1-00 4-00 (PROVIDE FULL BEARING;Jts:2,3,41 ��Ep PR OFjss JOB NAME: POLYGON PLAN 5-D NH - BJ1 Scale: 0.6662 / �� )f�1I NE C >029 WARNINGS: GENERAL NOTES,unless otherwise noted: '.9 G S$P C. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: BJ 1 Alle, 2.204 compression web bracing must be installed where shown+, incorporation of component is the rem sibiloy of the building designer. '� 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 `lar,- �• 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++ OREGON ��C! C 4.No load should be applied to any component until after alt bracing and 4.5.Designion of trussassumestrusses as the re Po be ulsedinf the a non-corrosive environment, 1 2-° � A.� SEQ 0" : 60513 06 fasteners are complete and at no time should any loads greater than and are for"dry condition"of use. e contractor. G/ 7 y14 O� c- design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if •1y�' p Q} TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the necessary. 7rT R10-‘°. 1 fabrication, 10- 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 I 111111 11111 11111 11111 1111 11111 11111 IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. 9.linescoincide iidicate size of plate inoint rgn vas. 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 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF q1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 1.2=( 0) 72 2-4=(0) 0 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 OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -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 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'GOND. 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" 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" 12 MAX HORIZ. TL DEFL = -0.001' @ 3'- 10.9" 10.00 V. NOTE:Design assumes moisture content does ') not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.9ft, 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 co in the plane of the truss only. 0 C,) CO r. Ct PIIIALMMIMMIMIMMMIM O/ 0 �� 41110- 1 -/ M-3x4 y y y 1-00 4-00 (PROVIDE FULL BEARING:Jts:2,4.3' JOB NAME : POLYGON PLAN 5-D NH - BJ2 Scale: 0.5824 \�� NR�F't9n WARNINGS: GENERAL NOTES,unless otherwise noted: �� 7/5//r C -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 .S92//P E. 9� 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. 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 ,/ *� DATE: 9/5/2014 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). / ' p �' 9 0 3.2x Impact bridging or lateral bracing where shown++ h. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '3 .q7 OREGON /"�l SEQ. : 60513 07 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, O\� �^V 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 6.Design assumes full bearing at all supports shown.Shim or wedge if Q -9).- 14, 2 A fabrication,handling,shipment and installation of components. necessary. �y`_ 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided. M�.Cf RILL V 11111101111111111011 VTPI/WfCA in BCSI,copies of which will be furnished upon request. 8.Platesnecoincide with joint center ll be located on both iners of truss,and placed so their center �T MiTek USA,Inc./Com uTrus Software 7.6.6 1 L-E 9. Digits indicate size of plate in inches. P ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E11111111 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 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" 0.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 BAG REQUIRED BAG 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,CNIB (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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR tOPSF 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 = 0.009" @ 1'- 10.0" Allowed = 0.286" '' MAX TC PANEL TL DEFL = -0.008" @ 1'- 11.4" Allowed = 0.428" 12 MAX HORIZ. LL DEFL = -0.002' @ 5'- 8.2" 10.007 MAX HORIZ. TL DEFL = -0.002" @ 5'- 8.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 0 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, u7 Truss designed for wind loads in the plane of the truss only. o, r/- o� 5►� -V 0 1 M-3x4 ) y > > 1-00 4-00 1-08-15 'PROVIDE FULL BEARING:Jts:2,5,3,4' ��Ea PRoFF0 n JOB NAME : POLYGON PLAN 5-D NH - BJ3 Scale: 0.5270 ti �C ` l5%!r °--v WARNINGS: GENERAL NOTES,unless otherwise noted: Kr !i�S P E 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 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 temporarybracing 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 �•rr., DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /'' ICt- 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 G(/ 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -7 �� 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, 2 �.A design loads be applied to any component. and are for"dry condition"of use. /Q 9 r '14 ° T- 6.Design assumes full bearing at all supports shown.Shim or wedge if TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the necessary. MR RI l-\ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center IIII VIII VIII VIII VIII VIII VIII IIII IIIITPI Ain BCSI,copies of which will be furnished upon request. 9.lines Digits c iincide dicate s withze oint of plate incenter ililines. ches. 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MTek) EXPIRES:12/31/2015 AMMMMMMMMIMIMMIMMMMMMIMMII Iliii1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 1-2=(-48) 41 1-3=(0) 0 IC LATERAL SUPPORT <= 12"0C, UON, LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -13/ 98V -18/ 42H 5.50' 0.16 KDDF ( 625) Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,CI8,CN16 (or no prefix) = CompuTrus, Inc 1'- 9.2' 0/ 25V 0/ OH 5.50' 0.04 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) 1'• 11.7" -39/ 51V 0/ OH 1.50' 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 5sf) 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 MAX TC PANEL LL DEFL = 0.003' @ 1'- 2.9" Allowed = 0.131" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = 0.002" @ 1'• 2.9" Allowed = 0.196" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HDRIZ. 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 f T 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, Truss designed for wind loads in the plane of the truss only. am 0 0 0 N VIA_ CrOEITILIIIMMIN OA- --/1' 3�1 M-3x4 ), y 2-00 'PROVIDE FULL BEARING;Jts:1,3,21 JOB NAME : POLYGON PLAN 5-D NH - BSJ1 Scale: 0.7703 �5'��GPN�y�fiy,F�s,..9 WARNINGS: GENERAL NOTES,unless otherwise noted: CV /5/! / 2 1.Budder 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. 9� Truss: BSJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. .,,/ DES. BY LJ 3.Add tional temporary bracing to insure stability during const action 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 1 041111111' DATE: 9/5/2014 the overall structure is the responsibility of the building 9ner.desi continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / �! 3.2x Impact bridging or lateral bracing required where shown++ r �, 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -7, , OREGON SEQ. : 6051310 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, N� �� TRANS I D: 407540 design loads be applied to any component. and are for"dry condftion"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 0 "y 14, 2\��"'�` fabrication,handling,shipment and installation of components. necessary. 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided. ilq" R �� 111111111111111311311 TPIM?CA in SCSI,copies of which will be fumished upon request. a.Ines coincide withjoiint centelates shall be locted on rtlines. of truss,and placed so their center MiTek USA,Inc./CompuTrus Software 7.6.6 1 L-E 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 This design prepared from computer input by IIIIIIIIIIIIII PACIFIC LUMBER-BC TRUSS SPAN 44'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBERO: SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1- 2=( 0) 79 2-10=( -983) 3050 3-10=(-298) 299 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3345) 1280 10-11=( -749) 2567 10- 4=(-182) 615 BC: 2x4 KDDF #1&BTR 3- 4=(-3184) 1317 11-12=( -413) 1876 4-11=(-746) 536 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-2473) 1183 12-13=( -791) 2399 11- 5=(-406) 1050 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2474) 1183 13- 8=(-1026) 2857 5.12=(-406) 1051 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3187) 1318 12- 6=(-747) 536 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-3348) 1281 6-13=(-183) 618 8- 9=( 0) 79 13- 7=(-300) 300 OVERHANGS: 18.8" 18.8" LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: BEARING MAX VERT MAX HORZ BRG REQUIRED BRG C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONSHORZSIZE RE UI. (SPECIES)BRGAREA M,M20HS,M18HS,M16 = MiTek MT series THEELOAD BOTTOMAT CHORDADEAD(LOADPISIAIMIINIMUMY BC OF21102PSF. 0'- 0.0" -341/ 2026V -262/ 262H 5.50" 3.24 KDDF ( 625) 44'- 0.0" -341/ 2026V 0/ OH 5.50" 3.24 KDDF ( 625) !COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.017" @ -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" MAX HORIZ. TL DEFL = 0.139" @ 43'- 6.5" 21-11-15 22-00-01 1' 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. T 12 6.00 V Design conforms to main windforce-resisting 12 system and components and cladding criteria. M 4x6 s.00 Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5 load duration factor=1.6, 9.� M-5x80 ) 4444444444._5" 0M.2 -55"X 8(S) Trn e depsiedoe wils oasl y. 4� o M M 1.5x3 -1.5x3 . . , / N 13 1M-3x8 10 10.25" 0.2512 M-3x4 M-3x8 8 M 3x4 M-5x8(S) M-5x8(S) y > y y ), > 9-00-11 8-11-05 7-11-14 8-11-05 9-00-13 y ), 1-06-12 44-00 1-06-12 0.'.D PRQAFS JOB NAME: POLYGON PLAN 5-D NH - Cl Scale: 0.1506 ti 444 17 ildeS: G. hRAe NOTES,unlssuponotherwise hnote9210 P E 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 and Warnings before construction commences. building component.Applicability of tlesign parameters and proper. Truss: C 1 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building desgner. 3.Additional temporary bracingto insure stabilityduring construction 2•Design assumes the lop and bottom chords to be laterally braced at 4�. p ry 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,,/er Iv,- DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywatl(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 �~c/ C/� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 2 S E:Q. : 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, and are for"dry condition"of use. G/ y 1 4. O design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the necessary. FR R 11>>- fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subjectto the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center IIIIII 11111 VIII VIII VIII VIII VIII IIII IIII TPINfTCA 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:12/31/2015 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 1D.For basic connector plate design values see ESR-1311,ESR-195e(MiTek) A 1111111111 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 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 9.1- 2=( 0) 79 9=(-1042) 3021 3- 9=(-298) 299 WEBS: 2x4 KDDF STAND; 2- 3=(-3324) 1271 10=( -809) 2538 9- 4=(-182) 616 2x4 DF STAND A LOADING 43-- 4=(-3164) 1308 10-0-11=( -431) 1847 4-10=(-746) 536 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 5=(-2452) 1174 11-12=( -780) 2358 10- 5=(-406) 1050 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-2444) 1195 12- 8=(-1049) 2770 5-11=(-396) 1027 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 6 7=(•3108) 1368 11- 6=(-721) 526 7- 8=(-3267) 1326 6.12=(-226) 561 OVERHANGS: 18.8" 0,0" LL = 25 PSF Ground Snow (Pg) 12- 7=(-247) 336 ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA plateprefixdesignators: LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS21V REACTIONS SIZE 3.23 KDDF ( 625) Connector 0'- 0.0" -342/ 2021V -247/ 257H 5.50" 3.23 ( 625) C,CN,CI8,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 psf) uplift at 24 "oc spacing.1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.017" @ -1'- 6.8" Allowed = 0.156" MAX TL CREEP DEFL = -0.016" @ -1'- 6.8" Allowed = 0.208" MAX LL DEFL = 0.205" @ 18'- 0.0" Allowed = 2.142" MAX TL CREEP DEFL = -0.386° @ 18'- 0.0" Allowed = 2.856" MAX HORIZ. LL DEFL = 0.083" @ 43'- 3.5" MAX HORIZ. TL DEFL = 0.135' @ 43'- 3.5" NOTE:Design assumes moisture content does 21-11-15 21-09-01 not exceed 15% at time of manufacture. 7-04 7-01 7-06-15 7-06-15 7-01 7-01-02 system andforms componentstoln andlndforcecladdingresistincriteria. T T 12 '1 f Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), \16.00 load duration factor=1.6, 54.0 Truss designed for wind loads M-5x8(S) '°� in the plane of the truss only. 0.25" M-5x8(S) 0.25" .' !c M-1.5x3 / ,p..M-1.5x3 CO ,x. . M-3x8 0 o �M 3x8 s 1 It 12 A **e` o M-3x4 0.25" 0.25 M-3x4 0 M-518(S) M-5x8(S) y y y y ), y ) 9-00-11 8-11-05 7-11-14 8-11-05 8-09-13 1-06-12 43-09 y JOB NAME : POLYGON PLAN 5-D NH - C3 ..;;CIG .,- PRpFFs Scale: 0.1508 �GJ GINE sft� WARNINGS: GENERAL NOTES,unless otherwise noted: G(y� �92 SSP 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual :92 S S P E r Truss: C3 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. Air, 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 �_► DATE: 9/5/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „..0","1/11/0 - p Y 9 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -7, Ar OREGON /.. 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, y b\� " 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 6.Design assumes full bearing at all supports shown.Shim or wedge if /Q '14, 2 4 fabrication,handling,shipment and installation of components. necessary. 0t?. 6.This design is furnished subject to the limitations set forth bya,7.Design assumes adequate drainage is provided. MFR R L�- 11111111111111111 TPI/WICA in BCSI,copies of which will be furnished upon request. 8 nets coincide with es shall be joint centted on er tines of truss,and placed so their center MiTek USA,Inc./CompuTrus Software 7.6.6 1 L-E 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 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) 1888 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-6742) 2336 14.15=(-3340) 8912 13- 6=(-2804) 1328 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 15-16=(-3048) 8220 6.14=) -92) 754 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 0.0" V 4- 6=(-5996) 2126 16-12=(-1910) 5602 14- 7=( -486) 380 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 10'- 0.0" TO 34'- 0.0' V 6- 7=(-8588) 3228 7-15=( -534) 394 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 34'- 0.0" TO 43'- 9.0" V 7- 8=(-8552) 3220 15- 8=( -100) 1340 794 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 43'- 9.0" V 88.100_(-58820) 2106) 0 10-16=( -482) 1834 NOTE: 2x4 BRACING AT 24"OC UON. FOR IC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 10'- 0.0" 10-11=(-6614) 2318 16.11=( -190) 392 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 34'- 0.0' 11-12=(-6548) 2250 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 20.0" 0.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SD.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) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 43'- 9.0" -1095/ 3584V 0/ OH 5.50" 5.73 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ( 2 ) complete trusses required. M,M2OHS,MI8HS,M16 = MiTek MT seriesJoin together 2 ply with 3"x.131 DIA GUN ICOND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacing. 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 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.269" @ 22'- 0.0° Allowed = 2.142" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.532' @ 22'- 0.0" Allowed = 2.856° MAX HORIZ. LL DEFL = 0.078' @ 43'- 3.5' MAX HORIZ. TL DEFL = 0.127" @ 43'- 3.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.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 '4533.30# f T 1' 33.30# 1212 M-7x8(S) �I 6.00 6.00/ M-5x6 5 M-33x5 7 0.25" M-33x5 ;M-5x6 -1\6,0//, S M 1.5x3 ssssssd/r + M 1.5x3 M-3x8 c, o �� 13 ii 14 ( 85 16 *'12 o M-3x8 M-3x8 0.25" 0.25 M-3x8 8 M-7x8(S) M-7x8(S) y ), y ), y y ) > 9-03-07 8-06-04 8-04-08 8-06-04 9-00-07 y 1-08 43-09 tiA-, PROFFS JOB NAME: POLYGON PLAN 5-D NH - CH1 Sale: 0.,499 ��- �`"Y/5//r s/°29 WARNINGS: GENERAL NOTES,unless otherwise noted: ,t 92 S S P E 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/ 2.2x4 compression web bracing must be installed where shown+, Truss: CH1 and Warnings before construction commences. building component.Applicability of design parameters and proper 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 1' p ry 2'o.c.and at 10'o.c.respectively unless braced throughout their length by */s - 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++ OREGON Ct. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 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, 2 P1_ design loads be applied to any component. and are for"dry condition"of use. 1767,13' 1 4. O\ T' 6.Design assumes full bearing at all supports shown.Shim or wedge it1 TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the necessary. R R 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 VIII VIII VIII VIII VIII VIII VIII IIII IIIITPI Ain copies of which will be furnished upon request. 9.lines nd crate with size nt plate in cennes. ter 10. MiTekk USA,Inc./DC./Compulrun Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 JIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF CATION; TRUSS SPAN 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 #18.2x6 KDDF qt&BTA T2, T3 LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-13=(-1346) 2900 3-13=( -97) 178 BC: 2x6 KDDF 1&BTR SPACED 24.0" O.C. 2- 3=(-3372) 1652 13-14=(-1691) 3901 13- 4=( -331) 1025 3- 4=(-3183) 1579 14-15=(-1739) 4230 13- 6=(•1371) 647 WEBS: 2x4 KDDF STAND LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=( 0) 0 15-16=(-1701) 3873 6-14=( -18) 401 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4061) 1945 4- 6=(-2791) 1452 16-12=(-1313) 2765 14- 7=( -257) 154 BC LATERAL SUPPORT <= 12"OC. UON. 7- TOTAL LOAD = 42.0 PSF 7- 8=(-4043) 1898 7.15=( -276) 155 8-10=(-2734) 1407 15- 6=( -18) 418 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 8-16=(-1397) 647 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9.10=( 0) 0 10-16=( -367) 997 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10-11=(-3118) 1527 16.11=( -31) 219 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11-12=(-3258) 1576 OVERHANGS: 20.0" 0.0° BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1.5x4 or equal at non-structural AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTION MIN.SIZE IN. (SPECIES) vertical members (son). 0'- 0.0" -404/ 2034V -104/ 114H 5.50" 3.25 KDDF ( 625) ** For hanger specs. - See approved plans 43'- 9.0" -337/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) Connector plate prefix designators: 'COND. 2: Design checked for net(-5 But) uplift at 24 "oc spacing. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS, = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M16MAX 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), 13-03-11 17-04-10 13-00-11 load duration factor=1.6, Truss designed for wind loads 5-01-03 4-04 3-05-09 T- 09-1 T 6-03-06 6-03-06 2-09-14 3-05-09 3-05-09 4-04 4-10-03 in the plane of the truss only. T 12 s 6.00 V M-5x6 M-7x8(S) 9 12 6x57y.25" M-8x5 ` M-4x6 6.00 M-1°5x3 `1111'Vir\q1/ M-1.5x3 A1 co M-3x8 Ln 2 /rM-3xB M-3x8 13 10.25" 0.2515 16 *y2 o M-3x8 o y M-718(S) M-7x8(S) y y y y 9-03-07 8-06-04 8-04-08 8-06-04 y 9-00-07 y 1-08 43-09 y -s- Truss:JOB NAME: POLYGON PLAN 5-D NH - CH2 \��, © PR Ores Scale: 0.1499 ��Gj �1�\`/p GINE-'��/�Y/jp_ s/O CH2 WARNINGS: GENERAL NOTES,unless otherwise noted: Ct- �5� Truss: CH2 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 ;9211 /P E �� 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 4,41111011. DATE: 9/5/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood aired in ere s and/or drywall(BC). /�! 9 4.Installation Impact bridging iors lateral bracing required the where tive contractor. -� SEQ. : 6051314 4.No load should be applied to any component until after all bracing and 4. of truss is the responsibility of the respective contractor. CC fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �G OREGON ((� TRANS I D: 407540 design loads be applied to any component. and are for"dry condition"of use. �J 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 �O 7 y 7 4 20� A�� necessary. ND fabrication,handling,shipment and installation of components. 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided. SFR R I Ly 111111111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. 8 Ines coincide lew with joint entetr lines of truss,and placed so their center MiTek USA,Inc./CompuTrus Software 7.6.6 1 L-E 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 This deFICsiLUgnMBEprR-BCepared from computer input by IIIIIIIIIIIIII TRUSS SPAN 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-13=(-1067) 2889 3-13=(-152) 199 TC: 2x4 KDDF #TAND#1&BTR SPACED 24.0" O.C. 2- 3=(-3317) 1286 13-14=) -914) 2657 13- 4=( -33) 359 BC: 2x4 KDDF SR 3- 4=(-3114) 1250 14-15=( -700) 2439 4-14=(-524) 357 WEBS: 2x4 KDDF STAND; LOADING 4- 5=(-2567) 1138 15-16=) -700) 2439 14- 5=(-276) 797 2x4 DF STAND A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 16-17=( -882) 2558 14- 7=(-435) 182 DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2228) 1099 17.12=(-1021) 2712 15- 7=( 0) 274 BC LATERAL SUPPORT <= 12"00. UON. TOTAL LOAD = 42.0 PSF 7- 9=(-2213) 1074 7.16=(-457) 180 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=( 0) 0 9.16=(-285) 791 LL = 25 PSF Ground Snow (Pg) 9-10=(-2551) 1111 166.10=(-489) 3444 10-11=(-3039) 1229 NOTE: 2T4 OPACIOR AT EAS UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-3218) 1283 17-11=( -79) 251 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 20.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) ** For hanger specs. - See approved plans0'- 0.0" -321/ 2034V -182/ 191H 5.50" 3.25 KDDF ( 625) 43'- 9.0" -251/ 1837V 0/ OH 5.50° 2.94 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, IncM,M2OH 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) JT12:S eelt plate= MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 JT 12: Heel to corner = 2.25" 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 19N at time of manufacture. 10-08-10 16-04-11 Design conforms to main windforce-resisting 16 07-11 f system and components and cladding criteria. 5-02-03 0-04 08 5-04-05 5-05-11 5-04-06 f 1' 1' 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), load duration factor=1.6, T 12 Truss designed for wind loads 12 M-4x6 M 3x8 8 M-4x6 Q 6.00 in the plane of the truss only. 6.001/ M-5x6(S) 6 .77 M-5x6(5) 0"25" 0.25" M 1.5x3 47\ +: 'T M1-1"5x3 M-3x10 0 - / A '%-. 4- t �. 13 i� T15 0.256 17 M 3x4 *"2o ct M-3x8 M-3x4 0.25" M-1"5x3 M-5x8(S) M-5x8(S) y y ), ), y y y 8-04-03 7-09-04 5-10-09 5-10-09 7-09-04 8-01-03 y y 43-09 WEDGE REQUIRED AT HEEL(S). �Q,�0 PR()FFS 1-08 JOB NAME: POLYGON PLAN 5-D NH - CH3 Scale: 0.1483 �� 1 / o cv� �/5�I /29 WARNINGS: GENERAL NOTES,unless otherwise noted: 9 2 PE 1.Builder and erection contractor should be advised of all General Notes 1.This building designcois based Applicability iuponthe ity efparameters shown n and is pfor an individual Truss: CH3 and Warnings before construction commences. incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at ,*'� 3.Additional temporary bracing to insure stability during construction2'o.c.and at 10'o.c.respectively unless braced throughout their length by `I�',- DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). CC DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON nes �� /1 4.No load should be applied to any component until after all bracing and 4.5.Design llation of truss is the assum s trusses are to be used non corrosive environment, .1'l 2 PA' SRL. : 6051315 fasteners are complete and at no time should any loads greater than and re for"dry condition"of use. G/O�T 1 4. 4� design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the necessary. MSR R i l�- fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1 1111 11111 1111 111 11111 III ill IIII TPI/WfCA in BCSI,copies of which will be furnished upon request Igsrincidsh joint center lines. 9 lines coincide e zeof plate iinches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1 988(MiTek) EXPIRES:12/31/2015 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) 84 2-14=(-1262) 2926 3-14=(-151) 184 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C, WEBS: 2x4 KDDF STAND 2- 3=(-3337) 1610 14.15=(-1142) 2696 14- 4=( -22) 359 LOADING 3- 4=(-3135) 1578 15.16=(-1120) 2476 4-15=(-523) 297 TC LATERAL SUPPORT <= 12"OC. UON. 4- 5=(-2589) 1493 16.17=(-1120) 2476 15- 5=(-357) 819 BC 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 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 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 8- 9 ( 0) 0 9-17=(-357) 819 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-10=(-2589) 1493 10-10=(-523) 297 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 10-11=(-3135)1- 1578 10-18=( -21) 359 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12.13_( 33300) 1610 18-11=(-151) 184 OVERHANGS: 20.0" 20.0° THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. M-1.5x4 or equal at non-structural vertical members (uon). BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 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,CI8,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 spacino.f 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" 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 notexesign assumes moisture content does exceed 19N at time of manufacture. 12 6 8 12 Design conforms to main windforce-resisting cladding 6.00/ system and components andcriteria. M-4x6 M-3x8 M-4x6 \Is.OD p 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(S) M-5x6 S load duration tactor=1.6, 0.25" ( ) Truss designed for wind loads 0.25" in the plane of the truss only. 0o M-1.5x3 +' + 3 M-1.5x3 .A 1 M 101101°r" 14 M-3x8 M 3x4 10.25" M-1�5x3 0.26 l'57 18 1 3 4 M-3x4 M-3x8 8 M-5x8(S) M-5x8(S) y y 1, y y y y J, y 8-04-03 7-09-04 5-10-09 5-10-09 7-09-04 8-04-03 1-08 44-00 y y 1-08 JOB NAME : POLYGON PLAN 5-D NH - CH4 KV' PRQ,cFss Scale: 0.1623 �cJ '..-- 44.., 31AbEyp�,,,� ;',b WARNINGS: GENERAL NOTES,unless otherwise noted: 4� v 21 ! 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 '92 P E -v Truss: CH4 and Wamings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 4101111!" 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 O/► continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .,./04�`. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 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. ')74. S OREGON /� SEQ. : 6051316 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4/)'' O�� `V TRANS I D: 407540 design loads be applied to any component. and are nor"dry condition"of use. l 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 'C} 14, 2 P"4'• fabrication,handling,shipment and installation of components. necessary. 6.This design is furnished subject to the limitations set forth by7.DesignPlatesassumes adequate on drainage hciso truss,and � R R I�� VIII VIII VIII VIII VIII VIII VIII IIII IIII TPI WTCA in BCSI,copies of which will be furnished upon request. 8 es coincide withl be joint centertlines of truss, placed so their center MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E e in inches. 10.For basic its �connector cate size oplf ate 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 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF M1&BTR SPACED 24.0" O.C. 2.3=(-71) 97 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" -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 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �COND. 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" MAX TC PANEL LL DEFL = 0.001" @ 0'- 8.7" 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 19% 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.D0 ' o in the plane of the truss only. 1 v 0 M,,_ V -v o/ 4 M-3x4 ), y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4I 6-00 f.r PRQp JOB NAME: POLYGON PLAN 5-D NH - CJ1 Scale: 0.6954 <5. " 1 'a*9 WARNINGS: GENERAL NOTES,unless otherwise noted: !9 2 i$P E 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 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 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). f'' 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 11/ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6051317 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 9-(t,��tx � design loads be applied to any component and are for"dry condition"of use. GHQ -7 14, 6.Design assumes full bearing at all supports shown.Shim or wedge if TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the necessary. MFR R �` No 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 111111111111111111111 TPIANlCA in BCSI,copies of which will be furnished upon request. git coincide with jointche. 9.Digitssindicate size of tplate in inches.li . MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E111111 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 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. 1-2=( 0) 72 2-4=(0) 0 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 SQ.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,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -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" 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" 10.00 MAX BC PANEL IL DEFL = -0.023" @ 3'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = 0.000" @ 2'- 3.6" MAX HORIZ. TL DEFL = 0.000" @ 2'- 3.6" -/ NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), d load duration factor=1.6, O Truss designed for wind loads N in the plane of the truss only. M/- V OPATAIIMIllIMIIIIIIIIIIIIIIIIIIIIIM •/- c, ►4 -/ M-3x4 y y ), 1-00 (PROVIDE FULL BEARING;Jts:2,3,4I 6-00 4. JOB NAME: POLYGON PLAN 5-D NH - CJ2 Scale: 0.6704 ��'sv-'"7/5//r -0- 4./.., /°LyF/--sr, WARNINGS: GENERAL NOTES,unless otherwise noted: �� {)/// / �.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 ('� Truss: CJ 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. //Additional temporary bracing to insure stability during construction 2.Des gn assumes the top and bottom chords to be laterally braced at 3. 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 l/' O� DES. BY: LJ continuous sheathing such as plywooding(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++ el SC4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -9G ,_OREGON tx 1v SEQ. : 6051318 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: 407540 design loads be applied to any component. and are for"dry cond tion"of use. C�y, O� �{� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 1 4, 2 P4 fabrication,handling,shipment and installation of components. necessary. �`- 6.This design is furnished subject to the Limitations set forth 97.Design assumes adequate drainage is provided. M.h R I L� I VIII VIII VIII VIII VIII VIII VIII IIII IIII by 8 Plates shall be located on both faces of truss,and placed so their center rT 7PIMrrCA in SCSI,copies of which will be furnished upon request. MiTek USA,IDC./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 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 2-5=(-49) 63 3-5=( 0) 76 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-118) 14 5-6=(-30) 95 3-6=(-99) 31 3-4=( -17) 31 WEBS: 2x4 KDDF STAND; LOADING 2x4 DF STAND A 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,M16HS,M16 = Mitek MT series �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I BOTTOM CHORD CHECKED FOR 1OPSF 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" f 2-04-06 f MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.001" @ 2'- 5.5" Allowed = 0.159" MAX TC 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 7 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. I F. u) Design conforms to main windforce-resisting �O o system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M 3x5 load duration factor=l.6, P� Truss designed for wind loads �', t� in the plane of the truss only. �� 5 6 ►� v �� M-1. 5x3 o� M-5x6 **2X WEDGE W/(2) M-2.5X4 TYP. -2.75 12 J'' y y > 2-05-08 2-09-13 0-08-11 k L y y 1-00 2-05-08 6-00 3-06-08 1PROVIDE FULL BEARING;Jts:2,4,61 �.c\E° PROFFs JOB NAME : POLYGON PLAN 5-D NH - CJ 2C 5� 1�GIN�444 s� Scale: 0.5669 e '7/5//f 0* WARNINGS: GENERAL NOTES,unless otherwise noted: ;./92 1•l 11 P/E 9c- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual //f and Warnings before construction commences. building component.Applicability of design parameters and proper / Truss: CJ 2C 2.2n4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracingto insure stabilityduringconstruction 2.Design assumes the top and bottom chords to be laterally braced at p ry 2'o.x,and at 10'o.x,respectively unless braced throughout their length by �1r - DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). f�',"' 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 �+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. : 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, Z A� design loads be applied to any component. and are for"dryconddion"of use. 1- -47 9 y 1 4, .° C._ 6.Design assumes full bearing at all supports shown.Shim or wedge if 11 TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the necessary. MR R 1�` fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1VIII VIII VIII VIII VIII VIII VIII IIII IIIITPIIWICA in BCSI,copies of which will be furnished upon request. 9nes. linesDigitsnidcide i ate s zewith lof oint plate inriniches. 110. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF #1&BTR SPACED 24.0" O,C. 1-2=( 0) 72 2-4=(0) 0 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 BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0° -29/ 335V -40/ 122H 5.50" 0.54 KDDF ( 625) Connector plate prefix designators: 3'- 6.1" -127/ 128V 0/ OH 1.50° 0.21 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 55V 0/ OH 5.50" 0.09 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(•5 psf) uplift at 24 "oc spacing.' 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 = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0° Allowed = 0.133" 3-06-13 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.099" MAX TL CREEP DEFL = 0.000" @ 0'• 0.0" Allowed = 0.132" MAX TC PANEL LL DEFL = 0.017° @ 1'- 11.8" Allowed = 0.270" MAX BC PANEL TL DEFL = -0.032" @ 3'- 1.4" Allowed = 0.339" 12 10.00 MAX HORIZ. LL DEFL = -0.000" 8 3'- 6.1" MAX HORIZ. TL DEFL = 0.000" @ 3'- 6.1° 0NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, o (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. co M O/ CD 11.- 1114 M-3x4 1-00 'PROVIDE FULL BEARING:Jts:2,3,41 6-00 k. JOB NAME: POLYGON PLAN 5-D NH - CJ3 Scale: 0.5917 °a,s��`�`yyG[PN OF,,on (- WARNINGS: GENERAL NOTES,unless otherwise noted: ( `5/! cc 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 _92 i P L 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 10'o.c.respectively unless braced throughout their length by J ��► 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 ty 9 3.2x Impact bridging or lateral bracing where shown++ S /1 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. �7G , OREGON "V TRANSE Q assumesfotmssesitioare to be used in a non-corrosive environment, �y O�� !^ I D: 407540 design loads be applied to any component. and are r"dry condi of use. 6 7.Design assumes adequate drainage is provided. .Design assumes full bearing at all supports shown.Shim or wedge if Q 14 2 �r 5.CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. necessary. 6.This design is furnished subject to the limitations set forth byssMSR R I0- 11111111111011111 TPI/WrCA in BCS!,copies of which will be furnished upon request. 8.lies coirncideewth joint center liners of truss,and placed so their center MiTek USA,Inc./CompuTrus Software 7.6.6 1 L-E 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 1E1111111 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 3.4=( -24) 34 3-7=(-127) 76 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"01. 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) 0'- 0.0" -41/ 343V -40/ 122H 5.50" 0.55 KDDF ( 625) OVERHANGS: 12.0" 0.0" 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)) == Com CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 dsf) uplift at 24 "oc soacing.I 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" MAX HORIZ. LL DEFL = -0.004" @ 5'- 7.5" 3-06-13 I MAX HORIZ. TL DEFL = 0.005" @ 5'- 7.5" NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.007 Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6 P 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, A 6111...... T Truss designed for wind loads in the plane of the truss only. N 4. 1......._ � M e ��7 4m o M-1.5x3 o/- ir.- 1 6 0 M-3x4M-3x4 M-3x4 1, y /' 2-03-12 3-08-04 1-00 2-05-08 6-00 3-06-08 PROVIDE FULL BEARING;Jts:2,4,71 �, O PROre ss JOB NAME : POLYGON PLAN 5-D NH - CJ3C Scale: 0.4986 �� t. /5��r id�9 WARNINGS: GENERAL NOTES,unless otherwise noted: 2 r E CJ3C 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 3C 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 temporarybracingto insure stabilityduring construction 2.Design assumes the top and bottom chords to be laterally braced at 41� 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r raw,- DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). J'' DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown a+ OREGON �1(/ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6051321 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 2- �-1 design loads be applied to any component. and are for"dry condition"of use. G/0 y 1 4, a T 8.Design assumes full bearing at all supports shown.Shim •or wedge if TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for thenecessary. R R I L,' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I VIII(11111 11111 VIII 0111 11111 IIIII(III(III TPINVTCA in BCS(,copies of which will be furnished upon request. 9 (Digits iines nd crate s de withie of plate inoint ri lines.. MiTek USA,InC./CompuTruo Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MTek) EXPI RES:12/31/2015 IIIIIIIIIIIIII ThisPACIFdICesignLUMBER-BC prepared from computer input by LUMBER SPECIFICATIONS LU: 2x4 KDDF C1TIOR TRUSS SPAN 6'- 0.0" BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER= FO 02W4/ 0q=1.00 SPACED 24.0" O.C. 2-3=(( 9)) 7 95 2-4=(0)(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. 2-3=(-109) 95 BC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 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: C,CN,CI8,CN16 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 4'- 8.4" 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) M,M20HS,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 "on spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.003" 9 -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ •1'- 0.0" Allowed = 0.133" 4-09-03 MAX LL DEFL = 0.000" 9 0'- 0.0" Allowed = 0.039" TL CAllowed = 0.052 f f MAXMAX IC PANELEEP 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" 9 4'- 8.4" 10.00 0MAX HORIZ. TL DEFL = -0.001" @ 4'- 8.4° 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, TCOL=4.2,BCDL=6.0, ASCE 7-10, o^ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 0 4 Truss designed for wind loads in the plane of the truss only. M r/- V O� o , 4 M-3x4 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,3,41 JOB NAME: POLYGON PLAN 5-D NH - CJ4 - c- PR Ores Scale: 0.5377 �Ng ! GINS �'>O WARNINGS: GENERAL NOTES,unless otherwise noted: (` • 2 0 I f -v Truss: CJ 4 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component.Applicability of design parameters and proper '92 P E '�f„ 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 continuous2'o.p.and at 10'hn.suchrespectivelysly unless braced(TC)throughout/o their length . *� DATE: 9/5/2014 the overall structure is the responsibility of the buildingdesigner. sheathing such as plywood in and/or drywall(BC). f�n . ir 9 3.2x Impact bridging or lateral bracing required where shown++ -11111 SEQ. : 6051322 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �G 1J OREGON i <C/ 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 6.Design assumes full bearing at all supports shown.Shim or wedge if �O y 1 4 2�OA+� fabrication,handling,shipment and installation of components. necessary. 1 f_ 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided. MFR F3I 't I VIII(VIII VIII 11111 VIII VIII VIII(III III( TPI/WTCA in BCSI,copies of which will be furnished upon request. lines Ines co withnclateslideajoint enter liness of truss,and placed so their center MiTek USA,Inc./CompuTrus Software 7.6.6 1 L-E 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 I This IFdIC LUMBEResign prepa -BCred from computer input by IIIIIIIIIIIII TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=( -93) 129 6-5=( 0) 18 TC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-214) 36 5-7=(-122) 165 5-3=( 0) 51 BC: 2x4 KDDF #1&BTR 3-4=( -59) 46 3-7=(-1B4) 135 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 12.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -30/ 375V -53/ 153H 5.50" 0.60 KDDF ( 625) OVERHANGS: 12.0" 0.0" 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,CI8,CN16 (or no prefix)) == Com CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 'Sc spacing.I M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 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" @ D'- 0.0" Allowed = 0,051" 4-09-04 MAX HORIZ. LL DEFL = -0.007" @ 5'- 7.5" MAX HORIZ. TL DEFL = 0.007' @ 5'- 7.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. /12 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), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 01 it M17v 1.5x3 o� y y )' 2-03-12 3-08-04 * )' * * 1-00 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING:Jts:2,4,7I �v) 0 PR OFFS JOB NAME : POLYGON PLAN 5-D NH - CJ4C 5. GINE��, si Scale: 0.4610 4�� `�/Y//X7 O* WARNINGS: GENERAL NOTES,unless otherwise noted: /a 2 /P/E t7 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 and Warnings before construction commences. building component.Applicability of design parameters and proper dr- �+' T r u s S: CJ 4C 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 `I�'-- �" DES. BY: LJ s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywatl(BC). l,' 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 ,�Ct /� 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 2.k) P+ SE Q. : 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, G/O�'9,. 4A c and are for"dry condition"of use. design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the necessary. R RI L�- fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. iii 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I VIII(VIII VIII VIII VIII VIII VIII IIII IIIITPINVTCA in BCSI,copies of which will be furnished upon request. linescoincide crate s ie of plate inoint rNi nes. 9. inches. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E to.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=(-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: C,CN,C18,CN16 (or no prefix) = LL = 25 PSF Ground Snow (Pg) 5'- 11.6" -107/ 168V 0/ OH 1.50" 0.27 KDDF ( 625) p 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 psf) uplift at 24 "oc spacing,) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.003" @ -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 f 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" I 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. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, co Truss designed for wind loads o in the plane of the truss only. v 0 b; co v 0/--- M-3x4 )' J, J 1-00 6-00 (PROVIDE FULL BEARING:Jts:2,4,3] Ores JOB NAME : POLYGON PLAN 5-D NH - CJ5 - .-'" P E-,4,9 Scale: 0.4821 c\CJ G`\y7yG/(y.o• I /y�� /� WARNINGS: GENERAL NOTES,unless othenMse noted: �� v I / // 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 P E. �('' 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. /A' // 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 ` 44.1."continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „...04118/!; DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Mil OREIt GON 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. : 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, / q y O\� A`�✓ TRANS I D: 407540 design loads be applied to any component. 6. and aassumes condition" bearingof atall supports7 5.CompuTrus has no control over and assumes no responsibility for the Design shown.Shim or wedge if Q 14, 2 + fabrication,handling,shipment and installation of components. necessary. 1 �P 6.This design is famished subject to the limitations set forth by7.Design assumes adequate drainage is provided. ��R R I t�^ 1111111111111111111111111111111111111111111 8.Plates shall be located on both faces of truss,and placed so their center TPI/WrCA in BCS(,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 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=(-150) 175 6.5=( 0) 18 BC: 2x4 KDDF #1&BTA SPACED 24.0° O.C. 2.3=( 257) 66 57) 55 5-7=(-195) 224 5-3=5-3=(-240) 251 WEBS: 2x4 KDDF STAND (LOADING TC 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" -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. OND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF 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" 8 -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" 8 5'- 7.5" 5-11-10 MAX HORIZ. TL DEFL = 0.010" @ 5'- 7.5" f f NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 �� 6 system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 10.00 (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 v co 9l -V ch -J M-3x4 0 M-1.5x3 7- ►� 9/- ►� 0 M-3x4 M-3x4 y y y 2-03-12 3-08-04 > ), > ,I- 1-00 1-00 2-05-06 6-00 3-06-08 'PROVIDE FULL BEARING:Jts:2,7,4I �� c PR OFFss JOB NAME : POLYGON PLAN 5-D NH - CJ5C vo scale: 0.4046 �� `�`�� -, WARNINGS: GENERAL NOTES,unless otherwise noted: 4 .92,11 P E c- 1.Builder and erection contractor should be advised of ail General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: CJ5C 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 temporarybracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 40_ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �/r�ra - DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). The 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 �� 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. pi /hr SE Q. : 6051325 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, v AS design loads be applied to any component. and are for"dry condition"of use. ./ y i 4, Q `_T 6.Design assumes full bearing at all supports shown.Shim or wedge if �` 11 V TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the necessary. 44^-PRO- 6. R 11-� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII 1111 VIII VIII VIII 11111111111 TPINVTCA in BCSI,copies of which will be famished upon request. lines coincide with joint center liche. 9. Digitssindicate size of plate o 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 7'- 2.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF q1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 1-2=( 0) 72 2-5=(0) 0 2-3=(-217) 192 TC LATERAL SUPPORT <= 12"OC, UON. LOADING 3-4=(-115) 66 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 12.0" 0.0" 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) Connector plate prefix designators: 0'- 0.0" -24/ 377V -79/ 216H 5.50" 0.60 KDDF ( 625) Connec 8,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -242/ 398V 0/ OH 1.50" 0.51 KDDF ( 625) -108/ 58V 0/ OH 1.50' 0.09 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 2.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 -/ MAX LL DEFL = -0.002" @ -1'- 0.0° Allowed = 0.100° MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.074" @ 2'- 9.2' Allowed = 0.481" /10. MAX IC 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" does notEexxceedn19% ates timelofure manufacture.Design conforms to main windforce-resisting system and components and cladding criteria. co 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=1.6, o Truss designed for wind loads CD in the plane of the truss only. CI c,o/- o -f y y y 1, 1-00 6-00 1-02 PROVIDE FULL BEARING:Jts:2,5,3,41 JOB NAME: POLYGON PLAN 5-D NH - CJ6 .(k..,- co, PRpF�s Scale: 0.4578 ��co '-775//rGINF6>e, WARNINGS: GENERAL NOTES,unless otherwise noted: 92 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 4 2 OPE Truss: CJ 6 and Wamings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. Aile, 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 ` ��► DATE: 9/5/2014 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). / '*!- P Y 9 9 3.2x Impact bridging or lateral bracing where shown++ A. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. �G OREGON 1°�'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, 9y O�� `�1/ TRANS I D: 407540 design loads be applied to any component. and are for"dry full ion"of use. 1 5.CompuTrus has no control over and assumes no responsibility for the 6.nDesign assumes full bearing at all supports shown.Shim or wedge if /Q 14 2 AT fabrication,handling,shipment and installation of components. Design assumes �`_ 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided. M�.R RILL I IIIIII 11111 11111 VIII VIII VIII VIII 101 IIII TPI/WrCA in BCSI,copies of which will be furnished upon request. 8 Platesnecoincide with ol be ast center linerd on both s of truss,and placed so their center MiTek USA,Inc./Com uTrus Software 7.6.6 1 L-E 0. Digits indicate size of plate in inches. P ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111111111111 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&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 72 2-7=(-114) 160 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-236) 46 6-8=(-149) 206 6-3=( 0) 51 3-4=(-165) 126 3-8=(-229) 165 WEBS: 2x4 KDDF STAND LOADING 4.5=( -62) 26 TO 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 MIN. (SPECIES) OVERHANGS: 12.0" 0.0" 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,M20HS,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 osfl uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0° Allowed = 0.133" MAX LL DEFL = 0.006° @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.008" @ 2'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.008" @ 5'- 7.5" 7-02 01 1' MAX HORIZ. TL DEFL = 0.009" @ 5'- 7.5" -/ NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. ', Wind: (All40 mHeights),2Enclosed,4Cat.2, E6p.B ASMWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. n 12 10.00 7 M-4x6 M 3x4AlnIOh-_. ...-._.. . �o .._ o� .. M-3x4 8.... o Nom■ M-1"5x3 -� , 0 M-3x4 y y ,I- 2-03-12 2-03-12 3-08-04 ), y y 1-00 y 2-05-08 4-08 09 y y 6-00 1-02-01 'PROVIDE FULL BEARING:Jts:2,8,4,5I ��O PROFFS JOB NAME: POLYGON PLAN 5-D NH - CJ6C Scale: 0.3413 ti 5� o �� y%!r /29 WARNINGS: GENERAL NOTES,unless otherwise noted: !9211IPE 1--- 1. ✓1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: CJ 6C 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 temporarybracing 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 /law-e DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). J'' 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. 17G" tx 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, ?-6\ P+ design loads be applied to any component. and are for"dry condition"of use. /Q Y 1 4, c_ 8.Design assumes full bearing at all supports shown.Shim or wedge if /11/ R 1 TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the necessary. � R RIO, 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 1111111111111111111111111 TPI k U Ain copies of which will r furnished upon request. 9. nes. IDigssines cica indicate size e with tof plate inoint riliiches. 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 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 4.4" TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 2-5=(OF/Cq=1.00 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 1-2=( 0) 72 2-5=(0) 0 2-3=(-266) 237 TC LATERAL SUPPORT <= 12"0C. UON. LDADING 3-4=( -90) 38 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 12.0" 0.0" 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) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -24/ 378V -93/ 249H 5.50" 0.61 KDDF ( 625) Conner 8,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) M,M2DHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -226/ 355V 0/ OH 1.50" 0.45 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 8 -14/ 22V 0/ OH 1.50" 0.03 KDDF ( 625) 4.4" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003° @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.118" @ 2'- 11.7" Allowed = 0.481" 0 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. esin orms to man wndforce- esistin i( system and fcomponentslandlcladdingrcriteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, v Truss designed for wind loads o in the plane of the truss only. r` co v PIAMMIIIIMMINimmimmio o '� 5=� M-3x4 J, ) y y 1-00 6-00 2-04-07 (PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME : POLYGON PLAN 5-D NH - CJ7 ��ED PROFFs Scale: 0.4129 <45':,, '7/5//r � /5// 2 s/O WARNINGS: GENERAL NOTES,unless otherwise noted: r, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92 P E17 Truss: VJ 7 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. �,/' DES. BY LJ4111/ is the responsibility of the erector.Additional permanent bracing of 3.Additional temporary bracing to insure stabil ty during constn ction 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 �� DATE: 9/5/2014 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood ing(TC)and/or tl ywall(BC). „.4.4,411140,- 3.2x Impact bridging or lateral bracing required aired where shown++ * Ct. 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -9G OREGON /�' SEQ. ° 6051328 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ... TRANS I D: 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 6.Design assumes full bearing at all supports shown.Shim or wedge if <O 9 y 1 4 2:�P`F� fabrication,handling,shipment and installation of components. 7necessary. `_ 6.This design is famished subject to the limitations set forth byg Design assumes adequate drainage is provided. SFR R i L`" I VIII(VIII VIII VIII VIII VIII VIII IIII IIII 8 Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request.-E lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6 1 L 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 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER 4PECIFICATIORS TRUSS SPAN E4.1" 1.2=( 0) 72 2-7=(-115) 164 7-6=( 0) 18 TO: 2x4 KDDF 01&BTR LOAD DUSPAIED I24R0ASE C 1.15 2-3=(-235) 82 6-8=(-149) 211 6-3=( 0) 51 BC: 2x4 KDDF 010TR SPACED 24.0" O.C. 3-4=(-216) 173 3-8=(-234) 166 WEBS: 2x4 KDDF STAND 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 HORN BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -29/ 386V -93/ 249H 5.50" 0.62 KDDF ( 625) Connector plate prefix designators: 5'- 7.5" -19/ 131V 0/ OH 5.50" 0.21 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -158/ 243V 0/ OH 1.50" 0.31 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 8'- 4.4" -34/ 53V 0/ OH 1.50" 0.08 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.006" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.008" @ 2'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.008" @ 5'- 7.5" 8-04-07 MAX HORIZ. TL DEFL = 0.009" @ 5'- 7.5" ,1' T NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. /M-1.5X: Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. co - Lo o /' y y 2-03-12 3-08-04 * * > * 1-00�, 2-05-08 5-10-1 * 6-00 2-04-07 (PROVIDE FULL BEARING:Jts:2,8.4,5I scale: 0.3027 C��GPN�FFss/� JOB NAME : POLYGON PLAN 5-D NH - CJ7C `�1y// WARNINGS: GENERAL NOTES,unless otherwise noted: �� g / P E 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon Inc parameters shown and is for an individual ///J and Wamings before construction commences. building component.Applicability of design parameters and proper. 1- Truss: CJ7C 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the rem chords of the building desgner. 3.Additional temporary bracingto insure stabilityduring construction 2.Design assumes the top and bottom chords to be laterally braced at �' p ry g 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++ 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. 2 �� 40 SEQ. : 6051329 5.Design assumes trusses are to be used in a non-corrosive environment, , 4, 14 O\ tx fasteners are complete and at no time should any loads greater than 9 and are for"dry condition"of use. design loads e applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if /� 11 TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the necessary. `R R 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 IN VIII VIII 1111 11111 VIII 11111 IIII IIII TPIMIfCA in BCS(,copies of which will re ++shed 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-1 311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.9" TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 2-5=(OF/Cq=1.00 BC: 2x4 KDDF N1&BTR SPACED 24.0" 0.C. 1-2=( 0) 72 2-5=(0) 0 2-3=(-319) 286 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4=(-102) 45 BC LATERAL SUPPORT <= 12"OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 12.0" 0.0" 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) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 376V -107/ 284H 5.50° 0.60 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 79V 0/ OH 5.50" 0.11 KDDF ( 625) M,M2DHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -250/ 379V 0/ OH 1.50" 0.48 KDDF ( 625) -53/ 77V 0/ OH 1.50" 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 6.9° BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacin0.J 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" jl 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 1P not exceed 19% at time of manufacture. 10.007 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, i1 load durAll ation factor=1.6 Cat.2, Exp.B, MWFRS(Dir), 0 co Truss designed for wind loads -:i- c, in the plane of the truss only. CO CO r,- o 5=� M-3x4 y /' > y 1-00 6-00 3-06-14 'PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME : POLYGON PLAN 5-D NH - CJ8 ��Ed PRCFFS Scale: 0.3715 \� �t�1G l_N��tr_ `s/(�/_ WARNINGS: GENERAL NOTES,unless otherwise noted: �� `/y!!/5 '�(yv 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 92 P E 9� Truss: CJ 8 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 �' DATE: 9/5/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required here)and/or drywall(BC). „-04411/Mt- P t1' 9 3.2x Impact bridging or lateral bracing where shown++ CZ, 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibilitybes of the respective contractor. 77G ,�OREGON �((! SEQ. : 6051330 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: 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 6.Design assumes full bearing at all supports shown.Shim or wedge if 'O 14 `�, P�- fabrication,handling,shipment and installation of components. necessary. " �`_ 8.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided. �`R R I O- I 1111111111111111 VIII VIII III VIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. 8 nes coincs ide with joint el be located on n er liness of tNss,and placed so their center MiTek USA,Inc./CompuTrus Software 7.6.6 1 L-E 9. Digits indicate size of plate in inches. ( ) 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-6=(0) 0 BC: 2x4 KDDF kl&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,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 68V 0/ OH 5.50' 0.11 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -258/ 391V 0/ OH 1.50" 0.50 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10'- 0.0' -129/ 191V 0/ OH 1.50" 0.24 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psfl uplift at 24 "ac spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5 -/ MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX LL DEFL = -0.001' @ 10'- 9.2" Allowed = 0.077° MAX TL CREEP DEFL = -0.001" @ 10'- 9.2" Allowed = 0.103" MAX TC PANEL LL DEFL = 0.064" @ 3'- 4.9" Allowed = 0.481" jl MAX TC PANEL TL DEFL = -0.072" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.006" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.006" @ 9'- 11.2" 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=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 v load duration factor=l.6, o Truss designed for wind loads c, in the plane of the truss only. co �� ---/ o� = 6=� C3 M-3x4 y y )' > 1-00 6-00 4-09-04 'PROVIDE FULL BEARING;Jts:2,6,3,41 ��'�0 PROress JOB NAME: POLYGON PLAN 5-D NH - CJ9 Scale: 0.3424 �� '7/5�f X029 WARNINGS: GENERAL NOTES,unless otherwise noted: !92+'P E 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 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 49S' p ry 2'o.c.and at 10'o.c.respectively unless braced throughout their length by `+,r.- DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or d ywall(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++ OREGONtx �1(� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 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, 2 4 design loads be applied to any component. and are for"dry condition"of use. L/6 k 1 4 0� � 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. MSR R i L�- fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111 11111 11111 11111 VIII VIII 11111 IIII IIII TPI Ain BCSI,copies of which will be furnished upon request. 8 linesDigits coincide e ith eloint plate incenter ililines. ches. 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1888(Mak) EXPIRES:12/31/2015 JIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 1.2=( 0) 72 2.6=(0) 0 2-3=(-411) 381 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 43-4 -5=(-192) 140 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4-5=( -55) 29 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: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 376V -134/ 356H 5.50" 0.60 KDDF ( 625) M,M20HS,M18HS,(or = MiTek MT series 5'- 9.2' 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 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 ,i MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.067° @ 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.075" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.007" @ 11'- 10.9" �/ MAX HORIZ. TL DEFL = -0.007' @ 11'- 10.9" NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.00 7 Design conforms to main windforce•resisting system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads 1 o in the plane of the truss only. M _ 0 6"_� -/ M-3x4 )- y y > 1-00 6-00 5-11-11 'PROVIDE FULL BEARING:Jts:2,6,3,4,51 JOB NAME : POLYGON PLAN 5-D NH - CJ 10 ��Q,ED PRaFFss Scale: 0.3221 �°J r GINE /� WARNINGS: GENERAL NOTES,unless otherwise noted: �� -7/5//r 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 92 P E Truss: CJ 1 0 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 Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 3. 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 ` 404Wcontinuous sheathing such as plywood sheathing(TC)and/or drywall(BC). J'�� DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiredmeedwhere shown+. ->M tr 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '3! A_OREGON /� 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, �!�'` Oda �'✓ TRANS ID: 407540 design loads be applied to any omponent, and are for"dry ontlftion"of use. r A� 5.CompuTrus has no ontrol over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14, n c_ fabrication,handling,shipment and installation of components. necessary. 1 V 6.This design is furnished subject to the limitations set forth byT Design assumes adequate drainage is provided. M�.R R 1'0, 113 VIII VIII VIII VIII VIII illi ill TPI/WTCA in BCSI,copies of which will be furnished upon request. 8 Platesecoincide ll ewit joint centelocated on tr lines of truss,and placed so their center MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E e in inches. 10.For9. basic its �connector cate size oplf ate 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 13'- 1.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-454) 427 3-4=(-246) 188 TC LATERAL SUPPORT <= 12"0C. 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,M20HS,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'-13'- 11.6"- 60 / 290V 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" it 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 IC 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 0not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 10.00 Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), CO 0 load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. r 0, V o M-3x4 ) y y J, 1-00 6-00 7-01-10 (PROVIDE FULL BEARING:Jts:2,6,3,4,5 -ti�E) PROFF�,s JOB NAME : POLYGON PLAN 5-D NH - CJ11 Sale: 0.2976 ��D �` 15/ '°29 WARNINGS: GENERAL NOTES,unless otherwise noted: ! P E 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: CJ11 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 velybottchords to be laterally braced at ��► DES. BY: LJ 2'o,c,and at 10'o,c.respectively unless braced throughout their length by `ala - is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). l,' 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 �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. pL" !� rbc SEQ. :. : 6051333 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 'l 2-°_,p- necessary. h�i design loads be applied to any component. and are for"dry condition"of use. /Q ( 14, O C_S' 6.Design assumes full bearing at all supports shown.Shim or wedge if TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the necessary. MFR RIO, U.�" fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111 11111 11111 11111 0111 VIII VIII IIII IIII TPI/WI-CAkUin BCSI,copies of which will r furnished upon request. nes. g IDigssines c coincide dte sizthe of plate inoint riliiches. MiTek USA,InC./CompuTfuo Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-131 1,ESR-1980(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 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-336) 304 TC LATERAL SUPPORT <= 12"0C. 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) Connector plate prefix designators: 0'- 0.0" -22/ 375V -111/ 296H 5.50° 0.60 KDDF ( 625) Connec 8,CN18 (or no prefix) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50° 0.11 KDDF ( 625) = 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 lCQND. 2: Desiqn checked for net(-5 psf) uplift at 24 "oc spacinq.1 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 = 0.064" @ 3'- 4.9" Allowed = 0.481" 0 MAX TC PANEL TL DEFL = -0.072" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.005' @ 9'- 11.0" MAX HORIZ, TL DEFL = -0.005" @ 9'- 11.0' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 10.00 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), h1 0 load duration factor=1.6, Truss designed for wind loads oin the plane of the truss only. co co r/- o,/- 5.0a. ---/ 0 1 M-3x4 > y y y 1-00 6-00 3-11-12 'PROVIDE FULL BEARING;Jts:2,5,3,4! .ck o R JOB NAME : POLYGON PLAN 5-D NH - CJ 12 Scale: 0.3645 �5��\�`�7Gy/PN /��s�'i0 WARNINGS: GENERAL NOTES,unless otherwise noted: 4�• / ��11/// �.p 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 9G P E Truss: CJ 12 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. /i /J 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: 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 / �S continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ..° ,_w r.- DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiredairedwhere shown++ # 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. "j7 OREGON SEQ. : 6051334 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L/ ,i_OREGON 2o�Q �� design loads be applied to any component. and are for"dry condition"of use. Q 4, TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. � fl`_ 6.This design is furnished subject to the limitations set forth byT.Designlaesassumes adequatedon drainage face is truss,a R R I��' V I VIII VIII VIII VIII VIII VIII 11111 III B Plates shall be located both faces of truss,and placed so their center TPINVrCA 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 IRA' This design prepared from computer input by 1 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.6" 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. 22 2-3=( X49) 222 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -24/ 378V -88/ 238H 5.50" 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc 5'- 11.2" -223/ 356V 0/ OH 1.50" 0.46 KDDF ( 625) M,M2OHS,M1BHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.6" -14/ 3V 0/ OH 1.50" 0.01 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 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 TC PANEL LL DEFL = 0.095" @ 2'- 11.8" Allowed = 0.481" ` � MAX TC PANEL TL DEFL = -0.077" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.003" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.003' @ 7'- 10.9" 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 10.00 7 Design conforms to main windforce-resisting 1( 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 0 load duration factor=1.6, Truss designed for wind loads c in the plane of the truss only. r,- co co v grAIMIIMIMMIMIIMMIM �,"" 5�� 0 M-3x4 k > y 1-00 6-00 1-11-10 'PROVIDE FULL BEARING;Jts:2,5,3,41 ��_c Q PRQFer, JOB NAME : POLYGON PLAN 5-D NH - CJ13 Scale: 0.4253 �� isi1 '029 WARNINGS: GENERAL NOTES,unless otherwise noted: !r !.Q2 P E 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: CJ13 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 /:�� 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++ OREGON �C/ Cr 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 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, y 2 4� design loads be applied to any component. and are for"dry condition"of use. �7 c.4 TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 8.Design sa assumes full bearing at all supports shown.Shim or wedge ifnece /O 7 7 4' O�C fabrication,handling,shipment and installation of components. ry. MER RLL`" p P 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 IIII TPIMfrCA in BCSI,copies of which will be furnished upon request. git coincide with joint ain che. 9.Digitssindicate size of tplate ein inches.li . MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This PACIFIC designLUMBER-preparedBC from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX 2ME2BER FORCES.3=(-137) 1112W4=(0) 0q=1.00 BC: 2x4 KDDF N1&BTR SPACED 24.0" 0.0. -3=( 0) 72 2.4=(0) 0 25 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 402V -66/ 184H 5.50" 0.64 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) C,CN,CI6,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.6" -107/ 168V 0/ OH 1.50" 0.27 KDDF ( 625) M,M2DHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for nets-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 = -0.003" @ -1'- 0.0' Allowed = 0.133' 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 TO 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" A I 12 NOTE:Design assumes moisture content does 10.007 not exceed 19N at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, co Truss designed for wind loads in the plane of the truss only. ,i- c, M vr O/- 0111111111.11.11.1.1111.11.1.1.11 0 ....---_-:-.14�1 -V M-3x4 1-00 6-00 'PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME : POLYGON PLAN 5-D NH - CJ14 <��,0) PROFe Scale: 0.4821 .Gj 'c',... �5// /GINE S/WARNINGS: GENERAL NOTES,unless otherwise noted: CV Cr.:* 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Ct !9'2.'P E 9r 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. //- 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 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 ty 9 3.2x Impact bridging or lateral bracing where shown++ 1111 4f:Z"- 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 'yG OREGON I'. 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, 1)< Asti„, TRANS I D: 407540 design loads be applied to any component. and are for"dry condition"of use. 9 y O� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 1 4 2 . fabrication,handling,shipment and installation of components. necessary. /� 6.This design is furnished subject to the limitations set forth byT.DesignPlates shall assumes adequatedodrainagehciso trussed. R R I�," 111110111111111111111111 TPIPATCA in BCSI,copies of which will be furnished upon request. 8 ns coincide with joint centetr liness of truss,and placed so their center MiTek USA,Inc./CompuTrus Software 7.6.6 1 L-E 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 This IFdIC LUMesign BER-BC prepared from computer input by IIIIIIIIIIIIII TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 TC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-133) 112 BC: 2x4 KDDF #1&BTR TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA D 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 OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -32/ 398V -64/ 180H 5.50" 0.64 KDDF ( 625) 5'- 9.0" -108/ 165V 0/ OH 1.50" 0.26 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 75V 0/ OH 5.50' 0.12 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 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" 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" T '1 MAX HORIZ. LL DEFL = -0.002" @ 5'- 9.0" -/ MAX HORIZ. TL DEFL = -0.002" @ 5'- 9.0" NOTE:Design assumes moisture content does ) 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=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 u7 in the plane of the truss only. cm O th r/- o 4►11 -i 0 M-3x4 > y y 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,4,31 �FyEp P R OFFS JOB NAME : POLYGON PLAN 5-D NH - CJ 15 Scale: 0.4840 ��`�� '1IN .9„1 WARNINGS: GENERAL NOTES,unless otherwise noted: �. '.9 2111 P E *57 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. Truss: CJ 15 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. '� 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 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). dREQN �� rr 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. /�j 2 �� SEQ. : 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, 1'jO `q,_ ,�4 Q� and are for"dry condition"of use. design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the necessary. FR R ILA' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by B.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII VIII VIII VIII VIII IIII IIIITPINVTCA in BCSI,copies of which will be furnished upon request. nes. 6.(ines Digits iidicate ncide s ie of plate inoint inches. Niches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 15.For basic connector plate design values see ESR-1311,ESR-1g88(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 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 1-2=( 0) 72 2.4=(0) 0 2.3=(-89) 81 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 OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -27/ 345V -44/ 130H 5.50" 0.55 KDDF ( 625) 3'- 10.2" -125/ 134V 0/ OH 1.50' 0.21 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M16HS,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 1sf) uplift at 24 "oc spacing.] BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" 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 '( MAX TL CREEP DEFL= 0.000° @ 0'- 0,0" Allowed = 0,109" MAX TC PANEL LL DEFL = 0.024" @ 2'- 1.8" Allowed = 0.300" 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), o load duration factor=1.6, Truss designed for wind loads co in the plane of the truss only. M V O o 110.=.41-114 '4 M-3x4 y y y 1-00 'PROVIDE FULL BEARING;Jts:2,3,4J 6-00 JOB NAME : POLYGON PLAN 5-D NH - CJ 16 ,k,F'`ED PRoFFs Scale: 0.5878 �5 ,\y�yGJ(4NEtrny,T d/0 WARNINGS: GENERAL NOTES,unless otherwise noted: 4f,y -/ `✓// / 1.Budder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4 _92 I 0 PE �r Truss: CJ 16 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 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 „....0? �� 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 requiredmeedwhere shown++ 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. '}7L OREGON 4G1/1 (It j � 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 6.Design assumes full bearing at all supports shown.Shim or wedge if 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, Q y 1 4., 2� AT' fabrication,handling,shipment and installation of components. necessary. _ 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided. M, '"R RIO- I IIIIII VIII VIII VIII VIII VIII VIII IIII IIII 8 Plates shall be located on both faces of truss,and placed so their Doter �T TPIANlCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. its indicate size of MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E le 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 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,M1BHS,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.1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' MAX TC PANEL LL DEFL = 0.160" @ 3'- 7.2" Allowed = 0.478" 5-11-10 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° Fr 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 m 0 in the plane of the truss only. c0 in M VPIAAMMIMMINIMEMINEMINIMMI c, 4 � 0 M-3x4 y ), y 1-00 6-00 (PROVIDE FULL BEARING:Jts:2,4.31 �c?'E° PROF Fss JOB NAME : POLYGON PLAN 5-D NH - CJ17 Sale: 0.482, �� (�151f '029 WARNINGS: GENERAL NOTES,unless otherwise noted: (r .92•�1 PE (� CJ17 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{ Truss: 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 �r 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 tlrywall(BC). fCC 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 A. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6051339 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 2 f design loads be applied to any component. and are for"dry condition"of use. T TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.necessary.assumes full bearing at all supports shown.Shim or wedge if �O 1 4, d�A fabrication,handling,shipment and installation of components. ry MFR R1'0, I U- p P 7.Design assumes adequate drainage is provided. 6.This design is fumished 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(III(IIITPIANrCA in BCSI,copies of which will be furnished upon request. 9.(ines coincide oint Digits indicate s ie of plate inriniches, 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIII IIIII This designPACIFICLUMBER-BC prepared from computer input by LUMBER SPECIFICATIONS TC: 2x4 KDDF IF #1&BTR TRUSS SPAN 3'- 3.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. 2-3=( 0) 84 2-4=(0) 0 IC LATERAL SUPPORT <= 12"OC. UON. 2-3=(-69) 26 BC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 20.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. TOTAL LOAD = 42.0 PSF 0'- 0.0" -132/ 478V -12/ 83H 5.50" 0.77 KDDF (SPECIES 625)Connector plate prefix designators: 3'- 9.2" -86/ 45V 0/ OH 5.50" 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 3'- 3.8" -36/ 78V 0/ OH 1.50" 0.12 KDDF ( 625) 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.' 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 6.00/ BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MCX LL DEFL = 0.021" @ -1'- 8.0" Allowed = 0.167"2 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" 3 MAX HORIZ. LL DEFL = -0.000" @ 3'- 3.0" 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, o (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. Mf-- vi 11111111111111111111 2� 4W 1 M-3x4 J, J, y y 1-08 2-00 1-03-12 'PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME: POLYGON PLAN 5-D NH - CSJ1 ��a 0 PRCFFs Scale: 0.8191 ��j /f /�p. s/O WARNINGS: GENERAL NOTES,unless otherwise noted: CV 77 'y/Ej� o- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .92,O P E 91..- Truss: CSJ 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. 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'ntin and at 10'o.c.respectively unless braced throughout their length by �/► DATE: 9/5/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required ing(TCs and/or d yall(BC). _....„,,,a..., 3.2x Impact bridging or lateral bracing where shown++ -11111Cr SEQ. : 6051341 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �G A_OREGON 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 6.Design assumes full bearing at all supports shown.Shim or wedge if <Q "'Ti- 1 4. 2° A"�-- fabrication,handling,shipment and installation of components. necessary. �`- 8.This design is furnished subject to the limitations set forth byT.Design assumes adequate drainage is provided. MSR R I V- I IIIIII 11111 IIIII 11111 IIIII IIIII IIIII Fill request. 8.Pleecoin shall be with jointn on both iness of truss,and placed so their center TPI/WfCA in BCSI,copies of which will be furnished upon lines coincide with center lines. MiTek USA,Inc./CompuTrus Software 7.6.6 1 L-E 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 IFdIC LesignUMBER-Bprepared from computer input by C LUMBER SPECIFICATIONS TRUSS SPAN 6'- 7.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-4=(0) 0 TC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2.3=(-117) 53 BC: 2x4 KDDF 41&BTR 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 42.0LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 20.0" 0.0" TOTAL LOAD = DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0° -98/ 461V -25/ 134H 5.50" 0.74 KDDF ( 625) PSF 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,CN1B (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 = 0.019" @ -1'- 8.0" Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX BC PANEL LL DEFL = 0.004" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.005" @ 1'- 0.1" Allowed = 0.072" • MAX HORIZ. LL DEFL = -0.001" @ 6'- 7.0" 12 -/ MAX HORIZ. TL DEFL = -0.001" @ 6'- 7.0" 6.001/ NOTE:Design assumes moisture content does '' not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. co0 co cO d O 5111111111111111 2110-717&114►� 0 1 M-3x4 1-08 2-00 4-07-12 'PROVIDE FULL BEARING;Jts:2,4,31 rEaPROP' JOB NAME : POLYGON PLAN 5-D NH - CSJ2 3INE4;:s'63,,, Scale: 0.5840 15/1 WARNINGS: GENERAL NOTES,unless otherwise noted: '92•/P E. 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 Truss: CSJ 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 stabilityduring construction 2.Design assumes the top and bottom chords to be laterally braced at ` 2'o.c.and at 10'dc.respectively unless braced throughout their length by / °Ipr-- DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). f ' 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++ 17 OREGON SIC/ 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. 2.0 A� 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-corosive environment, O �1 and are for"dry condition"of use. 4- -7 7 4, design loads be applied to any component. 8. •Design assumes full bearing at all supports shown.Shim or wedge if p TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the necessary. rT R 4 L� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPIANlCA in BCSI,copies of which will be furnished upon request. g (Digits nines idi slate s ie oint of plate incenter iniches. nes. 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 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1 00 TC: 2x4 KDDF #1&BTR 0' . LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR 2- 3=( 0) 84 2-10=(-1663) 4302 10- 3=( -341) 1053 5-18=(-245) 532 SPACED 24.0" O.C. 2- 3=(-4933) ( ) ( -803) ( ) WEBS: 2x4 KDDF STAND; ( ) 1929 10-11= -1542 3951 3.11= 466 15- 8= -245 335 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 IC 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,M20HS,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) 1COND. 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 notesign assumes moisture content does f f -1 _f f ,i' t-r f not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting 6.001/ M-4x6 6.00 system and components and cladding criteria. 6 4.0" Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, IN'r� load dur(All ation facthts), sr=1.6 Cat.2, Exp.B, MWFRS(Dir), M-5x8(S) Truss designed for wind loads in the plane of the truss only. M-3x4 0.25" M-5x6(S) 0.25" o M-1"5x3 M-3x5 M-3x10 11\1 I \ \ co M-3x10 o !fir' M-5x8 11 12'` ,oe ..-. q 0 2 M-3x4 M-5x10 13 14 15 'g o 0.25' M-3x4 12 2.75 *v2X WEDGE M-5x6 M-5x8(S) W/(2) M-3X4 TYP. 2.75 - y y y y12 J' )' y 2-05-0B 5-10-08 6-02 .2-OO), 9-05-15 8-11-05 8-09-12 )" y 2-05-08 12-00-06 2-00 27-03 1-08 43-09 y JOB NAME : POLYGON PLAN 5-D NH - D1 'g'. PRpFFss Scale: 0.1397 �j INF /2 WARNINGS: GENERAL NOTES,unless otherwise noted: 'CC/\ f f 5//r -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 rt- ;92•0 P E C� Truss: D1 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. / /J 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by / �� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / `!' DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ el CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ')7 A_OREGON 1(j 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, 1.-/6,-7.1), \� A design loads be applied to any component and are for"dry condition"of use. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 14, 20 t,� fabrication,handling,shipment and installation of components. necessary. dC f 0-.c?' fabrication, This design is furnished subject to the limitations set forth by7.Designlaesassumes adequateatedodrainage istrus,provided. R l l.�- I VIII VIII VIII VIII VIII VIII VIII IIII IIII B Plates shall be located on both faces of truss,and placed so their center TPINJrCA in BCSI,copies of which wilt 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 43-00.00 STUB HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 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 72, T3 2- 3=(-10024) 3052 15-16=(-2336) 7040 15- 4=( -248) 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"0C. UON. TO 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- B=( -8830) 3350 20-14=(-1912) 5602 17- 8=( -244) 878 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0' TO 43'- 9.0" V 8- 9=( -8444) 3242 18- 8=(-1376) 636 9.10=( -8660) 3238 18- 9=( -616) 326 NOTE: 2x4 BRACING AT 24"OC UON. FOR TO 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 ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connectorplate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -1151/ 3765V -104/ 113H 5.50" 6.02 KDDF ( 625) C,CN,C18,CN16 (or no prefix) = CompuTrus, Inc ( 2 ) complete trusses required. 43'- 9.0" -1096/ 3584V 0/ OH 5.50" 5.73 KDDF ( 625) M,M2OHS,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, 'GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' 9" oc in 2 rows) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 rows) throughout 2x6 bottom chords, MAX LL DEFL = 0.005" @ -1'- 8.0' Allowed = 0.167" 9" oc in 1 rows) 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 1' not exceed 19t at time of manufacture. 3-02-03 0-06-11 2-03-08 5-11-03 0-06-11 4-10-02 T t,r T T T f 1,,r T T 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. T ' '1 TT T T T T TT T 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 load duration factor=1.6, T 533.30# 533.30# 12 M-3x4 M-7x8(S) 12 Truss designed for wind loads 6.00 D M-4x85 6 M-3x5 8 025° M�ox5 �� M-5x6 \16.00 in the plane of the truss only. M-3x44 10-1.5x3 + M-1.5x3 3 tit M-3x10 ZM-3x8 0 � 1 _ 1 M-7x10 M-3x8 M-7x8 18 0.251'P20 14 0 **2X WEDGE M-7x10 M-7x8(S) a 0 2.75 W/(2) M-3X4 TYP. 2.75 12 12 * * * y > * y * 2-05-0$ 6-09-12 5-02-12 y2-00* 9-02-04 9 00 08 9-00-04 y ,, 2-05-08` 12-00-08 2-00 27-03 y 1-08 43-09 ,c,E0 PR OFFS JOB NAME : POLYGON PLAN 5-D NH - DH1Scale: 0.1467 .c!..s 1�y�'(NE LP WARNINGS: GENERAL NOTES,unless otherwise noted: <, ' v ��/� �9 E 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 P Truss: DH1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. /� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chobrds to be laterally braced at '� DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r. ; p ty continuous sheathing such as plywood sheathing(TC)and/or drywali(BC). f(� 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 ly 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. 1 AA_� 1)< SEQ. : 6051344 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L/ !1(/), 7 4 Q\ design loads be applied to any component. and are for"dry condition"of use. 2 AT' TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if !1 necessary. MRRIt-L V 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 VIII VIII VIII VIII VIII VIII VIII'III'IIITPIMlrCA in BCS',copies of which will be furnished upon request. Digitsgit coincide with joint centerin lines. 9. sindicate idt size of platein lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.On 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" TC: 2x4 KDDF 01&BTR; LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 2x6 KDDF 01&BTA T2, T3 SPACED 24.0" O.C. 1- 2=( 0) 84 2-15=(-1943) 4359 15- 3=( -193) 596 BC: 2x6 KDDF q1&BTR 2- 3=(-5055) 2323 15-16=(-1536) 3431 15- 4=( -422) 947 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-4703) 2253 16-17=(-1804) 4102 4.16=( -367) 244 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(•3503) 1741 17-18=(-1726) 4096 16- 5=( •445) 1192 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=( 0) 0 18-19=(-1757) 4235 16- 7=(-1321) 632 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 5- 7=(-3092) 1593 19.20=(-1689) 3826 7-17=( -142) 657 7- 8=(-4148) 2081 20-14=(•1308) 2765 17- 8=( -297) 376 LL = 25 PSF Ground Snow (Pg) 8- 9=(-3989) 1950 18- 8=( -633) 396 NOTE: 2x4 BRACING AT 24'OC UON. FOR 9-10=(•4094) 1897 18- 9=( -318) 152 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1 =(-2734) 1406 9-10=( •-53) 201 111-12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13=( 9) 0 10- =( -64) 491 12-13=(-3119) 1526 10-2200=(-1364) 635 OVERHANGS: 20,0" 0.0° BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP 13-14=(-3258) 1577 12-20=( -375) 1004 M-1.5x4 or equal at non-structural AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 20.13=( -29) 218 vertical members (uon). 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) Connector plate prefix designators: 43'- 9,0" -337/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2DHS,MIBHS, = MiTek MT series ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing./ M16VERTICAL 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° 0 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 3-02-03 3-05-12 2-03-08 T NOTE:Design assumes moisture content does 5 11-03 3-05-12 4-10-02 not exceed 19% at time of manufacture. 07 0if T 3-07-09 T 1f0 3-f f03-f 2 T 6-02-11 T Design conforms to main windforce-resistin -05-0f 4-03-14 g 1' system and components and cladding criteria. 9-10-08 Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 11 9-07-08 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 M-7x8 S T load duration factor=1,6, 12 6.00 V M-5x6 ( ) 12 Truss designed for wind loads M-3x4 B ) 25"XM_10x5 2M-4x6 6,00 in the plane of the truss only. M-3x4 - - - 4 M M-1.5x3 -1,5x3 M-3x10 3 _ M-3x8 u) o 1 -" -i5M 7x10 16 ii-40114* ee = o o M-3x8 M-7x8 16 19 20 *14 o -- 12.75 **2X WEDGE M-7x10 0.25" M-3x8 2.75 r .-- M-7x8(S) 12 W/(2) M-3X4 TYP. 12 y y y y ), y y y -05-0 6-09-12 5-02-12 2-00 y ), 9-02-04 9-00-08 9-00-04 , 2-05-08 12-00-08 2-00 27-03 y 1-08 y 43-09 JOB NAME: POLYGON PLAN 5-D NH - DH2 ,�r7 EO PROres Scale: 0.1467 Gj /5//p_ di 9* O2 WARNINGS: GENERALNOTES,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 '92 PE � 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 construction2.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 'S. ct- DATE: 9/5/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). `�!- 9 3.2x Impact bridging or lateral bracing required where shown++ r 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -yG 4,OREGON 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, 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 �O 7 y y 4 2��A"� fabrication,handling,shipment and installation of components. necessary. c- 6.This design is furnished subject to the limitations set forth by7.Designlaesassumes adequateatedondrainage is ogrossed. �`�R R I L� 1131111110140111 TPI/WrCA in BCSI,copies of which will be furnished upon request. B.Ines coincide ll ewith joint center liness of truss,and placed so their center MiTek USA,Inc./CompuTrus Software 7.6.6 1 L-E 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 pre-BCpared from computer input by 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=(-1627) 4217 14- 3=( -332) 1034 20-12=(-79) 251 BC: 2x4 KDDF #1&BTA SPACED 24.0' O.C. 2- 3=(-4923) 1901 14-15=(-1508) 3872 3-15=( -786) 419 3- 4=(-3529) 1366 15-16=(-1095) 3091 15- 4=( 0) 365 WEBS: 2x4 KDDF STAND; LOADING 4- 5=(-2869) 1223 16-17=( -829) 2561 4-16=( -729) 350 2x4 DF STAND A 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 10-11=(-2552) 1114 8-19=( -440) 179 NOTE: 2T4 OPACIOR AT EAS NOT UON. FOR SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-3040) 1230 10-19=( -285) 773 ALL FLAT TOP CHORD AREAS 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) 0'- 0.0" -322/ 2034V -181/ 191H 5.50" 3.25 KDDF ( 625) Connector plate prefix designators: 43'- 9.0° -251/ 1837V 0/ OH 5.50' 2.94 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 oaf) uplift at 24 "oc spacing.I 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" ? NOTE:Design assumes moisture content does 5-10-08 1-09� 5-04-05 0-04-11 5-02-02 not exceed las at time of manufacture. P-09 5-10-08 �0-04 11 5-04-05 5-05-10 5-04-05 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), M-4x6 M-4x6 12 load duration factor=1.6, 1267 M- X8 • 0 X16.00 Truss designed for wind loads 6.00 M-3x4 °-° in the plane of the truss only. M-5x6(S) :1A-3x4 0.25" 4 ,� ,+ + + M-1.5x3 z M-3x5 3 M-3x10 0 M-3x10 t ••** rD 41- 14 15 16 A v 20 13 O 1 M-5x8 M-3x4 M-5x10 17 M-1.5x31 0.25'' M-3x4 C. **2X WEDGE M-5x10 M-5x8(S) - 2.75 W/(2) M-3X4 TYP. 2.75 12 12 y -05-0 5-10-08 6-02 y2-00y 5-06 5-10-12 7-09-02 8-01-02 y , 2-05-08 12-00-08 2-00 27-03 y 1-08 43-09 ��4Ep PROF�Cs JOB NAME: POLYGON PLAN 5-D NH - DH3 ,�,:ncs Scale: 0.1338 �c�� . 141 J{7 iL2� WARNINGS: GENERAL NOTES,unless otherwise noted: 4 '9f i,,7 P E l 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual /// 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. 3.Additional temporary bracing to insure stabilityduring construction 2.Design assumes the top and bottom chords to be laterally braced at IiI'. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by j°��- n. DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r/1 .'r', DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON ((/ 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. : 6051346 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are lobe used in a non-corrosive environment, �t 2 AS_A' and are for"dry condition"of use. GAO .7 1'4, Q�c_T' design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibil ty for the necessary. FR R,, x 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 11E VIII VIII VIII VIII VIII VIII IIII IIIITPI/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. 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 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-14=(-1958) 4217 14- 3=( -408) 1034 20-12=(-79) 226 BC: 2x4 KDDF #1&BTR SPACED 24.0" O,C. 3=(-4923) 2340 14-15=(-1814) 3872 3-15=( -786) 446 WEBS: 2x4 KDDF STAND; 32-. 4=(-3529) 1732 15-16=(-1374) 3091 15- 4=( 0) 365 2x4 DF STAND A LOADING 4- LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-2869) 1592 16-17=(-1123) 2561 5-16=( -729) 341 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-2434) 1516 17-18=(-1114) 2427 5-16=( -401) 1042 BC LATERAL SUPPORT <= 12"OC. UON. 6- 7=( 0) 0 18-19=(-1114) 2427 5-17=(-1026) 475 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 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 18- 8=( 0) 297 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 10-11=(-2552) 1476 8-19=( -457) 292 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 1 .13=(-3248) 156419-11=( -361) 787 12-13=(-3218) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 161111 19-11=( -491) 283 OVERHANGS: 20.0" 0.0" 11-20=( -56) 319 M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) 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: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing-I M,M20HS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 JT 13: Heel to plate corner = 2.25" MAX LL DEFL = 0.022" 8 -1'• 8.0° Allowed = 0.167" 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" 8 14'- 6.0" Allowed = 2.856" 19-11-11 4-00-10 19-08-11 MAX HORIZ. LL DEFL = -0.145" 8 43'- 3.5° 5-10-08 1-09 2 05-04 3-03-12 ( MAX HORIZ, TL DEFL = 0.208" @ 43'- 3.5" 5-02-02 NOTE:Design assumes moisture content does 2-09 5-10-08 �3-03-12 f -05-0f T 5-05-10 f T f ,r5-04-05 not exceed 19% at time of manufacture. T Design conforms to main windforce-resisting 16-06-08 16-03-08 system and components and cladding criteria. 7 9 12 '1 '1 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.001/ M-3x4 M-4x66 M1x8 M-4x6 .00 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 \I6load duration factor=1.6, M-5x6(S) s Truss designed for wind loads in the plane of the truss only. 0.25" M-3x4 4 ia /*11-1-3X510 3x5 + + .+ M-3x10 M-1.5x3 co 3, ..040411M-3)(10 L o 1 er 1 �4 15 16 e o A :,,,oo M-5x8 M-3x4 M-5x10 17 20 '13 M-3x4 O a 2.75 **2X WEDGE 2.75 . M-5x8(S) 12 W/(2) M-3X4 TYP. 12 y y y ), ), y y ), y 2,-05-0a 5-10-08 6-02 .2-00, 5-06 5-10-12 7-09-02 8-01-02 , 2-05-08 12-00-08 2-00 27-03 y 1-08 43-09 y JOB NAME : POLYGON PLAN 5-D NH - DH4 �� pROFF6 Scale: 0.1338 \GJ� IN s/0 WARNINGS: GENERAL NOTES,unless otherwise noted: � ' 5/l t -0- 44., 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92 P E. �� Truss: DH4 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 1 �� ir DATE: 9/5/2014 the overall structure is the responsibility of the building designer, continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). / '�! 3.2x Impact bridging or lateral bracing where shown++ 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. "yG OREGON 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, TRANS I D: 407540 design loads be applied to any component. and are for"dry condition"of use. 9 y Q�b �� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if /Q 14, 2 P fabrication,handling,shipment and installation of components. necessary. �`_ 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage is truss,ed. �R R(�� 1111111 VIII VIII VIII VIII VIII VIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. 8 Platesnecoincide with joint on centetr lines9. s of and placed so their center MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E e in inches. 10.For basic connector plits indicate size of ate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E1111111 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 lit&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/ B1H 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 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" 1 11 11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001' @ 1'- 0.1" Allowed = 0.054" T "( MAX IC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.196" MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000' @ 1'- 10.9" 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=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1' load duration factor=1.6, Truss designed for wind loads rn O in the plane of the truss only. c 0 N c7/- V O C., 11111 4� M-3x4 y y y 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,4.31 ��_,co PROF6* JOB NAME: POLYGON PLAN 5-D NH - EJ1 Scale: 0.6772 �� t��/sift %217 WARNINGS: GENERAL NOTES,unless otherwise noted: 4 !9 PE 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: EJ1 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 m psoigi2. topand to be laterally braced at ` �/" 2'o.c.and at 10'o.c.respectively unless braced throughout their length by / °rr.- DES. BY: LJ s the responsibility of the erector.Add Tonal 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++ -110 OREGON /.0 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6051348 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �7 2 0- TRANS design loads be applied to any component. and are for"dry condition"of use. L/"0 -7 r "I 4, O� c - fi.Design assumes full bearing at alt supports shown.Shim or wedge if c TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the necessary. M`R R I�-� fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I VIII(VIII VIII VIII VIII VIII VIII IIII IIIITPI/WfCA in BCS(,copies of which will be furnished upon request. 9 IDigessc mica a sizee with lof plate inoint rilines. . 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" TC: 1 2x4 KDDF C1TIOR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER- FORCES 2W4= 0F/Cq=1.00 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 1-3=( 6)) 7 73 2-4=((0) 0 TC LATERAL SUPPORT <= 12"OC. UON. 2-3=(-96) 73 BC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. TOTAL LOAD = 42.0 PSF 0'- 0.0' -41/ 322V -44/ 132H 5.50" 0.52 KDDFP (SPECIES 625)Connector plate prefix designators: 1'- 9.2" -10/ 63V 0/ OH 5.50" 0.10 KDDF ( 625) C,CN,CI8,CN16 (or no prefix) = CompuTrus, Inc LL 25 PSF Ground Snow (Pg) 3'- 11.7" -68/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.! BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND 12 MAX TL CREEP DEFL -0.003" @ -1'- 0.0" Allowed 0.133" --f MAX BC PANEL LL DEFL = 0.002" A 1'- 0.1" Allowed = 0.054" 10.00 MAX BC PANEL TL DEFL 0.002' A 1'- 0.1" Allowed 0.072" 0 MAX HORIZ. LL DEFL = -0.001" A 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. rn o 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), load duration factor=1.6, co Truss designed for wind loads in the plane of the truss only. co /- ' � o 11 4 M-3x4 1-00 2-00 1-11-11 PROVIDE FULL BEARING;Jts:2,4,3I JOB NAME : POLYGON PLAN 5-D NH - EJ2 ��c,0 PROFF.6, Scale: 0.6371 s�Gj �,115(�iic�_ s/D WARNINGS: GENERAL NOTES,unless otherwise noted: f y/A/p �'' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual !7PETruss: EJ 2 and Wamings before construction commences. building component.Applicability of design parameters and proper2.2x4 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.Des gn assumes the top and bottom cho ds to be laterally braced at " is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �� DATE: 9/5/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood in ere and/or tlrywall(BC). r!- 9 3.2x Impact bridging or lateral bracing required where shown++ ry SEQ. : 6051349 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_ / fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �L -.7:4OREGON ((f 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 6.Design assumes full bearing at all supports shown.Shim or wedge if �O 7 7 4 2„.,...\ �A"k-� fabrication,handling,shipment and installation of components. 7necessary. f `_ 6.This design is famished subject to the limitations set forth byg Design assumes adequate drainage is provided. MFR R 1��' I 11111111110111111111111101111111111111 r 8.Platesecoincideinil be located on both iness of truss,and placed so their center - TPs ini BCSI,copies sof ubject will furnished upon request. lines with joint centerlines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L-E 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 ThiPACsIFdesign prepared from computer input by IIIII IIIIIIIII C TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 TC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2-3=(-144) 105 BC: 2x4 KDDF k1&BTR 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 BOG AREA LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 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 psf) uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" -/ MAX BC PANEL LL DEFL = 0.005" @ 1'- 0.1" Allowed = 0.054° MAX BC PANEL TL DEFL = -0.005" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" r' MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" 12 NOTE:Design assumes moisture content does 10.00 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), as load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. 0 c7 v� M- -V o� 11.--L'..'"---:.,.1_1141P- 110 M-3x4 * * * * 1-00 2-00 3-11-11 (PROVIDE FULL BEARING:Jts:2,4,31 ��E0 PROFe, JOB NAME: POLYGON PLAN 5-D NH - EJ3 Scale: 0.5134 4 ��/��i �o1� WARNINGS: GENERAL NOTES,unless otherwise noted: .,92 e s P E 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 Truss: EJ 3 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the resibday of the budding designer. '� 3.Add'dional temporary bracing to insure stabilityduring construction 2.Design assumes the top and bosom chords to be laterally braced at g 2'o.c.and at 10'o.c.respectively unless braced throughout their length by `°r1- `�' DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). QREGON �<(/ 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 4.5.DesignInstallation ll assumesf truss is the trusses are to be usedpinthe a non-corrosive contractor. envionment, rL �-�.. SEQ. :. : 6051350 fasteners are complete and at no time should any loads greater than and are for"dry condition"of use. L/�'I y 14+ O� design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if icy/" TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ''R R 1‘..-\--" 6.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,end placed so their center 111 11111 III 11111 III VIII EMI (III TPINVTCA in BCSI,copies of which will be furnished upon request. 9.Digsscoincide s ieh joint of plate incenter ililines. ches. MiTek USA,IDC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Mirk) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7' TC: 2x4 KDDF kt&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 2-4v(0F/Cq=1.00 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 1-2=( 0) 72 2-4=(0) 0 2-3=(-194) 138 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 OVERHANGS: 12.0" 0.0" GL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" 0/ 248V -88/ 238H 5.50" 0.40 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 9.2" -167/ 308V 0/ OH 5.50" 0.49 KDDF ( 625) C,CN,CI8,CN16 (or no prefix) = CompuTrus, Inc 7'- 11.7" -138/ 205V 0/ OH 1.50" 0.33 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.! BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=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 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' 0 MAX HORIZ. LL DEFL = -0.003° @ 7'- 10.9" 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 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, 0) Truss designed for wind loads o in the plane of the truss only. 0 0 N- co O� I�- o 4.'"--=-4 -V M-3x4 y y y 1-00 2-00 5-11-11 !PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME: POLYGON PLAN 5-D NH - EJ4 Scale: 0.4250 ��G NROFFssi WARNINGS: GENERAL NOTES,unless otherwise noted: G�� 1- WARNINGS: 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 921SPE �1.-- 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. -Ai 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 4104111111P 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). ,..04.4111100,- 9 3.2x Impact bridging or lateral bracing where shown++ M SEQ. : 6051351 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, 6 OREGON /4Cr 1 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. `V TRANS I D: 407540 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 �O 9 y 1 2°� A"'�� 5.CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. necessary. ��^ _ 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided. R R I L�° I 11111 VIII VIII 11111 11111 VIII VIII 1111 !III TPIM?CA in BCSI,copies of which will be furnished upon request 8 Platesnecoincide evdth joint on center of truss,and placed so their center MiTek USA,Inc./CompuTrus Software 7.6.6 1 L-E 9.Digits indicate size of plate in inches. ( ) 10.For basic connector plate design values see ESR-1311,ESR-1 988(MiTek) EXPIRES:12/31/2015 11111141 This deFIC LsigUMBER-Bn prepared from computer input by C LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&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 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" -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, IncL M,M2OHS,M18HS,M16 = MiTek MT series 12 LLIMITED IMIIEDMSTORAGE GE DDOES2NOT APPLIRDUE0E TO NOTO THE SPITG IALET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' 6.00'_ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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 CREEP 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. 3 -V Wind: 140 mph, h=19.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), CO load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. cof 1� o Ma o g/ 04 M-3x4 1 1-08 1-00 'PROVIDE FULL BEARING;Jts:2,4,4' y5.D PRFs JOB NAME: POLYGON PLAN 5-D NH - P1 Scale: 1.0020 �� o �� Ilyl1� ��.� WARNINGS: GENERAL is unless otherwise noted: 4 .9 P E f 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component.Applicability of design parameters and proper. / Truss: P 1 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building desgner. / 3.Additional temporary bracingto insure stabilityduringconstruction 2•Design assumes the top and bottom chords to be laterally braced at 4,� p ry 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). f ' DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown.1.4. OREGON t /� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. S E0. : 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, .-- AS_ design loads be applied to any component, and are for"dry condition"of use. G`O '9 r 1 4, O _T_ 6.Design assumes full bearing at all supports shown.Shim or wedge if TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibil ty for the necessary. /14, 93 R 41 X 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 11111 IN 11111 VIII VIII VIII'III'IIITPI Ain BCSI,copies of which will be furnished upon request. 9 (ines Digits cindicide ate size oint of plate in cennes. ter 10. MiTekk USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015