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Plans (81) mV s,„ MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-92_UP Fax 916/676-1909 5D The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R41832552 thru R41832567 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. �ti4 n PRUxe t,clNEe 870 2PE r �f Aq ), OREGON ti /1/ OBER 1' 0 A. Heck EXPIRES:06/30/2015 April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. lut MiTek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL 14-92_U P Fax 916/676-1909 5D The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R41832552 thru R41832567 My license renewal date for the state of Washington is January 2,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. sONIO C.) Dov wns � d T } oto At April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply 5D R41832552 PL14-92_UP F01 Floor B 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:14 2014 Page 1 ID:j7axn4OsHnThlyaUAczw0szX1UY-ZUAMIRGH36RsRkXU127EmMisJ1UWN695C9Z 15zOQS1 2-6-0 I 2-2-9 II 1-2-0 ii 2-4-11 1 Scale=1:28.6 1.5x3 I I 3x5= 1.5x3 II 3x4= 1.5x3 I I 1.5x3 I I 3x5 = 1.5x3 I I 1 2 3 4 5 6 7 8 '-/ \ 1114/414%,14444411% e / \ N e 13 12 11 10 /� 3x4= 3x8= 3x4= 3x4= 3x4= 10-8-1 11-4-9 I 9-11-9 10f1r1 111-3-1 1 1 16-4-12 1 9-11-9 0-1 b 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): (10:0-1-8,Edge),f11:0-1-8,Edge1 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.40 11-12 >487 360 BCLL 0.0 Rep Stress!nor YES WB 0.56 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=715/Mechanical,9=715/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten -All forces 250(lb)or less except when shown. `, ONIo TOP CHORD 2-3=-2463/0,3-4=-2463/0,4-5=-2532/0,5-6=-2532/0,6-7=-2532/0 !i*i BOT CHORD 12-13=0/1520,11-12=0/2805,10-11=0/2532,9-10=0/1515 CP VIAS, 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 0040 4} NOTES cor. 1 p, ; rS 1)Unbalanced floor live loads have been considered for this design. } N 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. fir 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 Al, 639 4r` be attached to walls at their outer ends or restrained by other means. �# � ? LOAD CASE(S)is truss VIII _,co PROpF c,�`` GihiF i0- 870 2PE `<'.��,°REGO ti" 40 0SA. He , EXPIRES:06/30/2015 April 22,2014 i A WARN:3-Ye.!yde_=4nparante ten u utREADFf3TESC:/T#ESANDI LUDED KIP('AEFERENCE PAW/fit 7473 rex-J 25f7/D1$BE RF(35Ek �•• Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. � Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of theMiTek. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine;5P)lumber is isief,n erleeiga values are these&femme 06/01,12.013 by ALSC Job Truss Truss Type Qty Ply 5D R41832553 PL14-92_UP F03 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:15 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-1 gkkynGvgPZj3u6gbleTJZFOdRg06Y7ERplYHXzOQSk I 2-6-0 I I 2-5-1 I f 1-2-0 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 s _ N .4000.00•000 e ee 1''''' 12 11 10 3x4= 3x8= 3x4= 3x5= 3x4= 10-10-9 11-7-1 I 10-2-1 101319 111-5-9 1 1 16-7-4 I 10-2-1 0-1-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): 010:0-1-8,Edgel,111:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (Ioc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.27 11-12 >739 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.43 11-12 >456 360 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/rP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=725/0-4-8 (min.0-1-8),9=725/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. y'QNIO 1, TOP CHORD 2-3=-2508/0,3-4=-2508/0,4-5=-2587/0,5-6=-2587/0,6-7=-2587/0 iii BOT CHORD 12-13=0/1543,11 12=0/2877,10-11=0/2587,9-10=0/1538 WAS 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 s 0. , , NOTES02 ) trl 1)Unbalanced floor live loads have been considered for this design. N 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4 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 cd; be attached to walls at their outer ends or restrained by other means. r1j £�(f ' (O., •.GISTE ' LOAD CASE(S) Standard Aktt AL �y ��R p PROFk, �c5 4 ,C,INFfi�. /%�� 870221E 1-- / y(n ,N' -0?,� °REG0, q. O4 ''PC10:11/8 ER �' SA. HE4 EXPIRES:06/30/2015 April 22,2014 I e ®EffMN G.Wdey design pa€asw-r€and REAP MRS ON MS AM Z,itWSEfm/1150 REFERENCE PAGE/411.7413 me 1129/2014 SERV FUSE Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Mil Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the a�iT��* erector.Additional perfY,manent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Cdteda,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if 5tnctlaern 1 (so)lumbar is specified.,the design valat es are those c evtive Das/O9./2Oi.s try MSC Job Truss Truss Type Qty Ply 5D R41832554 PL14-92 UP F04 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:16 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1UY-Vt16A7HXbjhah2hs9T9imoBrrAWr QOfT25pzzOQSj 1 1-0-0 -1 1 1-1-11 II. 1-2-0 II 1-0-9 1 2-6-0 I Scale=1:32.5 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 4x5=- 1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 e _ e e a e ////`sa a ° 'a ° db. - N ...,:. a 9 e e e e a - e 7.11 26 25 24 23 22 21 20 19 18 3x4= 4x5= 3x5 = 3x5= 3x5 = 3x5= 4x6 = 4x4= 3x4= 15-3-11 I 14-1-11 11a_8-111 I 19-1-4 I 14-1-11 7-0 0-7-0 3-9-9 Plate Offsets(X,Y): 114:0-1-8,Edge1,119:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.30 22 >767 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.46 22-23 >493 360 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.06 18 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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 (lb/size) 27=835/0-4-4 (min.0-1-8),18=835/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. _t.TONIO 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, �+ ii,, 8-9=-3752/0,9-10=-3752/0,10-11=-3733/0,11-12=-3733/0,12-13=-3416/0, C5 (��WAS .. `ev 13 14=-3416/0,14-15=-2622/0,15-16=-2622/0 0 , Y{,} let, 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, r ' G 'C) 20-21=0/2622,19-20=0/2622,18-19=0/1831 .0 c N 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, the 13-21=-328/0,14-21=0/108577r NOTES ,f)0,, ,,?4°G sT 1)Unbalanced floor live loads have been considered for this design. , AS'2)All plates are 1.5x3 MT20 unless otherwise indicated. �IONAL • 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened 9 be attached to walls at their outer ends or restrained by other means. P R LOAD CASE(S) Standard C...\�j� �NGINE . sf��S� i1 7 -0,�OREGO 4 0 'TIBER °s A He R EXPIRES:06/3012015 April 22,2014 e t A WARM%.Ve ly dellgo I:am:newts READ IVIES Of3THISANL4KI[r!`EGNIt1.YtsE€EAEM7PAGEEMIf.1473mu.1/15/26149EC4£f Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �% Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the A T�1.�� erector.Additional permanent bracing of the overall structure is the responsibility of the butding designer.For general guidance regarding SMI 1 14 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/MPI1 Gualtiy Cr feria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Se-inhere Pine IS at lumber is specified,the design values ar€.etsa£a e€€e£C/ve 0M/03/MI3 byALSC Job Truss Truss Type Qty Ply 50 R41832555 PL14-92_UP F05 Floor 9 1 Job Reference(ootional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:18 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1 UY-RFPtboJn7KxlwMrFGuBAxCtWjegZJglg7mXCuszOQSh I 1-3-0 I 1 1-1-1 11 1-2-0 1/ 2-4-15 1 2-6-0 Scale=1:35.4 4x5= 3x4= 3x4= 3x4 = 3x4= 4x4= 3x6 FP= 3x8= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 IE. 26 25 24 23 22 21 20 19 18 3x4 = 4x6= 3x5= 3x6 FP= 3x5 = 3x5 = 4x6= 3x6= 3x5= 3x5 WB= 15-7-9 14-5-9 5-0-9II I 20-9-8 14-5-9 7-0 0-7-0 5-1-15 Plate Offsets(X,Y): 112:0-1-8,Edget,(18:0-1-8,Edgej LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.40 21 >624 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.62 21 >402 360 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=909/0-4-8 (min.0-1-8),26=909/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. y, °NMO 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, 03 4 Ytf 13-14=-3519/0,14-15=-3519/0 is #( t�Q. O 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, q".'` - '6 19-20=0/3519,18-19=0/3519,17-18=0/1990 k°" 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, 4 t 12-20=0/1057 NOTES 11 �, 49639q 1)Unbalanced floor live loads have been considered for this design. 4'0ISTB 2)All plates are 1.5x3 MT20 unless otherwise indicated. S�NA � 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)26. 4)This truss is designed in accordance with the 2012 International-t•':'": .::- -.:- t., :-: - - •standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened-to each truss with 303(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 0 PR© ss LOAD CASE(S) Standard �C• �NG(NEk- <0 t 87022PE pr- ? QREG•N ( Ott -O 4 $ER � �S A. He EXPIRES:06/30/2015 April 22,2014 4 i ®tfisANT.4a-Verily design ra;ame:rrrs aid READ fes`TES 0?d MIS AYE MOA€f1?MU REFEREM7 PAGE#IL74/3 r s.IJ2911010 BEMUSE r Design valid for use only with Mirek connectors.This design is based only upon parameters shown,and is for an individual building component. t Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek. fabrication,quality control.storage,delivery,erection and bracing,consult ANS1/TPI1 Quality Criteria,DSB-89 and BCS/Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 IfSaint.rn Pirie OP)lumbar isapes-Need„the deage values sacone effective 06$32,1201.3 tsyaALSC Job Truss Truss Type Qty Ply 5D R41832556 PL14-92_UP F06 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:40:18 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-RFPtboJn7KxfwMrFGuBAxCtdCeyJ15g7mXCuszOQSh 1-4-0 2-6-0 1 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 0 N rr MLS 11 5 A 4 3x4= 3x4= 0-181 4-1-0 I 1-8 3-11-8 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.04 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=174/Mechanical,5=174/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1ONIO p 1)Refer to girder(s)for truss to truss connections. of v'Wyf.As 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. -.0,, 0 4 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. .t. ' r 'i ,o 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to o 4" rt 0-1 be attached to walls at their outer ends or restrained by other means. I_ t3 LOAD CASE(S) Standard 'a 14 49639 x44' 'IQNAVO ��',, :D PRQpF6'' 4 87022PE / cn cv ? -0j, OREGO 2z. 4.1 0 xwfiEft 1N ��' SS \4, *' HER\4� EXPIRES:06/34/2015 April 22,2014 a 0 A KAMM.or//jrI/esignpa:antctarssurfR€A,a TES 0YMIS Ale€ IXED MITEK REFERENCE MGE KU 7473 mg..1,115/2014 SFOREUSE �... Design valid for use only with M7ek connectors.Thu design is based only upon parameters shown,and is for an individual building component. �- Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the ����* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Cr feria,DSB-89 and BCSI Balding Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 0S:ounhete Pine(SP Iter it apectited.me resignmallet ate Starve efs' 06/02/2013 by MSC Job Truss Truss Type Qty Ply 50 R41832557 PL14-92_UP F07 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:19 2014 Page 1 ID:j7axn40sHnThyaUAczw0szX1 UY-vSzFo8JPue39YWPRgbjPTPQdB2AJ2KEgMQGIQIzOQSg 13- 12- 10-7-7 1 2-6.0 I I 1-2-0 19-4-91 Scale=1:28.3 4x4= 3x4 I I 3x8= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 II 13 2 3 4 5 6 7 8 9 10 - — A — IV —a �I e 1111. 17 4.' 15 14 13 12 3x4 I I 3x6 = 3x8= 3x6= 1.5x3 I I 4x4 = 3x4= 1-04 1 0.10-12 1 1 16-5-4 I 0-to-1z 15-5-0 0-1-B Plate Offsets(X,Y): (7:0-1-8,Edgel,F12:0-1-8.Edoel,117:Edge,0-1-81 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.86 Vert(LL) -0.20 13-14 >903 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.73 Vert(TL) -0.31 13-14 >599 360 BCLL 0.0 Rep Stress Incr NO WB 0.70 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/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 (min.0-1-8),11=655/0-2-12 (min.0-1-8) Max Gray 16=1078(LC 1),11=670(LC 4) 010NIO FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. +{�a 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, i 0v' h `P' 78=1811/0,89=-1811/0 C Ash . Y'; BOT CHORD 15-16--147/422,14-15=0/2316,13-14=0/1811,12-13=0/1811,11-12=0/1466 r / mak, 0WEBS 8-12=-759/0,1-16=-431/0,7-14=0/820,6-14=-284/0,5-14=0/253,5-15=-744/0, co k 3-15=0/1377,3-16=-849/0,9-11=-1582/0,9-12=0/1027 _ C3 NOTESr7t 1)Unbalanced floor live loads have been considered for this design. 49639;71,1 gk' 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11' {�� Gr$ 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to •i (}j�AL be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. — 6)Hanger(s)or other connection device(s)shall be provided sufficient to support conceited load(s)304 Ib down atm=TB on top chord. q The design/selection of such connection device(s)is the responsibility of others. �� $ [ R. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ,\C3 �NGINEq x'/0. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00Ct- 870 2E P Uniform Loads(plf) Vert:11-17=-8,1-10=-80 Concentrated Loads(Ib) Vert:1=-304(F) .� U) /r., NI A °REGO 2©Qku Cb.c..ls SEB .\ A. H# EXPIRES:06130/2015 April 22,2014 a a AJ/ .Verty Align raranlemrs and READ f/21ES ON 771TS AND MIMED€D M:7EK REFERENCE WE/4f£7473 roc 1,129/1014 DEMISE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and B for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility ofbuilding designer-not truss designer.Bracing shown 111 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the p/i�e/„^ erector.Additional permanent bracing of the overall structure is the responsibilitytYI of the building designer.For general guidance regarding li, fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95810 PE'Southern Pima 1SP)is rnstrev as.Sp:edi8ecl,thedestge uwtues are those e44saiave O8/O1f2O1.3 byAESC Job Truss Truss Type Qty Ply 513 R41832558 PL14-92_UP F08 Floor 7 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:20 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1UY-NeXd?UK2fyCOAf dOlEeOdyyfSfJnuNza40JykzOQSf I 2-6-0 1 0-5-10 1 1 1-2-0 I I 1-4-14 Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4= 3 4 53x4= 6 e xv: e ,r 0 O , � J e e 3x4= 1,. 9 5 X� 3x4=- 3x4 3x4= 3x4= I 3-1-2 3-^1.-10 3-9-10 1 4-4-10 416-i 8-6-8 I 3-1-2 0-1- 0-7-0 0-7-0 0-1- 4-0-6 Plate Offsets(X,Y): f8:0-1-8,Edge1,19:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.17 Vert(TL) -0.06 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/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 (Ib/size) 10=370/0-2-12 (min.0-1-8),7=370/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 010N10 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 ,--,,,CP O'V 1A$ WEBS 2-10=-736/0,2-9=-37/269,5-7=-718/0 'W' NOTES '� �f 1)Unbalanced floor live loads have been considered for this design. C3 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. I 4 t 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 'j� 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to \ 49639,46I be attached to walls at their outer ends or restrained by other means. (jam _,,p,,'0I LOAD CASE(S) Standard 4kS1toNI�f-5 �\,,cp P R QF�ss 71"�' 87022PE p in 5. > �-0),ORE G1N (f' 'A $`44 �MEtER 1N \-‘ ` A Hex' EXPIRES:06/30/2015 April 22,2014 4 I A BY4tsNT,Ma-Way designpa;autversa:ldREAD P/71050 THIS Ale I/df0E0?MTFKREFERENCE PAGE MIT 7473mg.1,/29/20?4E DREVSE —ter Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. mi '~ Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 'F is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillify of the MiTe R= erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIt Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 1t Southern PinelSPlttantarts specified.,the design values ale'Male left COW*05/01/2OS.3byMSC Job Truss Truss Type Qty Ply 5D R41832559 PL14-92 UP F09 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:21 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-rq5?DgLgQFKtnpZgxOltYqV7RsOHWNn7pklsUUBzOQSe I 2-6-0 I 0-5-6 I I 1-2-0 I I 1-7-2 Scale:1"=1' 11.553 II 2 3x4 = 31.5x3 II 4 3x4= 51.5x3 II • • li pO N i--- \\: e e a A, 1.5x3 II 9 8 7 6 3x4= 3x4= 3x4= I 3-0-14 X21 3-9-6 1 4-4-6 1 6-2-8 I 3-0-14 1- 0-7-0 0-7-0 1-10-2 Plate Offsets(X,Y): 14:0-1-8,Edge1,18:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.02 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.03 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC20121TP12007 (Matrix) Weight:29 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 9=267/0-2-8 (min.0-1-8),6=267/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. tyr ONtp TOP CHORD 2-3=-362/0,3-4=-362/0 + BOT CHORD 8 9=0/423,7-8=0/362,6-7=0/362 ,� 1 j WAS./i- i' WEBS 2=9=-456/0,4-6=-424/0 G �'� i— Q NOTES ", ,., Q 1)Unbalanced floor live loads have been considered for this design. f N 2)Refer to girder(s)for truss to truss connections. ?' 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9 `',r 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to t7QIS ' be attached to walls at their outer ends or restrained by other means. .{C' SL ONA ' � LOAD CASE(S) Standard ���t.0 P R QFescS' c. 87022PE cv praj;OREGU (v-i.,44,l sA. He; EXPIRES:06/30/2015 April 22,2014 8 W.4J(NIM(-Verifydxui7uararauleers3ndREAD hriTESONT1CSANL LtJ0 flHIIEKREFEREMEPAGEMILL7473reg.112912014BFFO?#EUSE Design valid for use only with Wick connectors.This design is based only upon parameters shown,and is for an individual building component." Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the resporuibillity of the 'Te = erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/7811 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 1f Southern Pias(Se)iusrntsuv is wecifigid,the deslgm aafaaas are those effective 88.121(2011 by MSC Job Truss Truss Type Qty Ply 513 R41632560 PL14-92_UP F10 FLOOR 5 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:22 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1UY-K1fOQAMIAZSkPz80YG6522FQFHaFeKG2OVP1dzOQSd I 1-10-12 I I 1-9-11 I I 2-6-0 I I 1"2"0 ii 1-0-5 I Scale=1:29.4 1.5x3 I I 4x10= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 e \ N a e 16 14 13 12 11 10 4x5= 3x4 II 3x10= 3x6= 1.5x3 H 3x4= 3x4= I 2-1-12 I 16.10-12 I 2-1-12 14-9-0 Plate Offsets(X,Y): 16:0-1-8,Edge1,f11:0-1-8,Edgel,f16:Edge,0-1-81 LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.35 Vert(LL) -0.12 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.44 Vert(TL) -0.18 12-13 >978 360 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.01 10 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:78 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 15=1642/0-5-8 (min.0-1-8),16=-701/Mechanical,10=533/Mechanical Max Upliftl6=-764(LC 4) Max Gray 15=1642(LC 1),10=534(LC 4) 0ONTc) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. Cj WAS �1, 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 {yO 0 .1j,W BOT CHORD 15-16=-1530/0,14-15=-1534/0,13-14=0/885,12-13=0/1423,11-12=0/1423, . ki" r ? 10.11=0/1085 r € ' 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, I 2-14=0/1449,8-10=-1171/0,8-11=0/549 i 4 1-�, NOTES rti� (} 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. OST 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 764 lb uplift at joint 16. �SflNALG 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. �, 0 P R OF�t� LOAD CASE(S) Standard \ N ' rr/Q ......44 870 2PE 9 -v -.0), OREGO � jv' CI eER \ O. A HES EXPIRES:06/30/2015 April 22,2014 e ®WPM M3-Way deign pardatdf8rs;pd READ ma's ON THIS AM Diati&ED MOO(REFERENCE PAGE HIE 7473 sea 1,/2512gz4 PHD!?EPE€ ice' Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the `;'���+. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fj/( fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/7911 Qualify Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 08ton-horn Pine MSP)iuswflaerts specified.,the design.WARES are thoseeeftetthre 06/003/2€113 byAtSC Job Truss Truss Type Qty Ply 5D R41832561 PL14-92_UP Eli Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:4023 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UYoDDmeWNwxtab17jC3RnLeFaSbfgs_F2QG2F773zOQSc 2-6-0 1 0-5-10 1 1 1-2-0 I I 1-6-14 I Scale=1:16.4 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 0 N r. - D e e D e 3x4= 1 g8 3x4= 3x4= 3x4= I 3-1-2 3-g-10 3-9-10 1 4-4-10 46-g 8-8-8 I 3-1-2 0-1-8 0-7-0 0-7-0 011- 4-2-8 Plate Offsets(X,Y): 18:0-1-8,Edael,19:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.18 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:40 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.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 (min.0-1-8),7=377/0-4-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. y'tONIO 44, 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 (g7Q4 w. WEBS 2-10=-757/0,2-9=-28/290,5-7=-737/0 C, %,., / BA:e Q-,),At v NOTES co 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)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4"r 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to rd96 ,GGGG'''� be attached to walls at their outer ends or restrained by other means. Q4 M„ors G LOAD CASE(S) Standard SIONAL D PRO 87022PE y �-G), OREG N �� 40 ` A. Hex- EXPIRES:06/30/2015 April 22,2014 t ®WARNR' %toffy de_= 11 pram r€and REAL NOTES 07r'MIS AM IMIZELI Hila.REFEREP PAGE Ma 7473 ma I/2512014 BEMUSE Nil. Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillify of the MiTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 QualBy Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 if SSeathern.Pine TSP)lumber is',pacified,gra design781 *rattan att ace them ai€ace 312.Alexandria,VA 4 Citruss Heights.CA,95610 tive 06/OSf2111:31ay A S>G Job Truss Truss Type Qty Ply 5D R41832562 PL14-92_UP F12 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:4023 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszXIUYoDDmeWNwxtab17jC3RnLeFaOwfYW AJQG2EzZ3zOQSc 2-6-0 I I 2-3-5 II 1-2-0 ii 2411 Scale=1:28.7 1.5x3 II 3x5= 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 N I�/ \ 0 I0000000000_\ e a / e N IJ ee e 19 12 11 10 3x4= 3x8= 3x4= 3x4= 3x4= 10-8-13 11-5-5 I 10-0-5 100-11813 11-3-131 I 16-5-0 I 10-0-5 0.7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): 110:0-1-8,Edge),111:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >770 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.41 11-12 >478 360 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=718/0-1-12 (min.0-1-8),9=718/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. . oNIo 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 dJ 'V WAST 44. 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 'C;( 4�'0 Irk NOTES A,1 ,../ 1rx5 J i 1)Unbalanced floor live loads have been considered for this design. ` 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)13. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,,*r 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 1St 49639 41 be attached to walls at their outer ends or restrained by other means. }� 4• LOAD CASE(S) Standard 'S. v. pPROFss `t. 8 • 2PE , r' Pr y �-0j,.OREGO tiff b0 $ER i's.iv v.- A. HES EXPIRES:06/30/2015 April 22,2014 4 LiftNIMS Vc;;fl,der*parameters an18EAsl N E"S SN TN7S AK IhiatZED MIRK REFERENCE PAGE ff717 473 res.1/25/207&BEPMESISE . Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. - Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Mill Ls for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYE 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern Pine fS larmtme is spaLcifiest,the riesi6n>aaiues are.thase erect-roe 0‘f419fSfT1.3 by AMSC Job Truss Truss Type Qty Ply 50 R41832563 PL14-92_UP F13 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:4024 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1 UY-GPn8rsNYiAiSeHIPd8IaAT7Xn3vFjbjN_WSVzOQSb I 2-6-0 I 1 1-1-11 II 1-2-0 II 1-2-5 1 Scale=1:33.6 1.5x3 I I 3x6= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 1.5x3 II 4x5= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 o \ N 1lg 15 14 13 12 V 3x4= 3x8= 3x6= 3x4= 4x4 = 3x4= 14-8-11 15-5-3 I 14-0-3 14-1y11 1p-3-110-7-011 19-3-0 k 143 0-a-h 3-9-13 0-7-0 0-1-8 Plate Offsets(X,Y): 112:0-1-8,Edeel,113:0-1-8,Edoel LOADING(psi) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud 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 lncr 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 kE 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 (min.0-1-8),11=841/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. o'VONIO 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 Vii, BOT CHORD 15-16=0/1817,14-15=0/3736,13-14=0/3406,12-13=0/2736,11-12=0/1839 c7 1 WAs , ` WEBS 9-12 0/120912=-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, Cj 4, . 0 NOTES t3 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. T 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �, 496394 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 94, 4 ISTE..•c#1 be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard _ i PROp ,�c���4 GtN ' 4 �i09 8 • 2PE I,. r` y -tj, 0REG0 tZ: Z a 00 IS A. H \ANP EXPIRES:06/30/2015 April 22,2014 t 1 ®WARM -ye 7ydexign raramuerx as;d .g/ TES OY WS AND Matzo o/1 MSTEK REFERENT PAGE MIT-7 473 rrc 1/15/I0hs 9EME 15E Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. MI Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MNI 1 14 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 it SAtIther11 Rine(S4,1 tutneea is specified,the design values are those effective 0€/OS/101.3 byALSC Job Truss Truss Type Qty Ply 50 R41832564 PL14-92_UP F14 Floor 6 1 Job Reference(optional) Pacific Lumber&Tess Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:4025 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY4cbKW3COATUgJGRtbAsppjgfleTHOS7RikMj3eyzOQSa I 2-0-0 00 I I 1-10-1 I I 1-2-0 11 2-5-3 Scale=1:21.0 1.5x3 I I 3x4= 1.5x3 Il 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 3x4= 7 • . —s 0 N ee 1. 11 10 98k 3x4= 3x5= 3x4= 1.5x3 I I 3x4= I 8-2-9 19-9-9 19-49 I 12-0-12 I 8-2-9 0-7-0 0-7-0 2-8-3 Plate Offsets(X,Y): f6:0-1-8,Edgel,f10:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.14 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.49 Vert(TL) -0.21 10-11 >670 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:54 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 12=525/0-2-8 (min.0-1-8),8=525/0-1-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. O'TONTO 44. TOP CHORD 2-3=-1397/0,3-4=-1397/0,4-5=-1183/0,5-6=-1183/0 BOT WEBSHORD 121122-994/87,0,2-11=0/571,01=0/1518,4-1 0=1-443/3,6-80=0/1183,$-12707 /083 ,oc' 01 WAS. .sia NOTESj,#' T -it R% 1)Unbalanced floor live loads have been considered for this design. I N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. 4 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4E 1' 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to "a �G` be attached to walls at their outer ends or restrained by other means. 'r'6110 4V?j7 GISTS . LOAD CASE(S) Standard 1 AI116 ..t� D PR ppFss co 04GI N 6 .7.0 <t' 87022PE c" y fi-0j, GREG N 2� o , 8E 't\ `9 A. HEP EXPIRES:06/30/2015 April 22,2014 e N t a NA iI .VeepdesignparamretersxndREA.OMs`7€S Gil TSCSANDMIMERHFTTEKR€€ERENCEPAG€Mff7473-Et.125/2014BS'&aUS€Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shownis for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of theMiTek`erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,qualify control,storage,delivery,erection and bracing,consult ANSI/TNN Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Inlormalion available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citms Heights,CA,95610 if smvthawn.Pine t4P)lumber is specified,the uuesign:estoes axe these effective 5 A/2OS:3 by ALSC Job Truss Truss Type Qty Ply 50 R41832565 PL14-92_UP F15 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:25 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1 UY-kbKW3COOSATUgJGRtbAsppjgthITGkS57ikMj3eyzOQSa I 2-6-0 I I 2-0-15 I I 1-2-0 1 51 Scale=1:24.8 4x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 I I 1.5x3 II 1 2 3 4 5 6 7 8 141414111141414411411t , o N 13 12 11e 10 i 3x4 = 3x6= 3x4= 4x4= 3x4 = 10-6-7 11-2-15 I 9-9-15 9_1117 111-1-7 1 1 14-2-12 I 9-9-15 0-1-8 0-7-0 2-11-13 0-7-0 0-1-8 Plate Offsets(X,Y): (10:0-1-8,Edge1,(11:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.69 Vert(LL) -0.18 11-12 >925 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.30 11-12 >565 360 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC20121TP12007 (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 (Ib/size) 13=620/Mechanical,9=620/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 1`_5*TQNro 4 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 Q o" j `t CP 'W II +{��' 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 {3 - f t Q 4f °`" Q NOTES `!7 , L � N 1)Unbalanced floor live loads have been considered for this design. j 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. f'r 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 49639 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 1.Q 'r$ISO be attached to walls at their outer ends or restrained by other means. • ' %NALVO LOAD CASE(S) Standard ti 0 PROF %%NGINB�Ai (S>.,\ `t` 87022PE v-- // y fi'0j, OREGO 9;4 0 0 �48ER A'' ©S A. He EXPIRES:06/30/2015 April 22,2014 8 8 W41t/7:M5-t?erer desi7u rarSxts fors a<;df,rW POT7S ON DNS ANL MUM WIEN REFERENCE PAGE NIT 7 473 ren 1/18/2014 A <ORM Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �p Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction's the responsibillity of the MiTek: erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding �t�BiTPr k* fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,D5B-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Search-ern.mase OP)lumber is specified,nis• esagrr voluas arethose effective 06/01/25113 byALSC Job Truss Truss Type Qty Ply 513 R41832566 PL14-92_UP FG1 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014MiTek Industries,Inc.Mon Apr 21 15:40:26 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszXIUY-CouuGXPoEoy9uaSnkZL2FuC'tftj_BenszOTdAOzOQSZ I 1-4-12 1-4-0 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 0 , N 5 4 3x4= 3x4= I 2-11-12 I 2-11-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.09 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:15 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc purlins, BOT CHORD 2x4 DF No.t&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 10Ni° 14. NOTES Q��i 4 1)Refer to girder(s)for truss to truss connections. {,3 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. '4 If 1�'r Q 0 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 co ( k u". ' be attached to walls at their outer ends or restrained by other means. 4)Hanger(s)or other connection device(s)shall beprovided sufficient to supportload(s) top concentrated 188 lb down at 1-5-2 on 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). ' 44' v 49639 LOAD CASE(S) Standard ' .-Is'11 -� 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00S� AL } Uniform Loads(plf) Vert:4-5=-10,1-3=-100 Concentrated Loads(lb) Vert:2=-188(F) PROFFS 5< N�Ijy R.cS'jfl . 14,1 87022PE Aa),°REGR N #15) 41/ A. He R , EXPIRES:06/30/2015 April 22,2014 r t aW NIMS Verify dolga paramoursuadREADICTESCNTH:S AND 1310MED METESC REFERENCE ME/4117473re3:-1125/Z6s/BEMUSE —_ Design valid for use only with Mire',connectors.This design is based only upon parameters shown,and is for an individual building component. mil Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the A�TE�= erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IX[ t fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SPjtarmfaer is specified,the design values use these effective CV fOSf261.3 by MSC Job Truss Truss Type Qty Ply 5D R41832567 PL14-92_UP FG Floor Girder 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:26 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1UY-CouuGXPoEoy9uaSnk7l7FuCyuth7BcTszOTdAOzOQSZ 1-6-0 I 1-5-10 I I 1-2-0 I I 1-4-14 I 2-6-0 I Scale:314"=1' 1.5x3 I I 1.5x3 I I 1.583 I I 1.5x3 II 1 23x4= 11 3 4 53x4 6 o9 N N 10 9 e 8 e 3x4= 3x4= 3x4= 384= I 3-2-10 13-9-10 14-4-10 1 8-6-8 I 3-2-10 0-7-0 0-7-0 4-1-14 Plate Offsets(X,Y): 18:0-1-S,Edge),19:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.04 9-10 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.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 (min.0-1-8),7=412/0-2-8 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. y'tONTO 44. TOP CHORD 2-11=-926/0,3-11=-926/0,3-4=-926/0,4-5=-926/0 <t�,� BOT CHORD 9-10=0/669,8-9=0/926,7-8=01771 (j 0.i WAS.kj 'Y WEBS 2-10=-804/0,2 9=0/327,5-7=-833/0,5-8=0/303 CJ ` 1;, Q.0 NOTES k ' 1)Unbalanced floor live loads have been considered for this design. t 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. fit r 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 49639 '0+ be attached to walls at their outer ends or restrained by other means. t7 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)233 lb down at 2-2-0 on top chord. ,4+ -L8 The design/selection of such connection device(s)is the responsibility of others. 5WO1'AL 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). r LOAD CASE(S) Standard p�� 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1,00 . 9 Pl e Uniform Loads(plf) GINE- �sf Vert:7-lo=-s,1-s=-so co ;N q t1� Concentrated Loads(Ib) Vert:11=-169(B) 87{)22PE { CV F(OREGOLu ' cc48EFS AN \-‘bs A. He �P EXPIRES:06/3012015 April 22,2014 B S .FJLisa?dego parnxtxrusod READ AOTES 125IHTSAND INCIULEDMIMMKREFERENCE MGE Ma7473(er.1129/JESdBEM USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for on individual building component. �" Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the * �T = erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1Y� / fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/tPI1 Qualty Cdled°,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Informationis.�available from Truss Plate Institute,781 N.Lee Street,Suite 312 Alexandria,VA 22314. Citrus Heights,CA,95610 If SouthernPirie('SP)9vmtsea is specified.the designs anfuas axett+ase effactfrott 06/01/1015 by MSC Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4" Center plate on joint unless x,y I 6-4-8 dimensions (Drawinshowngsnot into ft-in-sixteenthsscale) Failure to Follow Could Cause Property Damageor Personal Injury offsets are indicated. r�� Dimensions are in ft-in-sixteenths. 1� Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. or x-bracin diagonal TOP CHORDS g g,is always required. See BCSI. rr 2. Truss bracing must be designed by an engineer.For 0-1/16" IL114110,aidel wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I CD bracing should be considered. 1\1111Aor 1 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 cel cs b O� designer,erection supervisor,property owner and plates 0-'4a' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each _ - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-131 1,ESR 1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR-2362,ESR-1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that i� Indicated bysymbol shown and/or SYP represents values as published specified. �i y by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ff.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. *HMO reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. i_ 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. a is not sufficient. Mime ke BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design Is furnished subject to the limitations set forth by TPI/WTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown.Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988(MiTek). N.3 010, ,o PRr 4 . ' -o �'",G016-$.', . Pill 1) if/ 'P ift S-� 4,, ~ ,4 �i fit\4 —'4$10NAL 101,'J'':l ' 6/Iiis 'r° „. . EXPIRES 6131115 , 1110 111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 11-07-08 HIP SETBACK 2-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR 11.07-08 GIRDER SUPPORTING 43-09-00 FROM 7-00-00 TO 11-04-08 1- 2=( 0) 72 2- 9=( -598) 2906 9- 3=( -572) 2674 13- 7=(-974) 4430 BC: 2x6 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-4068) 864 9.10=(-1382) 6446 9- 4=(-4418) 994 WEBS: 2x4 KDDF STAND 3- 4=(-2906) 618 10.11=(-2326) 10538 4.10=( -552) 2538 LOADING 4- 5=(-6996) 1538 11-12=(-2326) 10538 10- 5=(-4306) 998 TC LATERAL SUPPORT <= 12'0C. UON. LL = 25 PSF Ground Snow (Pg) 5- 6=(-9246) 2080 12.13=(-1910) 8634 11- 5=( -718) 3206 BC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 2'- 0.0" V 6- 7=(-4800) 1090 13- 8=(-1054) 4800 5-12=(-2114) 342 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 2'- 0.0" TO 9'- 7.5" V 7- 8=(-6686) 1490 12- 6=( -612) 2824 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 9'- 7.5° TO 11'- 7.5" V 6.13=(-4768) 1062 NOTE: 2x4 BRACING AT 24"OC VON. FOR BC UNIF LL( 0,0)+DL( 20,0)= 20.0 PLF 0'- 0.0" TO 11'- 7.5' V ALL FLAT TOP CHORD AREAS NOT SHEATHED BC UNIF LL( 521.9)+DL( 354.9)= 876.8 PLF 7'- 0.0" TO 11'- 4.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) IC 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" IC 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 "oc spacin0.� C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,MI8HS,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 1OPSF 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 row(s) throughout 2x4 top chords, **HANGER BY OTHERS TO APPLY 5' oc in 2 row(s) throughout 2x6 bottom chords, CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX HORIZ. LL DEFL = -0.015' @ 11'- 2.0" 9' oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. TL DEFL = 0.033" @ 11'- 2.0' 1-11-11 7-08-02 1-11-11 T f T f NOTE:Design assumes moisture content does 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 121.30# 121.30# 12 system and components and cladding criteria. 12 . • 10,00 V NI10.00 Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads M-4x6 M-5x8 in the plane of the truss only. /4-3x8 M-4x10 M-3x8 4 1 5 � // \. 1 : M 5x10 - 4,1 L- - co I / I co R- _ I..-- ,"---------r------------------------------- to �,� '/- 9 18 11 12 13 - B M-5x10 M-3x8 M-8x8 M-3x8 M-5x6 M-7x8 y y /, , 3584# , / 1' 1-09-14 2-00-13 1-11-01 1-11-01 2-00-13 1-09-14 1, 1 1 1-00 11-07-08 ,,c,n PRO- JOB NAME : POLYGON PLAN 5-D NH - AH1 Scale: 0,4231 �5 I" 9O WARNINGS: GENERAL NOTES,unless otherwise noted: �.n5// 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 Q' _igiL9 P E r building component.Applicability of design parameters and proper Truss: AH 1 and Warnings before construction commences. Incorporation of component is the responsibility of the building designer. Ade 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 construction 2'o.c.and at 10'o.c.respectively unless braced throughout their le lir by �/', r I - DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall3C). tz- DATE- 9/5/2014 the overall structure is the respgnsibllity of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ t 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 ,{_OF EG'N kr SEQ. : 6051 299 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, L� -i7 nON +�,� design beds be applied to any component. and are for"dry condition"of use. Q 1 4 y ty Y TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes Poll bearing at all supports shown.Shim or wedge if c1 S necessary. RRiti�- V fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. rT 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II 11111 VIII VIII III I 1111 III TPIMlTCA in BCSI,copies of which will be furnished upon request. Digit coincide with jointfp ate In lines. 9.Digits indicate dsize oplate to Inches.. MiTek USA,InC.lCompuTrus 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 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(•64) 38 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"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: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 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 tOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/24o, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.196• 12 MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9" 10.00 V MAX HORIZ. IL DEFL = -0.000" @ 1'- 10.9' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. -/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=loft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 (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/ srO /--- 0 ►�� 4►� -/ M-3x4 y y )' 1-00 2-00 'PROVIDE FULL BEARING:Jts:2,4,31 JOB NAME : POLYGON PLAN 5-D NH - AJ1 K, c� r'RQ,��ss Scale: 0.6772 5 I�yNf/Jyryyp� / WARNINGS: GENERAL NOTES,unless otherwise noted: ��jr-`� v f 1✓( !./ .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 V T92.. 92e/P E t'' Truss: AJ 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. ,,,rte 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at alltdOW 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 es plywood sheathing(TC)and/or drywall(BC).DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ) CC 4.No load should be appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "' OREGON <t/ SEQ. : 6051300 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 4„' �a y Q\(> k TRANS I D• 407540 design loads be applied to any component. and are for"dry condition"of use. 7 r5 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing et all supports shown.Shim or wedge If 1 4 4 �b� fabrication,handling,shipment and installation of components. necessary. 6.This design is furnished subject to the Imitations set forth 7.Designlatesassumes located o adequate drainage I of truss, �tf`s ,, I IIIIII VIII IIIA VIII VIII VIII VIII IIII IIII by 8.Plates shall on both faces truss,and placed so their center t 5 f TPI/VI/TCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines.MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 190.Digits ib basic connector platetdesign values see ESR-1311,ESR-1988(Walk) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WRIDDF/Cq=1.00 IC: 2x4 KODF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF 81&BTR SPACED 24.0" O.C. 2.3=(-96) 73 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' -41/ 322V -44/ 132H 5.50' 0.52 KDDF ( 625) 1'- 9.2" -10/ 63V 0/ OH 5.50" 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7' -68/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 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" 12 -/ MAX BC PANEL LL DEFL = 0.002' @ 1'- 0.1" Allowed = 0.054" 10.00 V MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.072' MAX HORIZ. LL DEFL = -0.001' @ 3'- 10.9" '' MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" 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. co Wind: 140 mph, h=20.9ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, 000 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads w in the plane of the truss only. Cr)/- O o� z 4► M-3x4 1-00 2-00 1-11-11 'PROVIDE FULL BEARtNG:Jts:2,4,3I c-cP ,O PROi JOB NAME : POLYGON PLAN 5-D NH J AJ2 Seale: D.637, '" WARNINGS: GENERAL NOTES,unless otherwise noted: 1 ' .(J `Pr f"" 1.Builder and erection contractor should be advised of as General Notes 1.This design Is based only upon the parameters shown and Is for an Individual Truss: AJ2 and Warnings before construction commences. building component.Applicability of design parameters meters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracingto insure stabi duringconstruction 2.Design assumes the top and bottom charts to be laterally braced et 41/ po ry fdY 2'o.c.and at 10'o.c.respectively unless braced throughout their le th by ri(pn, DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal3C). It / DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ,-' 4.No load should be apphed to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. n SEQ. : 6051301 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �i}, 2 ,.i and are for"drycondition"of use. '�Q -7 j A .0 *. design loads be applied n ro any component. 6,Design assumes full bearing at all supports shown.Shim or wedge If per TRANS I D: 407540 5.CompuT us has no control over and assumes no responsibility for the necessary. '1'/t•`�y ` t_ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. L 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I,copies of ch will be furnished upon 11111111111110111311 MTe USA,lncI/WTCA In ./CompuTrus(Software 7.6.6(1 L)E request. 1U lines F basic co?nectorof plate design vate in alues see ESR-1311,ESR-1988(MiTel0 EXpIRE5;113112015 1E1 11111111 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 I TC: 2x4 KDDF N1&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"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -27/ 313V -63/ 178H 5.50" 0.50 KDDF ( 625) 1'- 9.2" -55/ 142V 0/ OH 5.50" 0.23 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 8.7" -99/ 146V 0/ OH 1.50" 0.23 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacina.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX BC PANEL LL DEFL = 0.005" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.072' MAX HORIZ. LL DEFL = -0.001" @ 5'- 7.9" 12 �) MAX HORIZ. TL DEFL = -0.001° @ 5'- 7.9° 10.00 V NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, w Truss designed for wind loads O in the plane of the truss only. ul M O/- c, 4 M-3x4 y J, ), y 1-00 2-00 3-08-11 (PROVIDE FULL BEARING;Jts:2,4,3I JOB NAME : POLYGON PLAN 5-D NH - AJ3 <(,. INE � ,�, Scale: 0.5270 `kw 1/5//`7 °* WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual CC. . t L. Truss: AJ3 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 designee 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 len th by 1�i rs.r is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywallFBC). WAAa!` DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4SEQ. : 6051302 .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 �y�OREGON a <ii fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a corrosive environment, 4. TRANS I D: 407540r9 design loads be applied to any component. and are for"dry condition"of use. .�jy -7..}r ,)a 2- .�,�" 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 cJ v, fabrication,handling,shipment and installation of components. necessary. eR R V t.� 7.Design ign 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 IIIIII II VIII VIII VIII I III III I III(IllTPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center eves 9.Digits indicate size of plate in inches. 10. o MiTek USA,IDC./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(Wok) 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 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-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 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,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL )GOND. 2: Design checked for net(-5 psfl uplift at 24 "on spacing.) REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.003' @ -1'- 0.0" Allowed = 0.100" 1 11 11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL MAXBC PANELLL DEFL = 0.001" @ 1'. 0.1" Allowed = 0.054" '1' ( MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9' Allowed = 0.196" 12 MAX HORIZ. LL DEFL = 0.000' @ 1'- 10.9" 10.00 MAX HORIZ. TL DEFL = -0.000' @ 1'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting / system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. 0 O N co O O� 0/11rd 4►1 y y y 1-00 2-00 'PROVIDE FULL BEARING:Jts:2,4,3) PRope JOB NAME : POLYGON PLAN 5-D NH ASJ1 �< � 'NEW, Scale: 0.6772 tiCI d WARNINGS: GENERAL NOTES,unless otherwise noted: L /�r� 1.Builder and erection contractor should be advised of as General Notes 1.This design Is based only upon the parameters shown and is for an individual Ct. =- 4 r E r building component Applicability of design parameters and proper Truss: ASJ1 and Warnings before construction commences. Incorporation of component is the responsibility of the building designer. r 2.2x4 compression web bfadnp must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Ihsure stabilty during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their lengQth by .mar rA4 '. DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 4,�• DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ r / 4.Na load should be applied to any component until after as bracing and 4.Installation of truss is the responsibility of the respective contractor. ,g_OREGON 4(,/ SEQ. : 6051304 fasteners are complete and at ns time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L� •?.4}, �sO\� '� design loads be applied to any component, and are for"dry condition"of use. 14 . t4 TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at as supports shown.Shim or wedge If Aq� 114 necessary. 44 4 `f A fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. ++'li f-1 b 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII IIIiI VIII VIII VIII'III'IIITPINYfCA in BCS',copies of which will be furnished upon request. Figs cIndawith Joint centerte In lines. 9.DigitssIndicate size of co Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXP)RES:12/31/2015 1E11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 19-11-08 HIP SETBACK 4-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR 19-11-08 GIRDER SUPPORTING 43.09.00 FROM 0-00-00 TO 14-11-08 1- 2=(-4208) 990 1.12=( -700) 3012 12- 2=( -652) 2762 17- 8=(-2250) 562 BC; 2x6 KDDF #18,BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-3012) 732 12.13=(-1126) 4566 12- 3=(-1854) 526 18- 8=(-1012) 4520 WEBS: 2x4 KDDF STAND; 3- 4=(-4726) 1198 13-14=( -674) 2628 3.13=( -126) 758 8.19=(-3356) 864 2x6 KDDF #2 A LOADING 4- 5=( -996) 4070 14-15=( -698) 2738 13- 4=( -562) 2454 19- 9=( -714) 3114 LL = 25 PSF Ground Snow (Pg) 5- 6=(-1000) 4076 15-16=( -580) 2416 14- 4=( -368) 1860 TO LATERAL SUPPORT <= 12'0C. 00N. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 4'- 0.0" V 6- 7=(-5838) 1502 16.17=( -528) 2170 4-15=(-7398) 1894 BC LATERAL SUPPORT <= 12"OC. UON. TO 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=1 -740) 282 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 15'- 11.5' TO 19'- 11.5' V 8- 9=(-3932) 1020 18-19=(-1390) 5802 15- 6=(-8356) 2104 BC UNIF LL( 0.0)+DL( 30.0)= 30.0 PLF 0'. 0.0" TO 19'- 11.5" V 9-10=(-5328) 1322 19-10=( -908) 3932 16- 6=( -128) 754 NOTE: 2x4 BRACING AT 24"OC UON. FOR BC UNIF LL( 521.9)+DL( 354.9)= 876.8 PLF 0'- 0.0' TO 14'- 11.5" V 10.11=( 0) 72 6.17=( -678) 2882 ALL FLAT TOP CHORD AREAS NOT SHEATHED 17- 7=( -714) 3176 TC CONC LL( 100.0)+DL( 28.0)= 128.0 LBS @ 4'- 0.0" TC CONC LL( 100.0)+DL( 28.0)= 128.0 LBS @ 15'- 11.5' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 0.0" 12.0" ADOL: BC CONC LL+DL= 3584.0 LBS @ 13'- 11.5" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LIMITED0'- 0.0" -912/ 3929V -83/ 74H 5.50" 6.29 KDDF ( 625) C,nnctoCp8 (or no x prefix) = ors uTrus, Inc STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 7.3" -2972/ 11613V 0/ OH 3.50' 7.82 KDDF (1485) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 19'- 11.5' 934/ 3796V 0/ OH 5.50' 6.07 KDDF ( 625) ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Join together 2 ply with 3'x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.' rYJjnails 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'• 1.6" 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'- 1.6" Allowed = 0.533" 9' oc in 1 rows) throughout 2x4 webs, MAX LL DEFL = 0.036' @ 14'- 1.5' Allowed = 0.537" 9" oc in 2 row(s) throughout 2x6 webs. MAX TL CREEP DEFL = -0.100" @ 14'- 1.5" Allowed = 0.717" MAX LL DEFL = -0.001" @ 20'- 11.5" Allowed = 0,100' MAX TL CREEP DEFL = -0.001" @ 20'- 11.5" Allowed = 0.133" 1-11-11 7-10-05 2-05-03 3-08-10 3-11-11 - T . MAX HORIZ. LL DEFL = -0.009' @ 19'- 6.0" 1-11-11 1-10-07 2-05-07 2-03-11 0-11-04 2-06-14 2-00-02 2-00-02 3-09-14 MAX HORIZ. TL DEFL = 0.020" @ 19'- 6.0" T 12 f 4128# f T ' f f +1128# 1' NOTE:Design assumes moisture content does 12 12 not exceed 19% at time of manufacture. 10.00 V 10,00 V NI 10.00 Design conforms to main windforce-resisting M-4x6 M-4x6 system and components and cladding criteria. 7 M-4x8 8 Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, - - (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 load duration factor=l.6, M-5x16 Truss designed for wind loads M-5x11 M-3x4 M-5x12 M-1.5x3 in the plane of the truss only. 3 4 5 AdoOdit NT., MIN 0 - el A r oAM 1111 a a _� v _. 0 _. r 1 a. 12 13 14 15 16 v 17 18 19 JINNI, o M-5x8 M-4x6 M-3x6 M-1.5x3 M-7x8 M-4x8 M-3x6 M-5x10 y y 1, /, M-8x14 y y y �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 J, yyi' 8-04-08 0-05-08 11-01-08 1-00 y [PROVIDE FULL BEARING;Jts:1,15.101 19-11-08 y1-00 JOB NAME : POLYGON PLAN 5-D NH - BH1 Sale: D.2765 ,��`` � /R xfi�,s, WARNINGS: GENERAL NOTES,unless otherwise noted: '�. s. a ✓// 3 11 1.Builder and erection contractor should be advised of a6 General Notes 1.This design is based only upon the parameters shown end is for an individual �• =g2„P E ;' Truss: BH 1 and Warnings before construction commences, building component.Applicability of design parameters and proper l"'�A�R 2.204 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. DES. BY t t 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10'o.c.respectively unless braced throughout their length by 41r continuous sheathing such as plywood sheathing(7C))and/or drywall(BC). goC. CC DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.a Impact bridging or lateral bracing required where shown++ /� 4.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. '7 OREGON 10 S E Q time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G• -ry J N/),design loads be applied to any component. and are for"dry condition"of use. / r TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if f3 1 42P 4 P fabrication,handling,shipment and installation of components. necessary. �i I�R n ` cY, 6.This design is furnished subject to the Rmitatlons set forth 7.Design assumes adequate drainage is provided. ,c'f PRO, V TPI/WiCA in BCS[,copies of which will be furnished upon request. 8 lineses shall be located on coincide with joint center ih fnesa of truss,and placed so their center 111110111111111111 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 19.0.FForribasiciconnectorplatetdesign values see ESR-1311,ESR-1988(MiTeq EXPIRES:12/31/2015 r 1E11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF)Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-67) 43 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12"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" -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 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" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' 1 1' ,)' MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TC 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 V MAX HORIZ. LL DEFL = -0.000" 8 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, of (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l,6, o Truss designed for wind loads o in the plane of the truss only. N C7/- V c, pi 0i4 M-3 4 1-00 4-00 PROVIDE FULL BEARING:Jts:2,3,41 ,,�,() {O R QFS�,cr JOB NAME: POLYGON PLAN 5-D NH BJ1 Seale: 0.6682 �.� d WARNINGS: GENERAL NOTES,unless otherwise noted: Lrr' ! •F7 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' BJ 1 and Warnings before mnctructtbn commences. building component Applicability of design parameters and proper 2.214 compression web bracing must be Installed where shown+. Incorporation of component is the responsibitty of the building designer. / 3.Additional temporary bracing to Insure stabil during construction 2.Design assumes the top and bottom chords c de ro ghoally braced at 1 WNW Po ryty 9 continuous n and at 1a'OA such respect' lyly u odss braced ITC)andut dry all( ). P `w►. DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of sheathing such es plywood sheathing(TC)and/or drywall C). 110 DATE: 9/5/2014 the overall structure Is the respbnslbility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON ((/ SEQ. �1 4.No load should be ensiled to qtly component until after ail bracing and 4.Installation of truss Is the responsibility of the respective contractor. S E Q. : 6051306 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, /� ;L �l tA A. design loads be apprise to any component. and are for"dry condition"of use. L�jt�'� 1 4 Q� , TRANS I D: 407540 5.CompuTrus has no control over end assumes no responsibility for the 6.Denesign assumes full bearing at aN supports shown.Shim or wedge It v fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. PHIL ' 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center 1111111111110111111 iPin BCSI,copies of which furnished request. MTe USA, Software76.6(1 L)E Ines coincide with of plate bsicotrctorplte design values see ESR-1311,ESR-1988(Welt) EXPIRES:12/31/2015 111 IIIIIII 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 H1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-95) 77 TC LATERAL SUPPORT <= 12°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 SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -35/ 332V -44/ 132H 5.50" 0.53 KDDF ( 625) 3'- 9.2' 0/ 49V 0/ OH 5.50" 0.08 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7' -68/ 106V 0/ OH 1.50" 0.17 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF 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' 9 11.11 MAX TC PANEL LL DEFL = 0.042' @ 2'- 5.3" Allowed = 0.305" MAX TC PANEL TL DEFL = 0.039' @ 2'- 5.3" Allowed = 0.458" MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9' 12 -, MAX HORIZ. TL DEFL = -0.001' @ 3'- 10.9" 10.00 V NOTE:Design assumes moisture content does ' not exceed 19% at time of manufacture. FP' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads in the plane of the truss only. co0 c!, c., v 0 o'` �� 4►� M-3x4 y 1, y 1-00 4-00 !PROVIDE FULL BEARING:Jts:2,4,3) JOB NAME: POLYGON PLAN 5-D NH - BJ2 A�� � pN ,A,s, Scale: 0.5824 tis '7/51/r of WARNINGS: GENERAL NOTES,unless otherwise noted: 7trW�-, -y7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual ' T.9 0 P L Truss: BJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bradng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.such tivey unless braced throughout their length by 1, � the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood Ing(TC)and/or drywall(BC). w"' DATE: 9/5/2014 p ty 9 3.2x Impact bridging or lateral bracing required where shown++ el Er 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON 40 SEQ. : 6051307 fasteners are complete and et no time should any loads greater than a.Design assumes trusses are to be used In a noncorrosive environment, 4. f i Nt" ik, design loads be applied to any component. and are for"dry condition"of use. / -T - ��.i�,,, TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing u all supports shown.Shim or wedge If 14 fabrication,handling,shipment and installation o1 components. necessary. � r'i y t12. 7.Plates assumes atedadequate drainage is f sa 6.This design is furnished subject to the Grrrtatlons set forth by B.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111110111111111111111 TPIAATCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in Inches. 10. n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:1:2/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS • TRUSS SPAN 5'- 8.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF 41&BTR SPACED 24.0' O.C. 2.3=(-205) 171 3.4=( -58) 25 TC LATERAL SUPPORT <= 12'0C. VON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -16/ 314V -64/ 179H 5.50" 0.50 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 8.2' -139/ 216V 0/ OH 1.50" 0.28 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 3'- 9.2' 0/ 42V 0/ OH 5.50' 0.07 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 8.9' -30/ 48V 0/ OH 1.50" 0.08 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacina.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 -'j 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° 12MAX HORIZ. LL DEFL = -0.002' @ 5'- 8.2" 10.00 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. oWind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, w (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), O load duration factor=1.6, hn Truss designed for wind loads in the plane of the truss only. coO� //: ), 1, y .1 1-00 4-00 1-08-15 'PROVIDE FULL BEARING:Jts:2,5,3.41 JOB NAME : POLYGON PLAN 5-D Nei -! BJ3 5�<` �q PROF,�_yJ?Cr�On Scale: 0.5270 �\ t f,//t '� iP WARNINGS: and erection co GENERAL NOTES,unless otherwise noted: •�pj 7. contractor 4hould be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual Q. =✓u$$PE r Truss: BJ3 and Warnings before cOnstructiOn commences. building component.Applicability of design parameters and proper Incorporation of component Is the responsibility of the building designer. f gyp/ 2.2z4 compression web bracing must be installed where shown+. 2,Design assumes the top and bottom chards to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c,and at 10'a.c.respectively unless braced throughout their length by 'r,�mq 40�""'" DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). it DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SE /1 C �] 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. OREGON 4 S E Q. : 6051 308 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L* Mfr/ 2,4 .k.'�. design loads be applied to any component. and are for"dry condition"of use. �} 1 A �� TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If p , ti fabrication,handling,shipment and installation of components. necessary.Design assumes 'v/ "R Ft`� V P Pc 7. lates adequate one dthifac a is pr uss,and This design is furnished subject to the 6nitatiohre 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 IIIITPINJTCA In SCSI,copies of which will be furnished upon request. y tines Indiiccate itAth size joint plate In center 10. 12/31/2015 MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 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 N1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-48) 41 1.3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -13/ 98V -18/ 42H 5.50" 0.16 KDDF ( 625) Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 1'- 9.2" 0/ 25V 0/ OH 5.50" 0.04 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc I'- 11.7" -39/ 51V 0/ OH 1.50' 0.08 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.003" @ 1'- 2.9' Allowed = 0.131" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = 0.002' @ 1'- 2.9° Allowed = 0.196" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9' 1-11-11 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=8.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=1.6, 10.00 V '' inuss thedplaneaoffor thewind trussoads only. a 0 0 0 N M, , o/- 1r 3�� M-3x4 y y 2-00 'PROVIDE FULL BEARING;Jts:1,3,2' JOB NAME : POLYGON PLAN 5-D NH - BSJ1 Scale: 0.7703 r��� C� �fi6s% WARNINGS: GENERAL NOTES,unless otherwise noted: .Iy r ++'/t "7 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 'tt' T /F E f'` Truss: BSJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+• incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top and bottom chs b to be laterally braced et 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 len by Iii"' the overall structure Is the responsibility of We building designer. continuous sheathing such as plywood sheathing(TC)and/or drywall$C). `-4 " DATE: 9/5/2014 P ty 9 9 3.2x Impact bridging or lateral bracing required where shown++ a1 SSEQ. + t1 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. "S7 OREGON t(/ E Q. : 6051310 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, G Yf O�Q 4� TRANS ID: 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 V 14 fabrication,handling,shipment and installation of components. necessary. A . . t f 4 6.This design Is furnished subject to the Irritations set fortht.Design assumes adequate drainage is provided. '�! f41. I IIIIII II II VIII VIII VIII VIII IIII IIII IIII g ) by 8.Plates shall be located on both faces of truss,end placed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint f pt center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E9. late In inch . 10.FForrits basic connectodicate sizer 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 44'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF R16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 79 2-10=( -983) 3050 3.10=(-298) 299 BC: 2x4 KDDF N16BTR SPACED 24.0' O.C. 2- 3=(-3345) 1280 10-11=( -749) 2567 10- 4=(-182) 615 WEBS: 2x4 KDDF STAND 3- 4=(-3184) 1317 11-12=( -413) 1876 4.11=(-746) 536 LOADING 4- 5=(-2473) 1183 12.13=( -791) 2399 11- 5=(-406) 1050 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2474) 1183 13- 8=(-1026) 2857 5.12=(-406) 1051 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3187) 1318 12- 6=(-747) 536 TOTAL LOAD = 42.0 PSF 7- 8=(-3348) 1281 6-13=(-183) 618 OVERHANGS: 18.8' 18.8' 8- 9=( 0) 79 13- 7=(-300) 300 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M20HS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0' -341/ 2026V -262/ 262H 5.50" 3.24 KDDF ( 625) 44'- 0,0' -341/ 2026V 0/ OH 5.50" 3.24 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.017" @ -1'- 6.8' Allowed = 0.156' MAX TL CREEP DEFL = -0.016" @ -1'- 6.8" Allowed = 0.208" MAX LL DEFL = 0.206' @ 25'- 11.9' Allowed = 2.154' MAX TL CREEP DEFL = -0.397' @ 18'- 0.0" Allowed = 2.872' MAX LL DEFL = 0.017' @ 45'- 6.8' Allowed = 0.156" MAX TL CREEP DEFL = -0.016" @ 45'- 6.8" Allowed = 0.208' MAX HORIZ. LL DEFL = 0.085" @ 43'- 6.5' 21-11-15 22-00-01 MAX HORIZ. TL DEFL = 0.139" @ 43'- 6.5" T ' 1' NOTE:Design assumes moisture content does 7-04 7-01 T 7-06-15 7-06-15 7-01 7-04-02 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 6.00 17M-4x6 Q 12 12 6.00 system and components and cladding criteria. � 4.0" Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 'IX (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads M-5x8(S) >000•,/°"4144: M-5x8(5) in the plane of the truss only. 0.2." 0.25" M-1"5x3illeA M-1.5x3 3 N iiiiiiin..41111111M o100. 10 11 'r 713 "5".S44; o o iM-3x8 M-3x4 0.25" 0.25 M-3x4 M-3x8 0 M-5x8(S) M-5x8(S) 1, y ), y y y 9-00-11 8-11-05 7-11-14 8-11-05 9-00-13 y y y y 1-06-12 44-00 1-06-12 �c40` O P R Oi- JOB NAME: POLYGON PLAN 5-D NH - Cl Scale: 0.1506 �`�� (N A- WARNINGS: GENERAL NOTES,unless otherwise noted . �� "v"�� 1.Builder and erection contractor should be advised of as General Notes 1.This design Is based only upon the parameters shown end is for an Individual 4. '9200 PE and Warnings before construction commences. building component.Applicability of design parameters end proper Truss: C 1 Incorporation of component is the responsibifdy 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 construction 2'o.c.and at 10'o.c.respectively unless braced throughout their len th by r♦mw , DES. BY: LJ s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaliPC). -# /fr DATE: 9/5/2014 the overall structure lathe responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ y,� ` OREGON� �y SEQ. : 6051311 4.No load should be applied to ally component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'F' fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use, ty 5.CompuTrus has no control over and assumes no responsibility for the 6.oe signs assumes tali bearing at alt supports shown.Shim or wedge If 1 44 ��T TRANS I D: 407540 fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. ' 'R R L' 6.This design Is furnished subject to the Irritations set forth by 6.Plates shall be located on both faces of truss,end placed so their center IIIIII II II VIII VIII VIII VIII VIII IIII IIIITPINVTCA in SCSI,copies of which will be furnished upon request. lingcoincide with jointe. center Ines. 8.Digits indicatesize offplateto inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10. sFor basic connector plate design values see ESR-1311,ESR-1966(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) 79 2- 9=(-1042) 3021 3. 90(•298) 299 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2- 3=(-3324) 1271 9-10=( -809) 2538 9- 4=(-182) 616 WEBS: 2x4 KDDF STAND; 3- 4=(-3164) 1308 10.11=( -431) 1847 4.10=(-746) 536 2x4 DF STAND A LOADING 4- 5=(-2452) 1174 11.12=( -780) 2358 10- 5=(-406) 1050 LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2444) 1195 12- 8=(•1049) 2770 5.11=(•396) 1027 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3108) 1368 11. 6=(-721) 526 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-3267) 1326 6.12=(-226) 561 12- 7=(-247) 336 OVERHANGS: 18.8" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HRZ BRG BAG AREA ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) Connector plate prefix designators: LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 0'- 0.0' -342/ 2021V -247/ 257H 5.50" 3.23 KDDF ( 625) C,CN,CI8,CNI8 (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.] 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 not exceed 19% at time of manufacture. 21-09-01 f f Design conforms to main windforce-resisting 7-04 7-01 7-06-15 7-06-15 7-01 7-01.02 system and components and cladding criteria. T ,r T T T T T Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 12 M-4x6 t2 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Q 6.00 load duration factor=1.6, 4,0" Truss designed for wind loads 5 4'4' in the plane of the truss only. M-5x8(S) °� M-5x8(5) 0.25" 0,25" 41+ cv M-1.5x3 /\140rM-1.5x3 el M-3x8 v o� se` " A `: co 001r- 9 1g '� 'r iI 12 **a o M-3x8 M-3x4 8.25" 0.25 M-3x4 0 M-5x8(S) M-5x8(S) 1, y y y 1, y > y 9-00-11 8-11-05 7-11-14 8-11-05 8-09-13 y 1-06-12 43-09 04- JOB NAME : POLYGON PLAN 5-D NH - C3 'tip` IN SS Q SS Scale: 0.15085//7 WARNINGS: GENERAL NOTES,unless otherwise noted: �+ .72 i ryC "y. C3 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual r E Truss: and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. ,+f 3.Additional temporary bracing to insure stabiety during construction 2.Design assumes the top and bottom chords to be laterally braced at 11. 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 fpr.. DATE: 9/5/2014 responsibilitybuilding g continuous sheathing such as plywoodrequired sheathing(TC)s and/or drywall(BC). the overall structure Is the of the designer. 3.2x Impact bridging or lateral bracing where shown++ # ' �1 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ' OREGON S E Q �G. \� .4, 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 tun bearing at all supports shown.Shim or wedge if /V 14 fabrication,handling,shipment end Installation of components. Design assumescessary. /11, ..r., { 8.This design Is furnished subject to the Irritations set forth 7.Design adequate drainage is provided. t+ I IIIIII II I VIII VIII VIII VIII I III IIII IIII 9 j by 8.Plates shall be located on both faces of truss,and placed so their center TPINYTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center Anes. 5.Digits Indicate size of plate in inches. 10. J MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRE5.12l31l2©1.5 IIIIII IIIIIII 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 <= 12'0C. UON. TC UNIF LL( 50.0)+DL( 14,0)= 64.0 PLF 34'- 0.0" TO 43'- 9.0' V 7- 8=(-8552) 3220 15- 8=( -100) 794 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 43'- 9.0' V 8.10=(-5882) 2106 8-16=(-2p66) 1340 9.10=( 0) 0 10-16=( -482) 1834 NOTE: 2x4 BRACING AT 24"0C UON. FOR TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 10'- 0.0" 10-11=(-6614) 2318 16-11=( -190) 392 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 34'- 0.0" 11-12=(-6548) 2250 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 20.0" 0.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0' -1150/ 3765V -104/ 113H 5.50" 6.02 KDDF ( 625) Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 43'- 9.0' -1095/ 3584V 0/ OH 5.50" 5.73 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ( 2 ) complete trusses required, M,M2OHS,M18HS,M16 = MiTek MT seriesJoin together 2 ply with 3"x.131 DIA GUN 'COND. 2: Design checked for net(-5 OsfI uplift at 24 'oc spacing.' nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/180 9' oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.005" @ -1'- 8.0" Allowed = 0.167' 9' oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.005" @ -1'- 8.0" Allowed = 0.222' 9' oc in 2 rows) throughout 2x6 bottom chords, MAX LL DEFL = 0.269' @ 22'- 0.0" Allowed = 2.142" 9' oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.532' @ 22'- 0.0' Allowed = 2.858" 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=4.2,8COL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat"2, Exp.B, MWFRS(Dir), load duration factor=1.6, 9-11-1124-00-10 9-08-11 Truss designed for wind loads f f in the plane of the truss only. 5-01-03 4-04 0-06 08 5-08-15 I 6-03-06 6-03-06 5-08-15 0-06-08 4-04 4-10-03 T T 'I533.30# j '' 1' T 1633.30# T T 12 12 6.0017 M-7x8(S) a 6.00 M-5x6 5 M-3x5 7 0.25" M-3x53 , M-5x6 A T2 .. y l3.. 4 M•1.5x3 M-1.5x3 + \/\/ _F, 1 MM-3x8 0 i / 13 14 'r '' 15 16 *'12 o o M-3x8 M-3x8 0.25" 0.25' M-3x8 8 M-7x8(S) M-7x8(S) 1, y 1, ), i, 1, , , 9-03-07 8-06-04 8-04-08 8-06-04 9-00-07 y 1-08 - 43-09 �� p R Q��'s JOB NAME: POLYGON PLAN 5-D NH CH1 Scale: 0.1499 I"E /p- WARNINGS: GENERAL NOTES,unless otherwise noted: �d.r� /� " . "'Tru1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 0' = O PE 1.- Truss: ss: CH 1and Warnings before constructisn 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 staNity during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ Is the responsibility of the erecter.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /err po ty h continuous sheathing such as plywood sheathing(TC)and/or drywallC). f (r• DATE: 9/5/2014 the overall structure is the reepi)nsib t of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Q Gp� /, 4.No load should be applied to b component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ^V SEQ. : 6051313 fasteners are complete and at nb time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L� �N- '••• and are for"dry condition"of use. //�� 2. f�. design loads be applied to any component. V d TRANS I D: 407540 E CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If A f1 necessary. /14.ri R V 1 V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. /T 1.• 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 111111111111111111011 TPI/WTCA In BCSI,copies of which win be furnished upon request. it coincide with Joint center lines. 9.Digitssoindicatec esize of tplate in inches.. MiTek USA,InC./CbfnpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/3112015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-13=(-1346) 2900 3.13=( -97) 178 2x6 KDDF #1&BTR T2, T3 SPACED 24.0" O.C. BC: 2x6 KDDF #1&BTR 2- 3=(-3372) 1652 13-14=(-1691) 3901 13- 4=( -331) 1025 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-3183) 1579 14-15=(-1739) 4230 13- 6=(-1371) 647 4. 5=( 0) 0 15.16=(-1701) 3873 6-14=( -18) 401 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2791) 1452 16-12=(•1313) 2765 14- 7=( -257) 154 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4061) 1945 7.15=( -276) 155 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-4043) 1898 15- 8=( -18) 418 8-10=(-2734) 1407 8-16=(-1397) 647 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 10.16=) -367) 997 10-11=(-3118) 1527 16.11=( -31) 219 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=(-3258) 1576 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 20.0" 0.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE 50.IN. (SPECIES) vertical members (uon). 0'- 0.0' -404/ 2034V -104/ 114H 5.50" 3.25 KDDF ( 625) 43'- 9.0' -337/ 1837V 0/ OH 5.50' 2.94 KDDF ( 625) ** For hanger specs. - See approved plans Connector plate prefix designators: ICOND. 2: Design checked for net(-5 pall uplift at 24 "oc spacing.) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.022" @ -1'- 8.0' Allowed = 0.167" MAX IL CREEP DEFL = -0.021' 8 -1'- 8.0" Allowed = 0.222' MAX LL DEFL = 0.293' @ 22'- 0.0" Allowed = 2.142" MAX TL CREEP DEFL = -0.510" @ 22'- 0.0' Allowed = 2.856" MAX HORIZ. LL DEFL = -0.082" @ 43'- 3.5" MAX HORIZ. TL DEFL = 0.122" @ 43'- 3.5' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 13-03-11 17-04-10 13-00-11 Truss designed for wind loads '1' .( in the plane of the truss only. 5-01-03 4-04 3-05-092-09-14r 6-03-06 6-03-06 (-09-14x3-05-09 4-04 4-10-03 12 5 g 6.00 p M-7x8(S) 44%%, 4,4, 12 M-5x6 M.sxS 7 0,25" M 8x5 M-4x6 a 6,00 72 - y 13.. M•1.5x3 M-1.5x3 • + +co M-3x8 m c. 13 144' MI5 16 *12 o O /M-3x8 M-3x8 0.25" 0.25' M-3x8 0 M-7x8(S) M-7x8(S) 1, y ), y 1, ), y y 9-03-07 8-06-04 8-04-08 8-06-04 9-00-07 1-08 43-09 y JOB NAME : POLYGON PLAN 5-D NH - CH2 Scale: 0.1499 ,�'„� n � >�FsJ1. WARNINGS: GENERAL NOTES,unless otherwise noted: w� + t r'( ! i -yy �+ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Q. T 0 P E Cr Truss: CH2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ,/' DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom to be laterally braced et 0�amme. is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by , r ". DATE: 9/5/2014 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood required where and/or drywall BC. m pro h' g 9 3.2x Impact bridging or lateral bracing where shown++ ) Or1c Q /1 6051314 .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. S E Q. : 605 1 3 1 4 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, ,);- 'if \>k�A. design loads be applied to any component. end are for"dry condition"of use. /h i- 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 6 `} fabrication,handling,shipment and installation of components. Desessary. A� n I I f t 6.This design is furnished subject to the Imitations set forth7.Design assumes adequate drainage is provisea. 'Yf r'i L. 1111111111111111111111111111111111111111111 by 8.Plates shall be located on both faces of truss,and placed so their center TPINVECA in BCS),copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits indicate size MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E f late 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 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2.13=(-1067) 2889 3.13=(-152) 199 BC: 2x4 KDDF M1&BTA SPACED 24.0" O.C. 2- 3=(-3317) 1286 13.14=( -914) 2657 13- 4=( -33) 359 WEBS: 2x4 KDDF STAND; 3- 4=(-3114) 1250 14-15=( -700) 2439 4-14=(-524) 357 2x4 DF STAND A LOADING 4. 5=(-2567) 1138 15-16=) -700) 2439 14- 5=(-276) 797 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 16.17=( -882) 2558 14- 7=(-435) 182 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2228) 1099 17.12=(-1021) 2712 15- 7=( 0) 274 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 7- 9=(-2213) 1074 7-16=(-457) 180 8- 9=( 0) 0 9.16=(-2B5) 791 LL = 25 PSF Ground Snow (Pg) 9.10=(-2551) 1111 16.10=(-489) 344 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11=(-3039) 1229 10.17=( -77) 318 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.12=(-3218) 1283 17-11=( -79) 251 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 20.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0' -321/ 2034V -182/ 19tH 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, Inc M,M2OHS,M18HS,M16 = MiTek MT series 'COND. 2: Desidn checked for net(-5 psfl uplift at 24 'oc spacing-. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 JT 12: Heel to plate 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 19% at time of manufacture. 16.07-11 10-08-10 16-04-11 Design conforms to main windforce-resisting f T T system and components and cladding criteria. 5-02-03 0}14-08 5-04-05 5-05-11 5-04-06 T T f ff f f f Wind: 140 mph, h=23.4ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, 5-07-06 5-05- 1 5.04-05 0-04-08 5-02-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 12 Truss designed for wind loads 6.00)7 M-5x6(S) 4 • M-3x8 M-4x6 Q 6.00 in the plane of the truss only. M-5x6(S) 0.25" 0.25" /.4\11 ty M 1.5x3 141,7N, + + M 1.5x3 \ . MM-3x10 0 'e: /" 13 1 4ls 17 *12cD o M-3x8 M-3x4 0.25' M-1.5x31 0.25' M-3x4 0 M-5x8(S) M-5x8(S) 1, 1, 1' )' y ), 1, 8-04-03 7-09-04 5-10-09 5-10-09 7-09-04 8-01-03 y y y 1-08 43-09 WEDGE REQUIRED AT HEEL(S). PR JOB NAME : POLYGON PLAN 5-D NH - CH3 Scale: 0,1483 �� /+J a GENERAL NOTES,unless otherwise noted: + ! ! / 1. ildeS: �' 9 G 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: CH3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chorda to be lalerely braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c,respectively unless braced throughout their lenggt�h by , po ty continuous sheathing such as plywood sheathing(TC)and/or drywa43C). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � c � SEQ. : 6 051315 4.No load should be applied to any component until after all bradng and 4.Installation of truss is the responsibility of the respective contractor. OREGON 4/ 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, /� 41' ZQ „- design loads be applied to any component. and are for"dry condition"of use. 1 4 TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Desinecessary.assumes full bearing at all supports shown.Shim or wedge if PR t t 1Ly fabrication,handling, ry P R`y� shipment and installation o(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 1111111111111111111111111111111111111111 TPIMfrCA in BCSI,copies of which will be furnished upon request. git dicawith joint centerteinlines. 9.Digitssindicate size of plate o inches. C MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1996(MiTek) EXPIRES:12/31/2015 IIIIIIIIII III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 44'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-14=(-1262) 2926 3-14=(-151) 184 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3337) 1610 14.15=(-1142) 2696 14- 4=( -22) 359 WEBS: 2x4 KDDF STAND 3- 4=(-3135) 1578 15.16=(-1120) 2476 4.15=(-523) 297 LOADING 4- 5=(-2589) 1493 16-17=(-1120) 2476 15- 5=(-357) 819 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=( 0) O 17-18=(-1208) 2619 15- 7=(-463) 298 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2248) 1390 18-12=(-1346) 2848 16- 7=( 0) 274 TOTAL LOAD = 42.0 PSF 7- 9=(-2248) 1390 7-17=(-463) 298 8- 9=( 0) 0 9-17=(-357) 819 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2589) 1493 17-10=(-523) 297 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3135) 1578 10.18=( -21) 359 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-3337) 1610 18-11=(-151) 184 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=( 0) 84 OVERHANGS: 20.0" 20.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. M-1,5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA vertical members (son), 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 (COND. 2: Design checked for net(-5 psf) uplift at 24 'Sc spacin0•1 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 NOTE:Design assumes moisture content does T 1' 1' ' < 1' ' 1' 1' 1' not exceed 19% at time of manufacture. 12 6 8 12 Design conforms to main windforce-resisting 6.00 Q 6.00 M-3x8 system and components and cladding criteria. M-4x6 M-4x6 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 load duration factor=1.6, 0(25" M 5X6($) Truss designed for wind loads 0.25" in the plane of the truss only. �V, po )5x3i\ +` + j1.5x3 o r / r o tt 2 14 1 T 1 17 18 1 3 o O M-3x8 M-3x4 u.25" M-1.5x3 0.25 M-3x4 M-3x8.-.� o M-5x8(S) M-5x8(S) /, 1y y 1. /, 1, y y 8-04-03 7-09-04 5-10-09 5-10-09 7-09-04 8-04-03 y y 1-08 44-00 1-08 PRoF JOB NAME : POLYGON PLAN 5-D NH - CH4 Scale: 0.1623 ��� 7�Dl5/fN �ss/�,, WARNINGS: GENERAL NOTES,unless otherwise noted: Cr 4r- 44 r 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 individualrt. .(A�7 P E Truss: CH4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .�rpr 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 ,�� AImr. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "y OREGON Ix lC/ 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, G. y design loads be applied to any component and are for"dry condition"of use. - .� ' Q� �� TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes Mit bearing at all supports shown.Shim or wedge if !3 i 4 �� fabrication,handling, necessary. �'••�7 RIO"" shipment end Installation of components. 7.Design assumes adequate drainage is provided. L. 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIIIII II II VIII IIIIIIIIII VIII VIII IIII III) TPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Woes. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12131/2015 1111111111111 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 A18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF If18BTR SPACED 24.0" O.C. 2-3=(-71) 97 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -116/ 306V -15/ 61H 5.50" 0.49 KDDF ( 625) 1'- 1.3' -58/ 129V 0/ OH 1.50" 0.21 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 sof) 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" 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" .I' - 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. Wind: 140 mph, h=19.7ft, TCDL=4,2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, "01111H co Truss designed far wind loads PA/' oin the plane of the truss only. 0chi0 o ►�4 4 y ), i, 1-00 1PROVIDE FULL BEARING:Jts:2"3,41 6-00 {�'„cO PR OFFS" JOB NAME : POLYGON PLAN 5-D NH - CJ1 scale; 0,6954 `�� NI OE; s�Q WARNINGS: GENERAL NOTES,unless otherwise noted: ZLI\ ' ‘T/5//r, rsrr ,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 IndividualCC. = ®P G { and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: CJ 1 Incorporation of component is the responsibility of the building designer. 2.2x4 compression web bradng must be installed where shown+, 2,Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing lo Insure stability during construction 2'o.c,and at 10'o.c.respectively unless braced throughout their length by DES. BY: LJ s the responsibility of the erect r.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalllC). " (� DATE: 9/5/2014 the overall structure Is a res slWlity of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON f, SE /� 4.No load should be applied to lin component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. "j' .r ^V S E Q. : 6051317 fasteners are complete land at n time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L� ,F,,, fl\ A.. and are for"dry condition"of use. hh -1), 2. �" . design loads be applied to any component. V 1 TRANS4 I D: 407540 S 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. ry/eft R`5 1 lei fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. rl L 6.This design Is furnished subject to the pmita0ons set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111 IIII VIII VIII IIID VIII IIII IIII IIIITPIANTCA in SCSI,copies of which will be furnished upon request. 9 Digits indicate sizeJoint plate In center 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 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 k1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-60) 58 72 2 4=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 303V -27/ 91H 5.50' 0.49 KDDF ( 625) 2'- 3.6" -124/ 112V 0/ OH 1.50' 0.18 KOOF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 50V 0/ OH 5.50' 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND, 2: Design checked for net(-5 pan 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' 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" MAX BC PANEL TL DEFL = -0.023" @ 3'- 3.8" Allowed = 0.339' 10.00 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•••••0141°1°°11°1°°°°°1 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, on (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads N in the plane of the truss only. M• /-- ✓ O O� ��4 M-3x4 y y y 1-00 'PROVIDE FULL BEARING:Jts:2,3,41 6-00 PR JOB NAME : POLYGON PLAN 5-D NH - CJ2 scale: o.s704 �5'(',10jIN yp�`�/p, WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Cl� r r✓(_'!DC .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 IndividualCC. ;92.• 92®•r-E r- T r u s s: CJ 2 and Warnings before construction commences, building component.Applicability of design parameters and proper �M 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibitty of the building designer. .. J"1 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 ofil 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++ ) • Cr SEQ. : 60513184.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 4, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L". "� j 2N. .fes TRANS I D: 407540 design loads be applied to any component. and are for"dry condition"of use. /O/y 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 14 .€1.‘y,fabrication,handling,shipment and Installation of components. necessary. RIO- 7.Design assumes adequate drainage is provided. Lb 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIIIII II II VIII VIII VIII I III VIII IIII IIIITPIIWTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center Noes 9.Digits Indicate size of plate in Inches. 10. ESR 9 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311, -1988(Weir) EXPIRES:12/31/2015 IOIIIIIIIIIII 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 418.8TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(-49) 63 3-5=( 0) 76 BC: 2x4 KDDF 418BTR SPACED 24.0" 0.C. 2.3=(-118) 14 5.6=(-30) 95 3.6=(-99) 31 WEBS: 2x4 KDDF STAND; 3.4=( -17) 31 2x4 DF STAND A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -44/ 292V -27/ 91H 5.50" 0.47 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 2'- 3.6' -125/ 77V 0/ OH 1.50" 0.12 KDDF ( 625) 6'- 0.0" 0/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. _., ICOND. 2: Design checked for net(-5 psf/ uplift at 24 "oc spacing.I M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 2-04-06 MAX TL AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MCREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" I 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 V MAX BC PANEL TL DEFL = -0.008" @ 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. 1 u7 Design conforms to main windforce-resisting �Pe� 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 ,i•1,.PQ load duration factor=1.6, Truss designed for wind loads M� ', �� 6 110"="01' in the plane of the truss only. o M-1.5x3 c. M-5x6 ••2X WEDGE W/(2) M-2.5X4 TYP. a 2.75 12 J, J, ) ) 2-05-08 2-09-13 0-08-11 y y y 1 1-00 2-05-08 6-00 3-06-08 1PROVIDE FULL BEARING:Jts:2.4,61 ����0 PRO ' �� JOB NAME : POLYGON PLAN 5-D NH • CJ2C 3 ale: 0,5669 �� '01)/, iki .12 WARNINGS: GENERAL NOTES,unless otherwise noted: a5//r 17 CJ 2C 1.Builder and erection contractpr should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual �' `r E r Truss: CJ and Warnings before constrgctbn commences. building component.Applicability of design parameters and proper 2.2x4 compression web)racing fust be installed where shown+. incorporation of component is the responsibility of the building designer. .^ 3.Additional temporary lfracing ty insure stabtty during construction 2.Design assumes the top and bottom chords to be laterally braced at �. F DES. BY: LJ is the responsibility of the erectlor.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their le by r�mw, po lay continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). CC DATE: 9/5/2014 the overall structure isII__the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �� OREGON Ix �t,, SE0. 6051 319 4.No load should be smiled to airy component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. Ik W fasteners are complete and at Co time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, 2 ",S design loads be applied to any component. and are for"dry condition"of use. /^ 4 Y 1 4 © {�T- TRANS I D 407540 5.CompuTrus has no control over end assumes no responsibility for the 8'Designnecesss assumes full bearing at all supports shown.Shim or wedge If (�`' fabrication,handling,shipment and installation of components. ry• b t� t { P Po 7.Design assumes adequate drainage is provided. +1 R V 1A- 6.This design is furnished subject to the Imitations set forth by a.Plates shall be located on both faces of truss,and placed so their center I(IIII 11 111 VIII VIII VIII 11111 ILII IIII IIII TPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ices 9.Digits dsize of plate to Ines. �f MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2015 1E11111111 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 A16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF g1ABTR SPACED 24.0" O.C. 2.3=(-82) 76 TO 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" -29/ 335V -40/ 122H 5.50" 0.54 KDDF ( 625) 3'- 6.1" -127/ 128V 0/ OH 1.50" 0.21 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 or no prefix) = ormpuTrusLL 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 55V 0/ OH 5.50" 0.09 KDDF ( 625) ( p , Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. 1COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000' @ 0'- 0.0" Allowed = 0.099" 3-06-13 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.132" T MAX IC PANEL LL DEFL = 0.017' @ 1'- 11.8" Allowed = 0.270" MAX BC PANEL TL DEFL = -0.032" @ 3'- 1.4" Allowed = 0.339" 12 10.00 2 MAX HORIZ. LL DEFL = -0.000' @ 3'- 6.1" -/ MAX HORIZ. TL DEFL = 0.000" @ 3'- 6.1" NOTE:Design assumes moisture content does not exceed 199s at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, co (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. co h c v IPAIIMIMIIMIMIIMIMIMIMIMIIMIIIMI0 c. 1111.114 M-3x4 J. k y 1-00 (PROVIDE FULL BEARING:Jts:2,3,4i 6-00 JOB NAME : POLYGON PLAN 5-D NH - CJ3 �9` PRp���s Scale: 0.5917 5/1r WARNINGS: GENERAL NOTES,unless otherwise noted: Jr 9 1.Builder and erection contractor should be advsed of all General Notes 1.This design is based only upon the parameters shown and is for an Individual �' .:`,0 0+-,..E ("' 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. 3.Additional temporary bracing to Insure stabiity during construction 2•Design assumes the top and bottom chords to be laterally braced at 4940100. DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length;y r DATE: 9/5/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywalll6C. Po ty 9 3.2x Impact bridging or lateral bracing where shown++ SSEQ. /� 4.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7 OREGON �(/ E 0. : 6051320 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, I- 'if r+ 4�a A. design loads be applied to any component. and are for"dry condition"of use. !� J- TRAN S I D: 407540 6.Design assumes full bearing at all supports shown.Shim or wedge if ' 14 ,� 5.CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and Installation of components. necessary. ill '" �i 6.This design is furnished subject to the Imitations set forth 5.DesignPlates shall be assumes adequatedon oc drainage is of truss,and `"' fl L TPIM?CA in BCSt,copies of which will be furnished upon quest. 8 es coincide with joint centerboth mlfn cis of truss, placed so their center 111110111111111111 MiTek USA,inC./COrnpUTrus Software 7.6.6(1 L)-E 19.Digits 0.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 r IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(-52) 89 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3=(-171) 21 5-7=(-69) 114 5.3=( 0) 51 WEBS: 2x4 KDDF STAND 3.4=( -24) 34 3-7=(-127) 76 LOADING TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'. 0.0' -41/ 343V -40/ 122H 5.50' 0.55 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 6.1' -100/ 69V 0/ OH 1.50' 0.11 KDDF ( 625) Connector plate prefix designators: 6'- 0.0" 01 92V 0/ OH 5.50" 0.15 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 oaf) uplift at 24 'so spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133" MAX TL CREEP DEFL = -0.005" @ 2'- 3.8' Allowed = 0.199" MAX LL DEFL = 0.000" @ 0'- 0.0' Allowed = 0.099" MAX TC PANEL LL DEFL = 0.005' @ 1'- 1.1" Allowed = 0.159' MAX BC PANEL TL DEFL = -0.009' @ 3'- 7.4" Allowed = 0.186" 3-06-13 MAX HORIZ. LL DEFL = -0.004" @ 5'- 7.5" T - MAX HORIZ. TL DEFL = 0.005' @ 5'- 7.5" NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.00 VDesign conforms to main windforce-resisting system and components and cladding criteria. M-4X6 �) Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), oad�6 loadsTrussduration designedffor owind6 `Av in he plane of the truss only. N co co -47 -V v Ls o oM-1.5x3 � 0 =� o M-3x4 M-3x4 'M-3x4 y y ), 2-03-12 3-08-04 J‘ J' y 1-00 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING:Jts:2.4,71 .,<(.. '�O PRppS.ss JOB NAME : POLYGON PLAN 5-D NH - CJ 3C Scale: 0.4986 /5//r WARNINGS: GENERAL NOTES,unless otherwise noted: ± ��7 �'"' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4 .Truss: CJ 3C and Warnings before oonstntcdon commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+. incorporation of component is the responsib.ily of the building designer. 3.Additional temporary gracing to Insure stabil during construction 2.Design assumes the top and bosom chords to be laterally braced at 400000. mpo ry 9 h' 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggt�h byre. DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaa(BC). ® t�- DATE: 9/5/2014 the overall structure isthe reaplonsibfity of the building designer. 3.2x Impact bddging or lateral bracing required where shown++ ,.0L OREGON t. �fC 4.No load should be smiled to spy component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. t. ^Y 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 ��„L design loads be applied to any component. and are for"dry condition"bearing of use. '�) 9)' /4 , TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 8.Design somas full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. 7.Design sumes adequate drainage is provided. rT� -w 6.This design is furnished subba to the irritations set forth by 8.Plates shall be located on both feces of truss,and placed so their center will be nished upon ch, tines coincide with joint center Ines. 111111 II II VIII VIII VIII VIII VIII IIII IIIIM Te SUSAInc./COmpulrus fSoftwarea+7 6.6(1 L)E request. 10.9.Dts FFo basic coonnectorcate size oplplate te design values see ESR-1311,ESR-1968(MiTek) EXPIRE5.12131/2015 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/C -1.00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 4 BC: 2x4 KDDF M18BTR SPACED 24.0' O.C. 2.3=(-109 95 2 4=(0) 0 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' -24/ 369V -53/ 153H 5.50" 0.59 KDDF ( 625) 4'- 8.4' -118/ 148V 0/ OH 1.50" 0.24 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,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. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.039" 4-09-03 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.052" 1' 1 MAX IC PANEL LL DEFL = 0.054" @ 2'- 8.9' Allowed = 0.374" MAX TC PANEL TL DEFL = -0.052" @ 2'- 7.0" Allowed = 0.561" 12 MAX HORIZ. LL DEFL = -0.001" @ 4'- 8.4" 10.00 1/ 0 MAX 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, no (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. v m r/-- vIPIALMIMIIIMIIIMIIIMIIIMIIIMIM o/- o ►�4 M-3x4 1, y y 1-00 6-00 'PROVIDE FULL BEARING:Jts:2.3,41 JOB NAME : POLYGON PLAN 5-D NH - CJ4 � � c� �N (,�a,�ss, Scale: 0.5377 �`.J t'/I J�// / Q WARNINGS: GENERAL NOTES,unless otherwise noted: �t 7C' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual .9� PL 1'� Truss: CJ 4 and Warnings before construction commences, building component.Applicability of design parameters and proper /I 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsidtty of the building designer. ./ // 3.Additional temporary bracing to Insure stabiity during construction 2.Design assumes the top and bottom chords to be laterally braced at ,, • DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of Z'o.c.and at 10'o.c.respectively unless braced throughout their length by 4f ^- the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). `,- DATE: 9/5/2014 Po b 9 3.2x Impact bridging or lateral bracing where shown++ f C' 4.No load should be rippled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON loadsSEQ. : 6051322fasteners are complete and at no time should any greater than 5.Design assumes trusses are to be used In a non-corrosNe environment, Vii:+ 4, 5" -4 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 /V y 4 �� fabrication,handling,shipment and installation of components. Design assumes 7. �` � 7.Plates assumescated on edthiface is opruss,a. 'P 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIIIII VIII VIII VIII VIII VIII VIII IIII III) TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(10-E 10.For basic connector plate design values see ESR-1311,ESR-19a6(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 k1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.6=( -93) 129 6.5=( 0) 18 BC: 2x4 KDDF 101&BTR SPACED 24.0' O.C. 2.3=(-214) 36 5.7=(-122) 165 5-3=( 0) 51 WEBS: 2x4 KDDF STAND 3-4=( -59) 46 3.7=(-1B4) 135 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'• 0.0' -30/ 375V -53/ 153H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 8.5" -85/ 87V 0/ OH 1.50' 0.14 KDDF ( 625) Connector plate prefix designators: 6'- 0.0" -1/ 115V 0/ OH 5.50" 0.18 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = 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 nsf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.005' @ 2'- 3.8" Allowed = 0.209' MAX TL CREEP DEFL = -0.007' @ 2'- 3.8" Allowed = 0.279" MAX LL DEFL = 0.000' @ 0'- 0.0" Allowed = 0.039" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.051" 4-09-04 MAX HORIZ. LL DEFL = -0.007" @ 5'- 7.5' MAX HORIZ. TL DEFL = 0.007" @ 5'- 7.5" NOTE:Design assumes moisture content does /12 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads Min the plane of the truss only. rc� `�7o -1.5x3 cD 2-03-12 3-08-04 1-00 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING:Jts:2.4 JI 9, PRQp JOB NAME : POLYGON PLAN 5-D NH - CJ4C Sale; 0.4610ss 'o*� WARNINGS: GENERAL NOTES,unless otherwise noted: ( a 92.OPE 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 en individual 7 Truss: CJ4C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. I 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4 DES. BY: LJ Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectivelyas unless braced throughout their length by .mer, po ty continuous sheathing such as plywood sheathing(TC)and/or dryweN(6C). �`" DA TE: 9/5/2014 the overall structure is the respsnsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ UREGf N Vit/ S E Q. . 6051323 4.No load should be applied to arty component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. i �Qa fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, f•� v ` design loads be applied to any component. and are for"dry condition"of use. '�+ TRANS I D: 407540 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If �� �C'h1 4 (�� necessary. M-`•�'i Ls t `,,, fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. +l R1 6.This design is furnished subject to the Mndtations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPIANfCA in BCSI,copies of which will be furnished upon request. 9.Digits ndilines cat with sizejoint plate in lines.. 10. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX 11.2.( FORCES 2.4/(0) 0q=1.00 BC: 2x4 KDDF ill&BTR SPACED 24.0" O.C. 2.3=(-137) 115 2.4=(0) 0 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 KOOF ( 625) Connector plate prefix designators: 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) C,CN,C18,CN18 (or no prefix) p LL = 25 PSF Ground Snow (Pg) 5'- 11.6" -107/ 168V 0/ OH 1.50" 0.27 KDDF = orm CompuTrus, Inc ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 °oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133° 5-11-10 MAX TC PANEL LL DEFL = 0.160" @ 3'- 7.2" Allowed = 0.478" MAX TC PANEL TL DEFL = -0.144° @ 3'- 4.8" Allowed = 0.718° '-/ MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" ) NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.00 V Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. 4 0 in cn v CD /- C, 11...- 1 qr=� -/ M-3x4 y ), y 1-00 6-00 'PROVIDE FULL BEARING:Jts:2,4.3' JOB NAME : POLYGON PLAN 5-D NH - CJ5 Scale: 0.4821 ,��`` � INE �RQ��s o; WARNINGS: GENERAL NOTES,unless otherwise noted: 4L� t. ' 7 5J t I /-- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 4?7 .9 ®F E ti' Truss: CJ5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'ntin and at ea hin respectively unless braced throughout theiwall/qB by40141.141. the overall structure is the responsibility of the buildingdesigner. 2x Impact sheangin or suer l bracing required where s own+drywall(BC). `-4 C DATE: 9/5/2014 P� H 9 3.2x Impact bridging lateral bracing required where shown++ SEQ. : 60513244.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 44/ fasteners are complete and at no time should any loads greater than E.Design assumes trusses are to be used in a corrosive environment, G / 2. 4. 5. �� TRANS I D: 407540 design loads be applied to any component and are for"dry condition"of use.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if © 1 4 fabrication,handling,shipment and installation of components. necessary. 4^`R rl a ` 7.Design assumes adequate drainage is provided. �'i i» 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111 TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits Indicate size of plate in Inches. MITek USA,Inc./Coln uTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) EXPIRES:12/31/2015 , IND This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.6=(-150) 175 6.5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0° O.C. 2.3=(-257) 55 5-7=(-195) 224 5.3=( 0) 51 WEBS: 2x4 KDDF STAND 3.4=( -87) 66 3-7=(-249) 216 LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0" 0'- 0.0' -34/ 398V -66/ 185H 5.50" 0.64 KDDF( 625) LL = 25 PSF Ground Snow (Pg) 5'- 7.5" -21/ 142V 0/ OH 5.50" 0.23 KDDF ( 625) Connector plate prefix designators: 5'- 11.6' -69/ 108V 0/ OH 1.50" 0.17 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net)-5 oaf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133' MAX LL DEFL = 0.008" @ 2'- 3.8" Allowed = 0.254' MAX TL CREEP DEFL = -0.009' @ 2'- 3.8' Allowed = 0.339' MAX HORIZ. LL DEFL = -0.010" @ 5'- 7.5" 5-11-10 MAX HORIZ. TL DEFL = 0.010' @ 5'- 7.5" T NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 0system and components and cladding criteria. 12 10,00 y Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only, M-4x6 4 416661,411111% 11 _ M AIN Fil o� P SL. M-3x4 0 M-1.5x3 M-3x4 M-3x4 y > 2-03-12 3-08-04 y y y ,l- 1-00 1-00 2-05-08 6-00 3-06-08 [PROVIDE FULL BEARING:Jts:2.7.41 JOB NAME : POLYGON PLAN 5-D NH - CJ 5C Scale: 0.4046 �`�� rEps% WARNINGS: GENERAL NOTES,unless otherwise noted: 44 .P 7 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual Q 9�]2$,r E r and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: CJ 5CIncorporation of component Is the responsiblty 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 �r 3.Additional temporary bracing to insure stabilty during construction 2'o.c,and al 10'o.c,respectively unless braced throughout their lenggth by . > DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheaf hing(TC)and/or drywallC). w DAT�E: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -1� OREGON �f, S E Q. : 6051325 1111 CC 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. G a ^W fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. �? 1 4 TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.necessary.Dassumes full bearing at all supports shown.Shim or wedge if �y p t fabrication,handling,shipment and Installation of components. 7.Design umes adequate drainage is provided. 4' 1't i 1'" 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 IIIIIII VIII VIII 11111 11111 111111 IIII IIII TPIANTCA In BCSI,copies of which will be furnished upon request. Digit ddde withizjoint center Ines. 9.Digits coincideindicate size oplate in Inches. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(Weir) EXPIRES:12/31/2©15 1E11111111 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 KDOF K1&BTR LOAD DURATION INCREASE = 1.15 1.2= ( ) BC: 2x4 KDDF N1&BTR SPACED 24.0' O.C. 2-3=(-217)7192 2.5= 0 0 TC LATERAL SUPPORT <= 12"OC. UON, LOADING 3-4=(-115) 66 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 SO.IN. (SPECIES) 0'- 0.0' -24/ 377V -79/ 216H 5.50' 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50' 0.11 KDDF 625)(or no prefix) = CompuTrus, Inc 5'- 11.2" -242/ 398V 0/ OH 1.50' 0.51 KDDF 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 2.0" -108/ 58V 0/ OH 1.50" 0.09 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 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 TO PANEL LL DEFL = 0.074' @ 2'- 9.2" Allowed = 0.481' (P MAX TC PANEL TL DEFL = -0.073" @ 2'- 11.9" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.003' @ 5'- 11.2' 12 MAX HORIZ. TL DEFL = -0.003' @ 5'- 11.2' 10.00 fl NOTE:Design assumes moisture content does isir not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, co load duran factor=1. 8' Cat.2, Exp.B, MWFRS(Dir), o tio Truss designed for wind loads in the plane of the truss only. M V O/- O58.-::..-.0 ! M-3x4 y y y 1, 1-00 6-00 1-02 'PROVIDE FULL BEARING;Jts:2,5,3.4' 0 PRQp JOB NAME : POLYGON PLAN 5-D NH - CJ6 Scale: 0.4576 5'(`' �\�'J( (/y�+/t+'yp►p6: WARNINGS: GENERAL NOTES,unless otherwise noted: 451. r r 5( ! 7 -- 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 4t. '9 •PE. r- Truss: CJ6 and Warnings before construction commences. building component.Applicability of design parameters end proper r 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibilty of the building designer. ,/ 3.Additional temporary bracing to insure stadlty during constmctlon 2,Design assumes the top and bottom chords to be laterally braced at 0 DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 20 en.and at 10'o.c.respectively unless braced throughout their length by the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywali(BC). DAT E: 9/5/2014 p ty 9 3.2x Impact bridging or lateral bracingrequired where shown++ MO Sr1 4.No load should be appled to any component until after q'er all bracing and 4.Installation of truss Is the responsibility of the respective contractor. - OREGON 11� EQ loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, L �r�f% � TRANS I D: 407540design loads be applied to any component and are for"dry condition"of use. / 4 6 5.CompuTrus has no control over end assumes no responsibility for the .Design assumes full bearing at at supports shown.Shim or wedge if 1 4 fabrication,handling,shipment and installation of components, necessary. , `i 6.This design is furnished subject to the Imitations set forth 7.Design assumes adequate drainage is grossed. 'V/ b 111111111111VVIII VIII IIII III) B.Plates shall be located on both faces of truss,and placed so their center TPINYTCA In BCSI,copies of which wit be furnished upon request. lines coincide with joint center Ines. 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 7'- 2.1" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF g18BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 72 2.7=(-114) 180 7-6=( 0) 18 BC: 2x4 KDDF R18BTR SPACED 24.0" O.C. 2.3=(-236) 46 6.8=(-149) 206 6.3=( 0) 51 WEBS: 2x4 KDDF STAND 3.4=(-165) 126 3.8=(-229) 165 LOADING 4-5=( -62) 26 TC LATERAL SUPPORT <= 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" -29/ 387V -80/ 217H 5.50" 0.62 HOOF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 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 osf) uplift at 24 "oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.006" @ 2'- 3.8' Allowed = 0.254" MAX TL CREEP DEFL = -0.008" @ 2'- 3.8' Allowed = 0.339" 7-02-01MAX HORIZ. LL DEFL = -0.008" @ 5'- 7.5" f MAX HORIZ. TL DEFL = 0.009" @ 5'- 7.5" -/ NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 0 Design conforms to main windforce-resisting system and components and cladding criteria. it Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 12 in 10.00 V M-4x6 thillibb-_411111111111111111111% co M 3x4 EBF-fir �o o ��'m M-3x4 M-1'.5x3 " u; �o N 7 0 O M-3x4 /, y y 2-03-12 3-08-04 y )' ). 1, 1-00 , 2-05-08 4-08 09 y y 6-00 1-02-01 )PROVIDE FUL4 BEARING:Jts:2.804.5) �0DPROp0 JOB NAME : POLYGON PLAN 5-D 1\J-1CJ6C Sale: 0,3413 �`; " !o 4,51 WARNINGS: GENERAL NOTES,unless otherwise noted: • �� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual 4: '92ee'®F L r C and Warnings before construction commences. building component Applicability of design parameters and proper Truss: CJ6C CIncorporation 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 construction 2 o.c,and at 10'o.e.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)end/or drywall(BC). •am C DAT E' 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 7, 6_OREGON �/ SEQ. : 6051327 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. AJ W fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ry ilip ��y design loads be applied to any component. and are for"dry condition"g use. 1f /4 a T' TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6'necessary.assumes lup bearing at all supports shown.Shim or wedge if h 7 t fabrication,handling,shipment and installation of components. ry --PRIO. P 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 I/WTCA in BCSI,copies of whch will be furnished upon lines coincide with joint center Ines. IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIMiTTPe USA,lnC./CofnpuTn a iSoftware+7.6:(1 E9.Digits equest 10.For basic cot ectorople etdesiign 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 8'- 4.4" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0° O.C. 2-3=(-266) 237 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3.4=( -90) 38 BC LATERAL SUPPORT <= 12°0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' -24/ 378V -93/ 249H 5.50" 0.61 KDDF ( 625) Connec 8,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 11.2" -226/ 355V 0/ OH 1.50" 0.45 KDDF ( 625) 4.4' -14/ 22V 0/ OH 1.50" 0.03 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 pall uplift at 24 "oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TLMCREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.118" @ 2'- 11.7" Allowed = 0.481" 1j 12 MAX TC PANEL TL DEFL = 0.104° @ 2'- 11.7" Allowed = 0.722° MAX HORIZ. LL DEFL = -0.003" @ 8'- 3.7" MAX HORIZ. TL DEFL = -0.003' @ 8'- 3.7" NOTE:Design assumes moisture content does 10.00 1 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, co (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. r co r-/- 7PIAAIIIMMIMIIIMIMMMIIIIMIIM O/- O 5 mm -- M-3x4 y ), y 1, 1-00 6-00 2-04-07 (PROVIDE FULL BEARING;Jts:2,5,3,4I JOB NAME : POLYGON PLAN 5-D NH - CJ7 � � pNF�ss, Scale: 0.4129 �\ea iNE p WARNINGS: GENERAL NOTES,unless otherwise noted: 41.1 JJ/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 1' 792..PE r Truss: CJ7 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+. incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: LJ- 2'o.c.and at 10'o.c.such a respectively unless braced throughout their le th by is the responsibility of the erector.Additional permanent bracing of ) ,,r'° � a AMP' continuous sheathing such as plywood sheathing(TC)and/or drywall C. .+"' DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ - 116CC SC 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 (U E Q. : 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, L- VAZ�' TRANS I D: 407540 - design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge If d 1 4 �� fabrication,handling,shipment and installation of components. 7.necessary. 4/' ,R�t L {' 6.This design is furnished subject to the limitations set forth a,Plates assumes adequateadodrainage i of truss, provided. r 4 I(IIIA VIII IIIA VIII VIII VIII VIII IIII IIII by 8.Plates shall be located on both faces of buss,and placed so their center TPInIYTCA in BCSI,copies of which will be furnished upon request. 9.lines coincide with Joint Doter lines.MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.Digits basic onnectoroplate design values see ESR-1311,ESR-1988(Weir) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 4.4" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.7=(-115) 164 7.6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2.3=(-235) 82 6.8=(-149) 211 6-3=( 0) 51 WEBS: 2x4 KDDF STAND 3-4=(-216) 173 3-8=(•234) 166 LOADING 4.5=( -68) 31 IC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0' -29/ 386V -93/ 249H 5.50' 0.62 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 7.5" -19/ 131V 0/ OH 5.50" 0.21 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -158/ 243V 0/ OH 1.50" 0.31 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 8'- 4.4" -34/ 53V 0/ OH 1.50" 0.08 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP [COND. 2: Design checked for net(-5 msf) uplift at 24 "oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.006" @ 2'- 3.8' Allowed = 0.254" MAX TL CREEP DEFL = -0.008' @ 2'- 3.8" Allowed = 0.339' MAX HORIZ. LL DEFL = -0.008" @ 5'- 7.5' 8-04-07 MAX HORIZ. TL DEFL = 0.009" @ 5'- 7.5" T T NOTE:Design assumes moisture content does -f not exceed 19% at time of manufacture. I ,, Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 10.00 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. m M-4x6 1 . 4Wililibb...H co - A1111 :511114-- , -:'r 1+� 1.1110. o M-1.5x3 7 7M-3x o o M-3x4 M-3x4 y y y 2-03-12 3-08-04 ; , ), 1 1-001, 2-05-08 5-10-1 1, 6-00 I 2-04-07 (PROVIDE FULL 0EARINp:Jts:2,8,4,5I JOB NAME : POLYGON PLAN 5-D N!1 -1 CJ7C ‹( J7CBale: 0.3027 c, WARNINGS: ��� tO PR pegIN s/4 IGENERAL NOTES,unless otherwise noted: L,rr .792tt L (" kl IP 1.Builder and erection contractor Ihould 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: CJ7C incorporation of component Is the responsidity of the building designer. r"'° 2.204 compression web bradng rtwst be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at � Ir 3.Additional temporary bracing to insure stability during construction 2'Sc..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). -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++ �L ` OREGON �v i SEQ. : 6051329 4.No load should be tippled to any component until after all bradng and 4.Installation of truss is the responsibility of the respective contractor. A Sk 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 design loads be applied to any component. end are for"dry condition"of use. i 4 h, TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Dec sell assumes full bearing at all supports shown.Shim or wedge if ff-�`` "S fabrication,handling,shipment and Installation of components. 7.Design sums adequate drainage is provided. �F'R 11.-� 6.This design is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111111111111111111111111 TPINVTCA in BCSI,copies of which will furnished upon request. git dicae with joint anr Ines. 9.Digits indicate size of plate intInness. MiTek USA,Inc./COmpuTfue Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111111 011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C -1 00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15q BC: 2x4 KDDF k1&BTR SPACED 24.0" 0.C. 2.3=(-319 286 0) 5=(0) 0 3-4=(-102) 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -23/ 376V -107/ 284H 5.50' 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2' -250/ 379V 0/ OH 1.50" 0.48 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 6.9" -53/ 77V 0/ OH 1.50" 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP IDOND. 2: Design checked for net(-5 nsfl uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.067' @ 3'- 4.9" Allowed = 0.481° /( MAX TC PANEL TL DEFL = -0.075" @ 3'- 2.4' Allowed = 0.722" i MAX HORIZ. LL DEFL = -0.004' @ 9'- 6.1" MAX HORIZ. TL DEFL = -0.004" @ 9'- 6.1" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 10.00 V system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), yl co load duration factor=1.6, o Truss designed for wind loads d, in the plane of the truss only. 0 Oz. co r� -/ 0 M-3x4 - , y y 1.00 6-00 3-06-14 (PROVIDE FULL BEARING;Jts:2,5,3,4I O JOB NAME : POLYGON PLAN 5-D NH - CJ8 S�' � pN A'`. � , s, Scale: 0.3715 a* WARNINGS: GENERAL NOTES,unless otherwise noted: ✓\ 5//p7` -7 �+ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual CC 3 OPE E r Truss: CJ 6 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2z4 compression web bracing must be installed where shown+, incorporation of component la the responsibility of the building designer. ,/ 3.Additional temporary bracing to insure stebibty during construction 2•Design assumes the tap and bottom chords to be laterally braced et DES. BY: LJ2'ntin and at10'o.c,respectively unless braced throughout their length by 4401w is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �r • DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ �' 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'V' OREGON �(/ SEQ. : 6051330 fastenersere complete end et no time should any loadsnon s. -corrosive greater than 5.Design assumes trusses are to be used in a nocorrosive environment, TRANS I D: 407540 ,G 4/ \I A, 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 at supports shown.Shim or wedge If �C E 4 Q fabrication,handling,shipment and Installation of components. necessary.7. 1 { 7.Design assumes adequate drainage Is provided. L4. 6.This design Is furnished subject to the FMtations set forth by 8.Plates shall be located on both faces of truss,and placed so their center lines coincide with jint center (IIIII II II IIIII IIIII IIIII IIIII IIIII(III(IIIMITTPe SAnIna/CompuTrus ISoftwaref7.6.6(1L)-En .6.6(1LEn request. 10.For basic coonnectoroplate design values see ESR-1311,ESR-1988(MiTek) s. 9.Digits indicate size of plate In inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 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 #I&BTR SPACED 24.0" 0.C. 2.3=(-374) 304 3.4=(-142) 57 TC LATERAL SUPPORT <= 12'0C. UON. LOADING 4-5=( -56) 0 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0' 9.2' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BOG 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 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND, 2: Design checked for net(-5 Osf1 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 LL DEFL = -0.001' @ 10'- 9.2" Allowed = 0.077' MAX TL CREEP DEFL = -0.001' @ 10'- 9.2" Allowed = 0.103' MAX IC PANEL LL DEFL = 0.064" @ 3'- 4.9" Allowed = 0.481" :1 MAX IC PANEL TL DEFL = -0.072" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.006' @ 9'- 11.2' MAX HORIZ. TL DEFL = -0.006' @ 9'- 11.2' 12 NOTre content does notEexceednassumes 19n atatime of iumanufacture. 10.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. I Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), /0 load duration factor=l.6, o Truss designed for wind loads Cs in the plane of the truss only. co 6''- � M-3x4 y y 1 y y 1-00 6-00 4-09-04 (PROVIDE FULL BEARING:Jts:2,6,3"4) ��rc0 PRO,re�s JOB NAME : POLYGON PLAN 5-D NH CJ9 S�ale: 0.3424 �� 7:!//r "E %AWARNINGS: GENERAL NOTES,unless otherwise noted: Dr -vq 1.Builder and erection contractor alwuld be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual ` `r E r and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: CJ 9 Incorporation of component Is the responslbilty of the building designer. 42Y 2.2x4 compression web bradng must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their le th by ,,/�"�Iw al< DES. BY: LJ is the responaibiaty of the erecter.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal�C). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ � �� � I� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7Ik SEQ. : 6051331 fasteners are complete and at ne time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �t t� design loads be applied to any component, and are for"dry condition"of use. 6to /0 -7/ 1 4 .0 4 TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the .Design assumes e bearing at all supports shown.Shim or wedge if necessary. �y R t t V fabrication,handli ng,shlpmenl and installation of components. 7,n Design assumes adequate drainage is provided. �r l!-1 a 0, 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII(III(IIITPI WTCA In BCSI,copies of which will be furnished upon request. 0.(ines coincide Digits indicate ssi joint plate inn inches. lines. 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1886(MiTek) EXPIRES:12/31/2015 1110111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-6=(0) 0 BC: 2x4 GDP #1&BTA SPACED 24.0" O.C. 2-3=(-411) 381 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 3.4=(-192) 140 BC LATERAL SUPPORT <= 12"OC. UON. 4.5=( -55) 29 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 BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: C,CN,CI8,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,M2OHS,M18HS,M16 = Mprek 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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing,) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ;1 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133° MAX IC 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 V Design conforms to main windforce•resisting system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, cn o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Or Truss designed for wind loads 0 o in the plane of the truss only. M O _ 0 6- M-3x4 ,k ) . y 1-00 6-00 5-11-11 !PROVIDE FULL BEARING;Jts:2,6,3,4.5) JOB NAME : POLYGON PLAN 5-D NH - CJ10 g � �Ro,��s� Scale: 0.3221 �`�J INE. /0 WARNINGS: GENERAL NOTES,unless otherwise noted4. : / i✓! /! 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an Individual ;2*®r i r Truss: CJ 1 0 and Warnings before construction commences. building component.Applicability of design parameters end proper //ter 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. ys"" DES. BY LJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced et 2'o.c.and at 10'o.c.respectively unless braced throughout their length #r' Is the responsibility of the erector.Additional permanent bracing of DATE: 9/5/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood required ng(TC)and/or drywall C. r^ P ttY 9 3.2x Impact bridging or lateral bracing where shown++ d CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. " ' OREGON <t/ SEQ. : 60513 32 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� 7, �,s, design loads be applied to any component. and are for"dry condition"of use. !t RANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If V 1 �tv ' fabrication,handling,shipment and installation of components. 7.necessary. s p {" 6.This design is furnished subject to the!irritations set forth by 8.Designateshall be locatedd on both facesnage i of truss,and placed so their center '�� lines coincide with jint center Nnes. IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIMiTPI/WTCA TeUSA,incs/CompuTru9 which Softwa f 7.6.6(1 L)-E request. 10.For asic coonnectoroplate design values see ESR-1311,ESR-198B(Welt)9 Digits indicate size of plate In inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 1.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.6=(0) 0 BC: 2x4 KDDF N168TR SPACED 24.0" O.C. 2-3= 427 3-4=(-246) 188 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -77) 55 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0' 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 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,M2GHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2' -262/ 373V 0/ OH 1.50' 0.48 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2' -169/ 239V 0/ OH 1.50" 0.31 KDDF ( 625) 13'- 1.6" -60/ 90V 0/ OH 1.50" 0.14 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" ,, MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133' MAX IC PANEL LL DEFL = 0.068' @ 3'- 4.9' Allowed = 0.481" MAX TC PANEL TL DEFL = -0.077' @ 3'- 2.4' Allowed = 0.722" MAX HORIZ. LL DEFL = -0.008" @ 13'- 0.9' MAX HORIZ. TL DEFL = -0.008' @ 13'- 0.9' NOTE:Design assumes moisture content does not 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,BCOL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. II co it fid.. 6: -/ o M-3x4 1' J' ./ 1' 1-00 6-00 7-01-10 IPROVIDE FULL BEARING;Jts:2,6,3,4,51 gyp',Cf PRQ/ JOB NAME : POLYGON PLAN 5-D NH CJ11 Scale: 0.2976 �� 715/1 ' WARNINGS: GENERAL NOTES,unless othervdse noted: . ®m 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 1� and Warnings before construction commences. building component.Applicability of design parameters and proper ,s f Truss: CJ 11incorporation of component is the responsibility of the building designer. 2.2z4 compression web bracing must be Installed where shown*. 2.Design assumes the top and bottom chords to be laterally braced at �/ ' 3.Additional temporary bracing to insure stability during construction T o.c.and at 10'nu respectively unless braced throughout their len th by ,+�'SAla . 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: 9/6/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ „� �RE Nva �(� 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. : 6051333 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorros ve environment, I, .2..t „�„ 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 ail supports shown.Shim or wedge if 14aill � ` ic�,P fabrication,handling,shipment end installation of components. 7.Design necessary.assumes adequate drainage Is provided. R n - 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPINViCA in BCSI,copies of which will be furnished upon request. lines coincide with joint aIn lines. 9.Digitssoncide size of plate to inches. 1 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 1E1IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUBBER SPECIFICATIONS TRUSS SPAN 9'- 11.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF A18BTR SPACED 24.0" O.C. 2.3=(-336) 304 3.4=(-109) 56 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 375V -111/ 296H 5.50' 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2' -261/ 392V 0/ OH 1.50" 0.50 KDDF ( 625) M,M20HS,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 IOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -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° it MAX TC PANEL TL DEFL = -0.072" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.005" @ 9'- 11.0" MAX HORIZ. IL DEFL = -0.005" 0 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,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, it Truss designed for wind loads 0.3 in the plane of the truss only. 0 00 M r/- V o,,,_ ►-� 0 1 - 5 VkAMIIIIIIIIIIIIIIIIIMMIIIIIIIIII►_� f M-3x4 )' 1, i, y 1-00 6-00 3-11-12 'PROVIDE FULL BEARING;Jts:2,5,3,41 D PRQ JOB NAME : POLYGON PLAN 5-D NH - CJ12 Scale: 0.3645 �c - (NEA.„ z 4 %5//r o WARNINGS: GENERAL NOTES,unless otherwise noted: �w p t- 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual .9S PE Truss: CJ12 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+. Incorporation of component is the responsibility of the building designer. _. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et - fir. DES. BY: La) 2'o.c,and at 10'o.c.respectively unless braced throughout their lenggth by �Am^' Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall$C). - - lt.. 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. 'jr q_OREGON !(f SEQ. : 6051334 fasteners am complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, Y, �7 2ti\� 4• design loads be applied to any component. d are ss"dry tuO bearing of use. 1, 1 k. 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. sign anecessary. [.R R V S 7.Design assumes adequate e is provided. C L4 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 11111111111111111111 TPIMlTCA In BCSI,copies of which will be furnished upon request. Digit coincidenctwith joint aIn knee. 9.Digits of plate in Inches. MiTek USA,Ina/CompUTru3 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 7'- 11.6' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF q1&BTR SPACED 24.0" O.C. 2.3=(-249) 222 3-4=( -91) 37 TO LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 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,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -223/ 356V 0/ OH 1.50" 0.46 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.6' -14/ 3V 0/ OH 1.50' 0.01 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacin0.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 = 0.095" @ 2'- 11.8" Allowed = 0.481' # MAX TC PANEL TL DEFL = -0.077' @ 3'- 2.4" Allowed = 0.722" 0 MAX HORIZ. LL DEFL = -0.003' @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.003' @ 7'- 10.9' 12 NOTE:Design assumes moisture content does 10.00 V not exceed 194s 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), oo o load duration factor=1.6, o Truss designed for wind loads o in the plane of the truss only. r co '7/- -4- 0.111M11 .11 /-7 o/- �� 5►� -/ 0 1111111111 M-3x4 k y - y y 1-00 6-00 1-11-10 (PROVIDE FULL BEARING;Jts:2,5,3,41 ��vc 0 RR OPE JOB NAME : POLYGON PLAN 5-D NH - CJ 13 Scale: 0.4253 „� [',y(Y(Y{�)IN (/y�7 6'6> WARNINGS: GENERAL NOTES,unless otherwise noted: 'fr��'rrrr���� /�"cc-- 19„,. 1.Builder and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown and is for an individual =7 •P[_ Truss: CJ 13 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing oust be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4 DES. BY: LJ 2'o.c.and at 10'o.c,respectively unless braced throughout their length by • Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ` • , DATE• 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ a-ex /1 4.No load should be applied to any component until after an bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 OREGON 11/ SEW. : 6051335 fasteners are complete end at no time should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, .14. 'i,4 N. design loads be applied to any component. end ere for"dry condition"of use. /i _7}' i 4 rl,(} 15, A. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fun bearing at at supports shown.Shim or wedge if cJ fabrication,handling,shipment and Installation of components. necessary. MSR � e 7.Design assumes adequate drainage is provided. C' t- 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 110111111111111111111111 TPIIWTCA in BCSI,copies of which wig furnished upon request. it dawith Joint centernche. 9.Digits indicate size of plate In inches. !t MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Weir) EXPIRES:12/31/2015 1E11111111 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'OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -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,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 5'- 11.6' -107/ 168V 0/ OH 1.50" 0.27 KDDF ( 625) M,M20HS,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.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133' 5-11-10 MAX TC PANEL LL DEFL = 0.160" @ 3'- 7.2" Allowed = 0.478" T MAX TC PANEL TL DEFL = -0.144" @ 3'- 4.8" Allowed = 0.718" -/ MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9' MAX HORIZ. TL DEFL = -0.002' @ 5'- 10.9" I 12 �� notEexceed19% attimeof ns es lure content does manufacture. 10.00 V Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads o in the plane of the truss only. .4- o u; CO oo /- o 1.---=,..14►� M-3x4 b , y 1-00 6-00 'PROVIDE FULL BEARING:Jts:2.4,3' R JOB NAME : POLYGON PLAN 5-D NH - CJ14 Scala: 0.4621 ,�'<' � E. 4(44'1 6''i2WARNINGS: GENERAL NOTES,unless otherwise noted: . ` ✓�rf.f/C- �-�J 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4 . 9240•I-L r Truss: CJ 14 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. ,,,f` 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 �r ' DATE' 9/5/2014 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .r' ` ' the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ . 4r: C o C 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "' OREGON ke SEQ.. : 6051 336 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/ '/•43 �c:j -,,` 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 an supports shown.Shim or wedge if 'O 14 P fabrication,handling,shipment and installation of components. necessary. �} er R 1 i ti !J 6.This design is furnished subject to the imitations set forth 7.Design assumes adequate drainage is provided. '✓� bb V I IIIIII II II VIII VIII VIII VIII VIII III IIII by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWTCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center noes. MiTek USA,Inc./CompuTrus Software 7.6.6(10-E9.0.FForrits basicicate size connectorplf ate design vlate in alues see ESR-1311,ESR-1a88(MiTek) EXPIRES;12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-133) 112 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -32/ 398V -64/ 180H 5.50" 0.64 KDDF ( 625) 5'- 9.0" -108/ 165V 0/ OH 1.50" 0.26 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 75V 0/ OH 5.50" 0.12 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 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' '( 1' MAX HORIZ. LL DEFL = -0.002' @ 5'- 9.0" MAX HORIZ. TL DEFL = -0.002" @ 5'- 9,0" �� notNOTEexceedn19% atetimes lofumanufactureent does 12 Design conforms to main windforce-resisting 10.00 V system and components and cladding criteria. tO Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads ,� in the plane of the truss only. N O 0 M 3x4 y ), 1, 1-00 6-00 (PROVIDE FULL BEARING:Jts:2.4.31 � tD P R QF��, JOB NAME : POLYGON PLAN 5-D NH - CJ15 Scale: 0.4840 `� f{ d w� t.7/5//r GENERAL NOTES,unless otherwise noted: 4 .9 ®PE 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: CJ15 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Instated where shown i. incorporation of component is the responsibitty of the building designer. 3.Additional tempore hreci to Insure stabil during construction 2.Design assumes the top and bottom chords to be laterally braced at w� temporary n9 ty 2'o.c.and at 10 o.c.respectively unless braced throughout their length by -,,fry DES. BY: LJ is the responsibility of the erecter.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywa8(eC). /�' 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 A-QREGQN �[,/ C r�r� CC 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 37 �� SEQ. : 6 0513 37 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, ,p 1 design loads be applied to any component. and are for"dry condition"of use, t�'i' TRANS I D: 407540 5.C sign to us has no control over and assumes no responsibility for the 8' ease assumes full bearing at all supports shown.Shim or wedge if �� Q�b4 ( T' fabrication,handling,shipment and installation of components. ry. '+.n.i�� 7.Design assumes adequate drainage Is provided. ii 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 PI/WTCA in I,copies of ch will be furnished upon ines coincide with joint center fines. 1111111$111113111111 MTTe USA,InCs/CompuTfus iSoftware 7.6.6(1 L)-E request. 10.lFForrib basic ectoe size rplatete in inches. 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 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1-2= 0) 72 2-4= BC: 2x4 KDDF N18BTR SPACED 24.0" O.C. 2-3=(-8981 0) 0 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 BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 50.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -27/ 345V -44/ 130H 5.50" 0.55 KDDF ( 625) 3'- 10.2" -125/ 134V 0/ OH 1.50' 0.21 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICDND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002° @ -1'- 0.0" Allowed = 0.100° AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0° Allowed = 0.133' 3-10.15 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.082" f T MAX TL CREEP DEFL = 0.000' @ 0'- 0.0" Allowed = 0.109" MAX TC PANEL LL DEFL = 0.024" 8 2'- 1.8" Allowed = 0.300" MAX BC PANEL TL DEFL = -0.035" @ 3'- 1.4" Allowed = 0.339° 12 10.00 V MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.2" MAX HORIZ. TL DEFL = -0.001" 8 3'- 10.2" I F) 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. ul Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), r load duration factor=1.6, o Truss designed for wind loads of in the plane of the truss only. c,, v 0 M-3x4 y y 1-00 'PROVIDE FULL BEARING;Jts:2,3,4' 6-00 JOB NAME : POLYGON PLAN 5-D NH - CJ16 Scale; 0.5876 5�� gpINIE `�,, co.WARNINGS: GENERAL NOTES,unless otherwise noted: • r /rsE 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 4 ' 'T92 6•Pr Truss: CJ16 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bredng must be installed where shown+. Incorporation of component is the responsibility of the building designer. -,/ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and et 10'o.c.respect vely unless braced throughout their all(D by r�` continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Q 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/‘ 7G Q�{E IQ,'j tic ( SEQ. : 6051338 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-carrosle environment, �t design loads be applied to any component. and are for"dry condition"of use. :;:0 -T)r 0 TRANS I D: 407540 5.CompuT us hes no control over and assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge If © 1 4 ��} fabrication,handling, necessary. shipment and installation of components. �R 1 4.t 7.Design assumes adequate drainage is provided. t+ 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I VIII'II II VIII VIII VIII I III VIII'III'IIITPINVTCA in BCSI,copies of which will be furnished upon request. Noes coincide with joint center lines. (M 9.Digits Indicate size of plate in inches. MiTek USA,InC./C Orn UTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988 'Tek) EXPIRES:12/31/2015 1E11111111 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"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 50.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 KOOF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, 11=1/180 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" T 5-11.10 f MAX TC PANEL TL DEFL = -0.144' @ 3'- 4.8' Allowed = 0.718" -v MAX HORIZ. LL DEFL = -0.002' @ 5'- 10.9' MAX HORIZ. TL DEFL = -0.002' @ 5'- 10.9' r NOTE:Design assumes moisture content does 12 (I 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=l.6, Truss designed for wind loads w o in the plane of the truss only. 4 rn co r,.,_ CrRPIFAIIIIIIIIMMIIIIIIMIIIIIIIMM o ,; r�� 4=� 0 M-3x4 y y ), 1-00 6-00 'PROVIDE FULL BEARING:Jts:2,4.3I ��,ia, 0 PROP JOB NAME : POLYGON PLAN 5-D NH - CJ17 Scale: Q.482, (^'E /© WARNINGS: GENERAL NOTES,unless otherwise noted: . / � 1.Builder and erection contractor Should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 't' =92110 ITE c' Truss: CJ17 and Warnings before construction commences. building component.Applicability of design parameters and proper �y 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 construction 2'o.c.end at 10'o.c.respectively unless braced throughout their le th by Marr 4119411011". DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywellC). 4 (:- DATE 9/5/2014 the overall structure Is the respdnsibitty of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4.No load should be applied to an(/component until after all bracing end 4.Installation of truss la the responsibility of the respective contractor. 7 p,, SEQ. : 6051 339 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) -'7,� �� k design loads be applied to any component. and are ss"dry condition"of use, d 14 .. �,. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes tint beefing at ell supports shown.Shim or wedge If necessary. �n`i L febdcatlon,handling,shipment and installation4 ' of components. 7.Design assumes adequate drainage is provided. CC rl Y 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center 1111111111111111111 TPIANiCA in BCSI,copies of which will be furnished upon request gitcoincidewith joint center lines. 9.Digitsindicatesize of plate in inches. tt 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'- 3.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-69) 26 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 20.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0" -132/ 478V -12/ 83H 5.50" 0.77 KDDF ( 625) Connector plate prefix designators: 1'- 9.2" -86/ 45V 0/ OH 5.50" 0.07 KDDF ( 625) C,CN,C18,CN18 or no prefix) = LL = 25 PSF Ground Snow (Pg) 3'- 3.8" -36/ 78V 0/ OH 1.50" 0.12 KDDF ( 625) ( p CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IDQND. 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 = 0.019" @ -1'- 8.0" Allowed = 0.167' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021" @ -1'- 8.0' Allowed = 0.222" MAX TC PANEL LL DEFL = 0.004" @ 1'- 5.5' Allowed = 0.204° MAX TC PANEL TL DEFL = 0.004' @ 1'- 4.3" Allowed = 0.307" 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 19N 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, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, N Truss designed for wind loads in the plane of the truss only. c9),,- ,- Tr o,cp 0 o/- 2111110.- 11 4 M-3x4 1 y y y 1-08 2-00 1-03-12 (PROVIDE FULL BEARING:Jts:2,4.31 JOB NAME : POLYGON PLAN 5-D NH - CSJ1 Scale: 0.8191 5'�' p"fi ass% WARNINGS: GENERAL NOTES,unless otherwise noted: ZCI� ' r$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 ¢ 7 9y2,$PE Cr 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. ,,f` 3.Additional temporary bracing to Insure stabilty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as OB ) ,r DATE: 9/5/2014 the overall structure Is the responsibility of the buildingdesigner. plywgoe cured where s and/or drywall C. P ty 9 3.2x Impact bridging or lateral bracing required where shown++ OREIt GON 1.. 6051341 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. -7./..., v ^I SEQ. : 6051 341 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 l y ZONt5' TRANS I D: 407540 design loads be applied to any component. 6. and gassumes condition" of all supports 5.CompuTrus has no control over and assumes no responsibility for the Designbearing shown.Shim or wedge if d 14 fabrication,handling, necessary. AI �n)�S !3.y'- shipment and installation of components. 7.Design assumes adequate drainage is provided. 'Y! t-1 t� V 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 upon lin s coincide with jint center fines. 1111111 VIII Hill (III HO VIII VIII III ftMTTPe SAin BCSI,copies of iSoftware 7.6.6ch will be (1 L)- E request. 10.For basic con ectoroplate design values see ESR-1311,ESR-1888(Wet)8 Digits Indicate size of plate in inches. EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 7.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 84 2.4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0' O.C. 2.3=(-117) 53 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 20.0' 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -98/ 461V -25/ 134H 5.50' 0.74 KDDF ( 625) 1'- 9.2" -65/ 193V 0/ OH 5.50" 0.31 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 7.7" -75/ 160V 0/ OH 1.50" 0.26 KDOF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,N18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.019" @ -1'- 8.0" Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021° @ -1'- 8.0" Allowed = 0.222" MAX BC PANEL LL DEFL = 0.004" @ 1'- 0.1" Allowed = 0.054' MAX BC PANEL TL DEFL = -0.005" @ 1'- 0.1' Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 6'• 7.0" 12 -/ MAX HORIZ. TL DEFL = -0.001" @ 6'- 7.0" 6.001 NOTE:Design assumes moisture content does ') not exceed 19'k 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 tactor=1.6, Truss designed for wind loads ao in the plane of the truss only. 0 c:p co r/- cp 1,01e41°M11.111MIN 0:, 2 ►W M-3x4 b J, y y 1-08 2-00 4-07-12 'PROVIDE FULL BEARING;Jts:2,4,31 Q1/4t 0 PRope JOB NAME: POLYGON PLAN 5-D NH ti CSJ2 Scale: 0.5840 �`' GENERAL NOTES,unless otherwise noted: .CI 2-92 WARNINGS: 4t -9 OPE r" 1.guilder and erection cgniradnrlshoukl be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual CSJ2 and Warnings before ddd000nstructIon commences. building component.Applicability of design parameters and proper Truss: CJJ 2 g 2.2.4 compression web bradng*rust 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 bradng 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(6C). •^ DATE: 9/5/2014 f the overall structure lathe responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ � QREC701V� �((f SEQ. : 6051342 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, y �_{,_ design loads be applied to any component. and are for"dry condie bearing of use. '6 r 1 4 fr , TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the e.necessary.assumes full bearing at all supports shown.Shim or wedge If n fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided.n I L' 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 Iillll II II VIII VIII VIII VIII VIII IIII IIIITPINVTCA in BCS',copies of which will be furnished upon request. 9 lDigits Indicate sizeines coindde with)ofnplate int rinches. 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 i LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-10=(-1663) 4302 10- 3=( -341) 1053 7-15=(-233) 532 BC: 2x4 KDDF #11,BTR SPACED 24.0" 0,C. 2- 3=(-4933) 1929 10-11=(-1542) 3951 3.11=( -803) 466 15- 8=(-245) 335 WEBS: 2x4 KDDF STAND; 3- 4=(-3524) 1351 11.12=(-1082) 3153 11- 4=( 0) 366 2x4 DF STAND A LOADING 4- 5=(-2875) 1233 12.13=( •838) 2581 4.12=( -703) 297 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2533) 1289 13-14=( -435) 1782 12- 5=( -313) 1029 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2407) 1190 14-15=( -776) 2345 5-13=(-1362) 727 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-3043) 1369 15- 9=(-1050) 2742 13- 6=( -522) 1020 8- 9=(-3238) 1327 6-14=( -372) 1119 OVERHANGS: 20.0° 0.0" LL = 25 PSF Ground Snow (Pg) 14- 7=( -708) 530 Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -347/ 2034V -248/ 258H 5.50" 3.25 KDDF ( 625) JT 9: Heel to plate corner = 2.25' 43'- 9.0" -274/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167' MAX TL CREEP DEFL = -0.021" @ -1'- 8.0' Allowed = 0.222" MAX LL DEFL = 0.267' @ 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 notexesign assumes moisture content does 1' - exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting 6.00 1" M-4x6 .c16.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 4'1' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �� M-5x8(5) load duration factor=l.6, `� Truss designed for wind loads in the plane of the truss only. M-3x4 0.25" M-5x6(S) oY 0.25° if' M-1.5x3 M-3x5 M-3x10 *4411111 �`r"' = M-3x10 0 a r M-5x8 tt 12"ms's^;;: y\. i A yo O M-3x4 M-5x10 13 14 15 - 9 0.25' M-3x4 0 .-2.75 v52X WEDGE 2.75 o M-5x6 M-5x8(S) W/(2) M-3X4 TYP, J• y J' ,I'12 J' y ) y -05-0y 5-10-08 6-02y2-00y 9-05-15 8-11-05 8-09-12 y , ,-05-08 12-00-08 2-00 27-03 y 1-08 43-09 JOB NAME : POLYGON PLAN 5-D NH - D1 0 PNOPtss, Scale: 0.1397 C\� t`./15/1 , ()1 WARNINGS: GENERAL NOTES,unless otherwise noted: 4 !p] 7CCI' �, 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 .�,r210,P L Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at , DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r', , u' j„lair. w. DATE 9/5/2014 building designer. continuous sheathing such as plywood ueathin ace and/or drywall(ec). the overall structure is the responsibilityof the 3.2x Impact bridging or lateral bracing required where shown++ A C• ki �+ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON S should any loads greater than 5.Design assumes trusses are to be used in anon corrosive environment. 7G+ fit" design loads be applied to any component. and are for"dry condition"of use. , = .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 Q 14 6P fabrication,handling,shipment and Installation of components. necessary. M• n R i 1 7.Design assumes adequate drainage is provided. +l - 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPI/WiCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc,/CompUTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-09-00 STUB HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA; LOAD DURATION INCREASE = 1.15 (Non-Rep) I. 2=( 0) 84 2.15=(-2814) 8670 15- 3=( -370) 1254 2x6 KDDF #1&BTR T2, 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) 8872 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) 124B TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 10'- 0.0' TO 34'- 0.0' V 5- 7=( -6642) 2370 19-20=(-3010) 8132 7-17=( -444) 1282 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 34'- 0.0" TO 43'- 9.0" V 7- 8=( -8830) 3350 20.14=(-1912) 5602 17- 8=( -244) 878 BC UNIF LL( 0.0)+DL( 40,0)= 40.0 PLF 0'- 0.0" TO 43'- 9.0" V 8- 9=( -8444) 3242 18- 8=(-1376) 636 9.10=( -8860) 3238 18- 9=( -616) 326 NOTE: 2x4 BRACING AT 24"0C UON. FOR TC CONC LL( 416.7)+DL( 116,7)= 533.3 LBS @ 10'- 0.0' 10-12=( -5882) 2108 9.19=1 -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 BAG AREA Connector late prefix desi nators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc0'- 0.0' -1151/ 3765V -104/ 113H 5.50' 6.02 KDDF ( 625) M,M20HS,1118HS,M16 = MiTek MT series Join)togethere2tplyswithes e3uxt .131 DIA GUN 43'- 9.0' -1096/ 3584V 0/ OH 5.50" 5.73 KDDF ( 625) �_ nails staggered at: 9' oc in 1 row(s) throughout 2x4 top chords, 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,' 9' oc in 2 row(s) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9' oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.005' @ -1'- 8.0' Allowed = 0.167" 9' oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.005" @ -1'- 8.0' Allowed = 0.222" MAX LL DEFL = -0.300" @ 22'- 8.7" Allowed = 2.142' MAX TL CREEP DEFL = -0.594' @ 22'- 8.7' Allowed = 2.856" MAX HORIZ. LL DEFL = 0.109" @ 43'- 3.5' MAX HORIZ. TL DEFL = 0.180" @ 43'- 3.5" 9-11-11 24-00-10 9-08-11 NOTE:Design assumes moisture content does T T not exceed 19% at time of manufacture. 3-02-03 0-06 11 2-03.08 5-11-03 0-06-11 4-10-02 1' f-r ff 1' 1' T f'( T '1 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 T T TT T T T TT T 907OB 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, 12 4533.30# M-3x4 M-7x8(S) 533.30# 12 Truss designed for wind loads 6.00 7 M-4x85 6 M-3x5 e 0 X25" M�ox5 11 M-5x6 'C;16.00 in the plane of the truss only. 0.2 - M. 13„ M-3x44 M-1.5x3 ‹Nkst. V-N-M-1"5x3 07 M 3x10 3/ � M3x8 in o 0 1 _P=ippx+ 15 16 -1111,41 II si chi M-7x10 M-3x8 M-17x: 180.25"9920 M 3x8 *14 0 **2X WEDGE M-7x10 M-7X8(5) .-2.75 W/(2) M-3X4 TYP. 2.75 0 12 12 i' J' y J' J' 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 I 1-08I 43-09 JOB NAME : POLYGON PLAN 5-D NH -1 DH1PR Ope �)o iNE,9 Scale: 0,1467 \� („`7Y� ��Y,�i1 ��0 WARNINGS: GENERAL NOTES,unless otherwise noted: j,�. .(njry•,r r fi 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 7G• f G Truss: DH1 and Warnings before cbnstructien commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+• incorporation of component Is the responsibiity of the building designer. 3.Additional temporary bracing to Insure stabiity during construction 2.Design assumes the tap and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'e.c.respectively unless braced throughout their length by Po b continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). rt C DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON C(/ C r� 4.No load should be applied to any component until aver all bracing and 4.Installation of truss is the responsibility of the respective contractor. "9 SEQ. : 6051 344 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, i4ile 14 ��� TRANS I D: 407540 design loads be applied to any component. end are for"dry condition"or use. 6. �� 5.CompuTros has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge If /�' 1-� fabrication,handling, necessary. �"R(-1 t t."L shipment and installation of components. 7.Design assumes adequate drainage Is provided. r'i 6.This design is furnished subject to the imitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center I IIIIII II II VIII VIII VIII VIII IIII IIII IIIITPIANfCA In BCSI,copies of vfilch will be furnished upon request 9.Digits indicate sizedries coincide with jofnpiete In Inches. 10. v MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1995(MiTek) EXPIRES:12/31/2015 111E1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 IC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2.15=(-1943) 4359 15- 3=( -193) 596 2x6 KDDF #1&BTR T2, T3 SPACED 24.0° O.C. BC: 2x6 KDDF #1&BTR4-2- 3=(-5055) 2323 15-16=(-1536) 3431 15- 4=( -422) 947 WEBS: 2x4 KDDF STAND 4=(-4703) 2253 16-17=(-1804) 4102 4-16=( -367) 244 4- LOADING 5=(-3503) 1741 17.18=(-1726) 4096 16- 5=( •445) 1192 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 18.19=(-1757) 4235 16- 7=(-1321) 632 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-3092) 1593 19.20=(-1689) 3826 7-17=( -142) 657 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-4148) 2081 20-14=(-1308) 2765 17- 8=( -297) 376 8- 9=(-3989) 1950 18- 8=( -633) 396 LL = 25 PSF Ground Snow (Pg) 9-10=(-4094) 1897 18- 9=( -318) 152 NOTE: 2x4 BRACING AT 24'OC VON. FOR 10-12.(-2734) 1406 9.19= ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=( 0) 00 19 -10=( -53� 201 491 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=(-3119) 1526 10-20=(-1364) 635 13-14=(-3258) 1577 12.20=( -375) 1004 OVERHANGS: 20.0" 0.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 20.13=( -29) 218 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0' -405/ 2034V -104/ 113H 5.50" 3.25 KDDF ( 625) 43'- 9.0" -337/ 1837V 0/ OH 5.50° 2.94 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ICOND. 2: Design checked for net(-5 psf) uplift at 24 "no spacing. M,M2OHS,M18HS,816 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0' Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222' MAX LL DEFL = 0.329' @ 22'- 8.7' Allowed = 2.142' MAX TL CREEP DEFL = -0.571" @ 22'- 8.7" Allowed = 2.856' MAX HORIZ. LL DEFL = -0.119" @ 43'- 3.5" MAX HORIZ. TL DEFL = 0.174" @ 43'- 3.5" 13-03-11 17-04-10 13-00-11 NOTE:Design assumes moisture content does (3-02-03 3-05-12 2-03-08( 5-11-03 ( �(3-05-12 4-10-02 not exceed 19% at time of manufacture. 2-07-04 3-07-09 f 1 X' - - 6-02-11 f 2-05-07 f 4-03-14 - -r Design conforms to main windfarce•resisting T f f f T 'I f T T i f system and components and cladding criteria. 9-10-08 Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9-07-08 T f 6 (All Heights), Enclosed, Cat.2, Exp.8, MWFRS(Dir), 12 M-3x4 11 T T load duration factor=l.6, 6.00 M-5X6 M-7x8(S) 12 Truss designed for wind loads 5 M-3x4 a 0 g25" M 3x5 M-4x6 Q 6.00 in the plane of the truss only. 0 1> T3.. M-3x4 4 M-1.5x3 M-1.5x3 + 3 M-3x10 3 rZ M 3x8 0 �= 1 -`= 15le1e 1i- 0 M! "" m o M-3x8 M-7x8 18 �a 0.2519 20 * o M-7x10 M 3x8 0 - 2.75 **2X WEDGE 2.75 o M-7x8(S) 12 W/(2) M-3X4 TYP. 12 1, y ; ), ), y y ), 05-0 6-09-12 5-02-12 ), /, 9-02-04 9-00-08 9-00-04 y 1- , 2.05-08 12-00-08 2-00 27-03 1-08 43-09 y JOB NAME : POLYGON PLAN 5-D NH - DH2 ,<<,,0' PRQF4's' Scale: 0.1467 5 INay WARNINGS: GENERAL NOTES,unless otherwise noted: KLA t 7r -�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 en individual a 9,_a S r E r- Truss: DH2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown+• incorporation of component Is the responsibility of the building designer. ,„✓` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to a laterally braced et 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 • 46110W continuous sheathing such as plywood meed where and/or drywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Q 4.No load should be applied to any component until after as bracing and 4.Installation of truss is the responsibility of the respective contractor. ')7 OREGON 4, 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, I* �.� ��l �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 'O 14 P fabrication,handling,shipment and Installation of components. Desessary, p� � t i ` fl 6.This design is furnished subject to the limitations set forth 7.Design assumes adequate drainage is rovls,a it t L.V 1111101111111111111 Vby 8.Plates shall be located on both faces ort truss,end placed so their center TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Anes. ts MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.Fori basic connectocate size rplf atete In inches. design values see ESR-1311,ESR-1988(MITep EXPIRES:12/31/2015 I 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 H1&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 q1&BTR SPACED 24.0" O.C. 2- 3=(-4923) 1901 14-15=(-1508) 3872 3.15=( -786) 419 WEBS: 2x4 KDDF STAND; 3. 4=(-3529) 1366 15.16=(-1095) 3091 15- 4=( 0) 365 2x4 DF STAND A LOADING 4. 5=(-2869) 1223 16.17=) -829) 2561 4-16=) -729) 350 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2434) 1187 17-18=( -702) 2427 5.16=( -340) 1042 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 15.19=) -702) 2427 5.17=(-1026) 550 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 6- 8=(-2236) 1107 19.20=( -884) 2558 6-17=( -358) 762 8.10=(-2214) 1077 20.13=(-1023) 2712 17- 8=( -470) 169 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 18- 8=( 0) 297 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10.11=(-2552) 1114 8.19=( -440) 179 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.12=(-3040) 1230 10-19=( -285) 773 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=(-3218) 1284 19.11=( -491) 343 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 11.20=( -76) 319 OVERHANGS: 20.0" 0.0" BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA ** For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 9.0' -322/ 2034V -181/ 191H 5.50" 3.25 KDDF ( 625) Connector plate prefix designators: O43'- 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 psfl uplift at 24 "oc spacin0. 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" 1 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' f 5-10-08 1-09'': 5004-05 0-04-11 5-02-02 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 2-09 5-10-08 0-0-11 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, ( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-4x6 7 M x8 , OM 4x6 12 load duration factor=l.6, 6.00 M-3x45 Q 6.00 Truss designed for wind loads in the plane of the truss only. M-5x6(5) M-3x4 0"25" 4 + + M 1.5x3 172 M-3x5 3 cn M-3x10 c M 3x10ANA c. o 1 14 15 16 R�f:n .** o M-5x8 M-3x4 M-5x10 17 M-1.5x3 p 0.25' M 3x4 13 0 **2X WEDGE M-5x10 M-5x8(S) a 2.75 W/(2) M-3X4 TYP. 2.75 12 12 2-05-1 5-10-08 6-02 y2-00y 5-06 5-10-12 7-09-02 8-01-02 y , y-05-08 12-00-08 2-00 27-03 y 1-08 43-09 _co R R 0Ft15 JOB NAME : POLYGON PLAN 5-D NH - DH3 Scale: 0.1338 ``�� 'N 5��. WARNINGS: GENERAL NOTES,unless otherwise noted: ±9 ,P 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 �] and Warnings before construction commences, building component.Applicability of design parameters and proper „r Truss: D H 3incorporation of component is the responsibilityof the building designer. / 2.2x4 compressionttemporary web bracingcingmust re installed wring shown*. 2,Design assumes the top and bottom chorda to be laterally braced et fir 3. the responsibilitysp bracing to insure sional permanent during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their leng�th by ,,/�fir, DES. BY: LJ is the of the erector.Additional bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaa(BC). y �t� DATE: 9/5/2014 the overall structure is the reappnsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown** OREGON b �,/ SEQ. : 6051 346 4.No load should be applied to shy component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. /� - fasteners are complete and at do time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, mit. 'if,,�. Z(�N „{,. design loads be applied to any component. and are for"dry condition"of use. +(. 1 4 T' TRANS I D: 407540 0.CompuTrus has no control over and assumes no responsibility for the 6.oecosse assumes full beating at all supports shown.Shim or wedge if t �S fabrication,handling,shipment and installation of components. ry. FIR`1..`" 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 I IIIIII 111 VIII VIII VIII VIII VIII IIII ill TPI/WTCA in BCSI,copies of which furnished request. MiTekUSA,lnC/ConpuTrDa Software 7.6.6L)E lines coincide0indicate of plate FFor basiotnectorpldesign values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIII IIIIIII 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 H1&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. WEBS: 2x4 KDDF STAND; 2- 3=(-4923) 2340 14.15=(-1814) 3872 3.15=( -786) 446 2x4 DF STAND A 3- 4=(-3529) 1732 15.16=(-1374) 3091 15. 4=( 0) 365 LOADING 4. 5=(-2869) 1592 16.17=(-1123) 2561 4-16=( -729) 341 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=(-2434) 1516 17-18=(-1114) 2427 5.16=( -401) 1042 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 18.19=(-1114) 2427 5.17=(-1026) 475 BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF 6- 8=(-2236) 1413 19.20=(-1185) 2558 6.17=( -394) 762 8.10=(-2214) 1375 20-13=(-1303) 2712 17- 8=( -487) 277 LL = 25 PSF Ground Snow (Pg) 9.10=( 0) 0 18- 8=( 0) 297 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10.11=(-2552) 1476 8.19=( -457) 292 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-3040) 1564 10.19=( -361) 787 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=(-3218) 1611 19-11=) -491) 283 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 11-20=) -56) 319 OVERHANGS: 20.0" 0.0" M•1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BAG REQUIRED BAG 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: 1COND. 2: Design checked for net(-5 oaf) uplift at 24 'oc spacing, C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022' @ -1'- 8.0" Allowed = 0.167" JT 13: Heel to plate corner = 2.25" MAX TL CREEP DEFL = -0.021' @ -1'- 8.0' Allowed = 0.222' MAX LL DEFL = 0.299" @ 16'- 6.5' Allowed = 2.142" MAX TL CREEP DEFL = -0.474" @ 14'- 6.0" Allowed = 2.856' 19-11-11 4-00-10 19-08-11 MAX HORIZ. LL DEFL = -0.145" @ 43'- 3.5" TT MAX HORIZ. TL DEFL = 0.208' @ 43'- 3.5' 5-10-08 1-09 2-r05-04 3-03-12 5-02-02 NOTE:Design assumes moisture content does 2.09 4' 4' 5-10-08 T 4'3-03-124 -05-04 T 5-05-100f 4' 5-04-05 not exceed 19% at time of manufacture. T T T T T T T T T T T 1' Design conforms to main windforce-resisting 16-06-08 16-03-08 system and components and cladding criteria. T f 7 9 T T Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-4x6 M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6,00I . M-3x4 M-/x8 0 Q 6,00 load duration factor=l.6, M-5x6(S) 5 �. Truss designed for wind loads in the plane of the truss only. 0.25" M-3x4 4 tit3x5 + + + A*2M-1.5x3 M- M. 3x10 3 CG M-3x10 LO o i 74 15 1'8Clti 9 k- A o. M-3x4 M-5x10 17 18 i 20 *13 o M 5x8 M-5x10 M-1.5x3 0.25' M-3x4 C. -'2.75 **2X WEDGE 2.75 M-5x8(S) 12 W/(2) M-3X4 TYP. 12 2,-05.0$ 5-10-08 6-02 ),2 00), 5-06 5-10-12 7-09-02 8-01-02 yy y 2-05-08 12-00-08 2-00 27-03 y 1-08 43-09 JOB NAME : POLYGON PLAN 5-D NH - DH4 Scale: 0.1338 �5<(' 0 pNYyp,Q�`� ,�, WARNINGS: GENERAL NOTES,unless otherwise noted: �� .r I✓�/ {c -S7 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 47 o /P G. r Truss: DH4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. ,,,,+°• 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'o.c.and at 10'o,c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of 90011'•" the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywal C). .„...‘tar. DATE: 9/5/2014 Po fY 9 9 3.2x Impact bridging or lateral bracing required where shown++ M /� 6051347 o 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -V OREGON fti SEQ.. : 605 1 347 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, . A. / Y \� 5.CompuTrus has no control over and assumes no responsibility for the 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 V 14 �' v., fabrication,handling,shipment and installation of components. necessary. �` 6.This design is furnished subject to the limitations set forth 7.Design assumes adequate drainage is provided. 4. I IIIIII VIII Alli VIII IIII VIII VIII IIII III) 9 ) by 8 Plates shall be located on both faces of truss,and placed so their center TPIMfrCA in BCSI,copies of which will be furnished upon request, lines coincide with joint Doter fines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E9.Digits ate in inches. 10.For basica cocate nnector plsize of ate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF 111&BTR SPACED 24.0' O.C. 2.3=(-64) 38 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12.00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -68/ 301V -23/ 81H 5.50' 0.48 KDDF ( 625) 1'- 9.2" -32/ 28V 0/ OH 5.50' 0.04 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7' -24/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 est) uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.003' @ -1'- 0.0" Allowed = 0.100' ' Allowed = 0.133' 1 11 11 MAXBC PANEL AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX CREEP LL DEFL = 0.001' @ 1'- 0.1" Allowed = 0.054" MAX TC PANEL TL DEFL = -0.002' @ 1'- 2.9' Allowed = 0.196" 12 MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" moo VNOTE:Design assumes moisture content does not exceed 19s at time of manufacture. Design conforms to main windforce-resisting -V system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0; ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 'I load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only, 0 N r/- Ad R LAMM O p•� 4�Z� M-3x��4 i' y y 1-00 2-00 1PROVIDE FULL BdARING:Jts:2,4,3I r '661 JOB NAME: POLYGON PLAN 5-D NH EJ1 Scale: 0,6772 . •7/5///' /I Q 5� ti r WARNINGS: GENERAL NOTES,unless otherwise noted: Aft . f / �� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an individual r C YJ and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: EJ 1 incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bradng must be Installed where shown+. 2,Design assumes the top and bottom chords to be laterally braced atrarlr► 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r�mirr •Ia"'"` DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal�C). /," DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.a<Impact bridging or lateral bradng required where shown++ OREGON A.4.No load should be applied to ally component until after an bracing end 4.Installation of truss is the responsibility of the respective contractor. >k SEQ. : 6051348 fasteners are complete and at Ito time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �_y design bads be applied to any component. and are for'dry condition"of use. �`lv�� 1 4 o� T TRANS I D: 407540 5.CompuTrus hes no control over end assumes no reoponsib Ay for the 6.Design assumes lull bearing m aA supports shown.Shim or wedge If p- nesign `+7�L``�,p` fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center 111111111111111111 TPI WTCA in BCSI,copies of which will be furnished upon request. lines coinddetwith jointfpate in lines. 9.Digits size of plate to inches.. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITelt) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF @1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF @1&BTR SPACED 24.0' O.C. 2.3=(-96) 73 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -41/ 322V -44/ 132H 5.50' 0.52 KDDF ( 625) 1'- 9.2" -10/ 63V 0/ OH 5.50" 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7' -68/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" 12 -f MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" 10.00 V MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1' Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001' @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.001' @ 3'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=20.9ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, ao (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, c; Truss designed for wind loads in the plane of the truss only. C') w o cV 4 010. --/ M-3x4 1-00 2-00 1-11-11 'PROVIDE FULL BEARING:Jts:2,4,3j ,9'c0 PRD,ce. JOB NAME : POLYGON PLAN 5-D NH - EJ2 Scale: 0.6371 r�� l?IN> '9✓p WARNINGS: GENERAL NOTES,unless otherwise noted: v'r�'�/� c- 1- r- Truss: -I 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 . rrrr���� F o L r- Truss: EJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper r 2.2x4 compression web bracing must be installed where shown+, Incorporation of component Is the responsibility of the building designee 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at rr r. DES. BY: LJ is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by y A1aa• po riy permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .+"r ` • . DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1f C 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. ' OREGON�b,,��41 loadsSEQ. : 6051349fasteners are complete and at no time should any greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, ,L ''J design loads be applied to any component. and are for"dry condition"of use. 6fit -7 y 1 4 t TRANS I D: 407540 5.CompuTrus hes no control over and assumes no responsibility for the .Design assumes full bearing at ail supports shown.Shim or wedge if VQ 7 fabrication,handling,shipment and installation of components. necessary. 4 RI ` '(j ,Design assumes adequate drainage Is provided. 44 6.This design is furnished subject to the Hmitations set forth by 8.Plates shall be located on both feces of truss,end placed so their center I IIIIII IIIIIIIIIIIII VIII III I VIII III IIIITPIMWTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center Anes. 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 5'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-144) 105 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -24/ 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 ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacina.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' -/ MAX BC PANEL LL DEFL = 0.005' @ 1'- 0.1' Allowed = 0.054" MAX BC PANEL TL DEFL = -0.005" @ 1'- 0.1" Allowed = 0.072" I) MAX HORIZ. LL DEFL = -0.001' @ 5'- 10.9' 12 ' MAX HORIZ. TL DEFL = -0.002' @ 5'- 10.9' 10.00 V NOTE:Design assumes moisture content does not exceed 19h 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), o load duration factor=l.6, 4- Truss designed for wind loads o in the plane of the truss only. u1 11 c. c. 11011-16'--.111111.,till 4 Ilij M-3x4 ; 1, y y 1-00 2-00 3-11-11 'PROVIDE FULL BEARING:Jts:204,31 P JOB NAME: POLYGON PLAN 5-D NH - EJ3 �'‹Cvs N 6'S6/ Scale; 0.5134 WARNINGS: GENERAL NOTES,unless otherwise noted: v7/5//rf:�Ec- 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual T:9 0 t' r Truss: EJ3 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 designee 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at wow, DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of T o•c,and at 10'o.c,respectively unless braced throughout their length by �Fi�a.� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '' �. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+* n /, 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. 7 ,q OREGON 7N 1t/ SEQ. : 6051350 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corroslve environment, i. 4,-r2 SNI)` A. design loads be applied to any component. and are for"dry condition"of use. V 41' 14 S ��. TRANS I D: 407540 5.CompuTrus has no control over end assumes no responsibility for the e.Design assumes full beating at all supports shown.Shim or wedge If p` fabrication,handling, Desessary. `v!l*tRRfii �, shipment and installation of components. 7.Design assumes adequate drainage is provided. C r'1(l L 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II[II VIII VIII IIID VIII VIII III)IIII TPI/WTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center Ines. II 9.Digits indicate size of plate in inches. TPI/WTCA 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'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-194) 138 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" 0/ 248V -88/ 238H 5.50" 0.40 KDDF ( 625) 1'- 9.2' -167/ 308V 0/ OH 5.50" 0.49 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 11.7' -138/ 205V 0/ OH 1.50' 0.33 KDbF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc apacinx.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' MAX BC PANEL LL DEFL = 0.009' @ 1'- 0.1' Allowed = 0.054" MAX BC PANEL TL DEFL = -0.009' @ 1'- 0.1" Allowed = 0.072' MAX HORIZ. TL DEFL = -0.003' @ 7'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 10.00 system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads cn O in the plane of the truss only. 0 OnMp� /000/.11 - 4►� -/ O -3x4 1, ), ). y 1-00 2-00 5-11-11 !PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME : POLYGON PLAN 5-D NH - EJ4 ��� o PN �6,�i ' Scale: 0.4250 c\� ( 5/1 lq c'i. WARNINGS: GENERAL NOTES,unless otherwise noted: £F-0�tC '}'7,,, -. 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 .7 9 t r L Truss: EJ 4 and Warnings before constructs n 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 bosom chords to be laterally braced at DES. BY: LJ is the responsibilityof the erector.Additionalbracing 2'o.c.and at 10'o.c.respectively unless braced throughout their length by } imimp permanent of continuous sheathing such as plywood where and/or drywall(BC). -°' ,NW ly„ DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �t St1 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 OREGON�p, � TRANS I D: 407540Cti EQ ld any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, !- design loads be applied to any component. and are for"dry condition"of use. / }�' 1 4 .2. .,t., 5.CompuTrus has no control over and assumes no responsibility,ortha 6.Design assumes full bearing at all supports shown.Shim or wedge if ,1. fabrication,handling,shipment and intonation of components. necessary. i y V 6.This design is furnished subject to the limitations set forth 7.Plates assumes adequateodon drainage Is of truss,a 1..1. I VIII II II VIII IIII VIII I III VIII III IIII g 1 by 8 Plates shall be located both faces of truss,and placed so their center TPINJTCA in SCSI,copies of which will be furnished upon request, tines 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-1968(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #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 IC 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: 20.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0" -156/ 460V -5/ 51H 1.50' 0.74 KDDF ( 625) 0'- 11.2' -105/ 51V 0/ OH 1.50' 0.08 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 0.0' -81/ 31V 0/ OH 1.50' 0.05 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M18 = MiTek MT series 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' 6.00 REQUIREMENTS OF IBC 2012 AND 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 = 0.021' @ -1'- 8.0' Allowed = 0.167' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021' @ -1'- 8.0" Allowed = 0.222' MAX BC PANEL LL DEFL = -101 @ 0'- 5,6' Allowed = 0.026" MAX BC PANEL TL DEFL = - 0 @ 0'- 5.6" Allowed = 0.035' MAX HORIZ. L = -0.000' @ 0'- 11.2" MAX HORIZ. L = -0.000' @ 0'- 11.2" NO : ign assumes moisture content does noeed 19e at time of manufacture. Design confos main windforce-resisting system and cpnts and cladding criteria. Wind: 140 mph, h=14TCDL=4.2,BCOL=6,0, ASCE 7-10, (All Heightslosed, Cat.2, Exp.B, MWFRS(Dir), Mload duratiofor=l.6,Trussdesignwind loads co/- in the plane of the truss only. I /1111111111111111111° o /1 114 -' M-3x4 y y y 1-08 1-00 (PROVIDE FULL BEARING•Jts:2.4.41 +GO PROP, JOB NAME : POLYGON PLAN 5-D NH - P1 Scale: 1.0020 \c, { ("� s/d WARNINGS: GENERAL NOTES,unless otherwise noted: " ap ��t� 1.Builder and erection contractor e�hould be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an Individual : =9 ®f E Irt- Truss: P1 and Warnings before cdnstruotidn commences. building component Applicability of design parameters and proper 2.284 compression web b)adng meet be installed where shown i. incorporation of component is the responsibility of the building designer. 3.Additional temporary br ring 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 a erecta.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by „*.‘,4111M r-e , Po b t1� continuous sheathing such as plywood sheatNngQC)and/or drywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ OREGON ��" 4.No load should be appipd to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. 74, SEQ. : 6051353 fasteners are complete end at ne time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, h1, b` A.. design loads be applied I any component. and are for"dry condition"of use. 0 Y 14 Z `1 TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �Q fabrication,handling, Design assessary.umes l'" ?t?%1 t shipment and installation of components. 7.Design assumes adequate drainage is provided. C t"( 1.,1, 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII I II VIII VIII VIII I III VIII(III(IIITPI WTCA in BCS(,copies of which will be furnished upon request. lines coincidewith jofplate lines. 9.Digits indicate size of platetein Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 gj CONFORMS TO DESIGN CONCEPT I CONFORMS TO DESIGN CONCEPT 1 D coNFoRroEISIGN CONCEPT WITH 0 NFORMING-REVUE&RESUBMIT 0 CONFORMS TO DESIGN CONCEPT WITH NON-COI Zrt'IrkX'IgkI,E.r'acIIFIII=r-r I'IZ-IIITM I 1 " REVISIONS AS SHOWN El NON-CONFO IMG-REVISE AND RESUBMIT B, Aloda Fukui 0., 9122/14 I THIS SHOP DRAWING HAS EN REVIEWED FOR GENERAL CONFORMANCE M1LBRANDT ARCHITECTS i WITH THE DESIM CCNCEPi ONLY MD DOES NOT RELIEVE THE — CNI FABRICATORIVENDOR OF RE PONSIBILITY FOR CONFOMIANCE.WITH THE Oo @ DESIGWAWINiS.AND SPECTifONS ALL OF WHICH HAVE PRIORITY OVER'FPS SRI, .LAWING. .ACTOR SHALL VERIFY ALL DIMENSIONS. C,) I dd' ton nate:September 19.2014 T r• : EERI G INC I , . , I A csli CJI , . go...7.... a CJ2C 1 , CJ3C Cgs C . i , ,Fis '111 4 CJ6 / / j. ,I110 cabc , 6:12 .......CZ 1 A CJ6C __. c.) 8 I CJ7 , .. ' 4 irrAleA CJ7C CJ8 A : CJ8 1.. . 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Cl CO CNI N— 4915 ;-.------ 7 -• 2 2 2 —1 - CO •• GARAGE LEFT 1- 9'-81/2" 11'-71/2' 11V-8" BERING WALL 40'-0" ©Copyright Compu Trus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POL"GOLW 03/31/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL a PROJECT TITLE: REVISION-I: DRAWINGS FOR ALL FURTHER Pa PLAN 5-D COFFER INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD it'- :.,„ umber PLAN: DRAWN BY:JP REVISION-2RESPONSIBLE FORCOTIRLDUISNSG 5 / D-D CHECKED BY: DESIGNER/ENGINEER OF RECORD TO 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.