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Plans 166yi+ svJ PE G1 jT LK) ik,WT20t1,-06077 MI - RECEIVED JAN 2 4 2019 lvi iTek� CITY OF TIGARD BUILDING DIVISION MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-339_UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45630241 thru R45630251 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ��VQ P R apes, Q��S 0NGiNEFR X09 77," 87022PE r co N --7 Ar\ OREGON ti° zzi "PO �'/�8ER \' 74 OS A. HE��P / EX' - ./ • i October 12,2015 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R45630241 PL15-339_UPPER F01 Floor 17 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 08:04:59 2015 Page 1 ID:SygD?CTgSFZSjSNcS 1 ttIDzR3Xv-y5nUNQ17tvhORapaB8X?HYOivnaYm59v4gEZPwyUBXY 2-6-0 I OF 10-2 I f 1-2-0 110-11-2 Scale=1:32.8 1.5x3 I I 3x6= 1.5x3 I I 3x4 = 1.5x3 I I 3x4= 3x4= 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 • _ e _ e ee e- o_ _ e ki e- e e = e 17 16 15 14 13 12 'fT 3x4 = 3x8= 3x6= 1.5x3 I I 1.5x3 II 3x8= 3x4= 12-6-2 I 11-4-2 1�1-11-21 1 18-9-12 11-4-2 b-7-0 0-7-0 6-3-10 Plate Offsets(X,Y)— I6:0-1-8,Edae1.17:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.29 15 >767 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) -0.46 15-16 >483 360 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:85 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 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) 17=822/Mechanical,11=822/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2976/0,3-4=-2976/0,4-5=-3689/0,5-6=-3689/0,6-7=-3386/0,7-8=-2944/0,8-9=-2944/0 BOT CHORD 16-17=0/1772,15-16=0/3588,14-15=0/3386,13-14=0/3386,12-13=0/3386,11-12=0/1775 WEBS 2-17=-1913/0,2-16=0/1299,4-16=-660/0,4-15=-57/292,5-15=-281/0,6-15=62/602,9-11=-1916/0,9-12=0/1262, 7-12=756/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <<?c0 PR0E6, ,�5 tJGINEER /02 (w 87022P, �c--" i - cv y �-oj, OR GON if 0 1N '9 /1 \N OS A. He?' EXPIRES:06/30/2017 October 12,2015 I I THISAND INCLUDED MITER REFERANCE PAGE MHI.7473 rev.10/03/2015 BEFORE USE. AWARNING-Vane design with Wel parametersandors NOTES �� Design trss valid efonly hr uek®connectors.eThis design is based ab upon de design arars shown,n and is for an individual thisnotsystem.Beforeuse, building must verify theparametersproperly design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/M1 Quality Cdteda,DSB-89 and BCSI Building Component Suite 109 Safely Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suites Heights,CA 95610 J Job Truss Truss Type Qty Ply POLYGON R45630242 PL15-339_UPPER F02 FLOOR 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 08:05:00 2015 Page 1 ID:SygD?CTgSFZSjSNcS1ttIDzR3Xv-QlLsbmJleCpF3kOmIs3EpmxwZB3PVeT3JUz6xMyUBXX I 2-6-0 I 1-9-8 II 1-2-0 II 1-6-0 II 1-1-12 1 1 2-5-8 II 1-2-0 II 2-0-8 1 1 1-4-0 I Scale=1:37.5 1.5x3 II 1.5x3 II 1.5x3 II 3x6= 1.5x3 II 3x6 FP= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 4%111H e G e \�r / ••••••°°....° e G / \ I'7. 4444. e N 23 22 21 20 19 18 17 16 15 14 1.5x3 II 3x5= 3x6 FP= 1.5x3 I I 3x8 = 3x6 = 12-7-4 I 8-8-12 I 11-5-42-0-41t 1 17-4-12 I 21-5-12 I 8-8-12 2-8-8 h-7A0-7-0 4-9-8 4-1-0 Plate Offsets(X,Y)— 14:0-1-8,Edge1,17:0-1-8,Edge1,116:0-1-8,Edae1,122:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.04 22-23 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.23 Vert(TL) -0.09 22-23 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.01 15 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:99 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 ROT 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. All bearings Mechanical except(jt=length)19=0-7-0,15=0-5-8. (Ib)- Max Uplift All uplift 100 lb or less at joint(s)14 Max Gray All reactions 250 lb or less at joint(s)14 except 23=366(LC 14),19=756(LC 3),15=752(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-700/0,3-4=-700/0,4-5=-304/27,5-6=-304/27,7-8=468/0,8-9=-468/0, 9-10=0/571,10-11=0/571,11-12=0/566 BOT CHORD 22-23=0/653,21-22=0/700,20-21=0/700,18-19=0/468,17-18=0/468,16-17=0/468, 15-16=-22/297,14-15=-286/61 WEBS 6-19=-504/0,2-23=-705/0,4-20=-540/0,7-19=642/0,9-15=-821/0,12-14=-66/308, 12-15=-457/0,6-20=0/535 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. ��0D P P OFFS \�<�NG�NF9 si0�9�' 87022PE / p "0j, OREGON r19 AU 'ANI on�weER '\' S, A. HEX' EXPIRES:06/30/2017 October 12,2015 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. ', Design valid for use only with Mitek®connectors.This design a based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overat building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45630243 PL15-339_UPPER F03 Floor 5 1 Job Reference(optional) _ Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Mon Oct 12 08:05:01 2015 Page 1 I D:SygD?CTgSFZSjS NcS 1 ttl DzR3Xv-uUuFo6KN P Wx6gtzzJZaTMzUSSaQLE6VCY8jgToyUBXW 2"5"4I I 1"2"0I I 2-0-8 I 2-6-0 i 1 1-4-4 I Scale=1:22.2 1.5x3 II 3x4= 1.5x3 I I 3x4= 3x4 II 3x4= 1.5x3 I I 1 2 3 4 5 6 7 o e o e _ o o I %iiiio N e o e e 1'. 11 10 8- 3x4= 1.5x3 I I 3x4= 3x8 = 3x4= 3-11-12 I 2-8-4 I30-34-0 -3-4 3-10-4 0-1-S I 8-7-12 8� 12-9-0 2-8-4 0-7-0 0-7-0 4-8-0 0-1-S 3-11-12 Plate Offsets(X,Y)— 12:0-1-8,Edoel.110:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.05 9-10 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.22 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:58 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:8-9. REACTIONS. (lb/size) 12=317/0-2-8,8=55/Mechanical,9=738/0-5-8 Max Uplift 8=-66(LC 3) Max Gray 12=321(LC 3),8=143(LC 7),9=753(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-565/0,3-4=-565/0,4-5=0/538,5-6=0/533 BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 WEBS 2-12=-610/0,4-9=-841/0,6-8=-123/255,6-9=-444/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. ,\�,p`ED PR OFF 7IN4\ 9 87022PE CP y �-'0), OREGON (19 O41 'AO 6'44 On 1\ \4 OS A. HE ��P EXPIRES: 06/30/2017 October 12,2015 1 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. MI Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only. Additional temporary and permanent bracing Mieek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/111I Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 • Job Truss Truss Type Qty Ply POLYGON R45630244 PL15-339 UPPER F04 FLOOR 4 1 Job Reference(optiona() Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 08:05:01 2015 Page 1 ID:SygD?CTgSFZSjSNcS 1 ttIDzR3Xv-uUuFo6KNP Wx6gtzzJZaTMzU6JaQkE72CY8jgToyUBXW 1-9-0 I I 1-6-4 I I 2-4-12 I I 1-2-0 I I 1-4-4 1 1-3-0 1 Scale=1:21.0 1.5x3 H 3x4 = 1.5x3 II 3x6 = 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 e e o e o:777/.. 0 0 N e o e 14 13 11 10 9 3x4= 3x5= 3x6= 1.5x3 II 3x4= 3x4= I 5-2-0 I 12-0-12 I 5-2-0 6-10-12 Plate Offsets(X,Y)— 15:0-1-8,Edgel,110:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.01 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.02 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:57 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:12-13. REACTIONS. (lb/size) 14=200/Mechanical,12=588/0-5-8,9=262/Mechanical Max Gray 14=234(LC 8),12=588(LC 1),9=268(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-285/20,3-4=-285/20,5-6=-390/0,6-7=-390/0 BOT CHORD 13-14=0/285,11-12=0/390,10-11=0/390,9-10=0/275 WEBS 4-12=-387/0,2-14=-328/0,5-12=-541/0,4-13=0/368,7-9=-351/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. PR Ores t,NNcs cNGI NEER 970 l9 870 2PE CV. -7,CPO-0,,, OREGO t.t AO 9O ��8ER 1� r ©S A. HE0 EXPIRES:06/30/2017 October 12,2015 / I A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 • Job Truss Truss Type Qty Ply POLYGON R45630245 , PL15-339_UPPER F05 FLOOR 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 08:05:02 2015 Page 1 ID:SygD?CTgSFZSjSNcS1ttIDzR3Xv-MgSd0SKOAg3z11Y9sH5ivBOC?_gfzXzMnoSD?EyUBXV 1 2-3-12 1 1 1-2-0 1 1 1-0-0 1 2-6-0 I Scale=1:21.9 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 11 3x4= 1.5x3 11 1 2 3 4 5 6 7 • o e .0 o – o N N All,– _ — ,' .. / 11131 nib,, 12 11 10 9 8 3x4= 1.5x3 11 3x4= 3x6= 3x4= I 12-7-4 1 12-7-4 Plate Offsets(X,YI– 12:0-1-8,Edge1,110:0-1-8,Edoel LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.14 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.50 Vert(TL) -0.21 9-10 >707 360 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:56 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=549/Mechanical,8=549/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1204/0,3-4=-1204/0,4-5=-1646/0,5-6=-1646/0 BOT CHORD 11-12=0/1204,10-11=0/1204,9-10=0/1560,8-9=0/1109 WEBS 3-10=0/263,2-12=-1310/0,6-8=-1198/0,6-9=0/579,4-10=-545/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strong backs to be attached to walls at their outer ends or restrained by other means. <(- ,c,,ED PROF& ��0 c GI N�FR Sf0`9� 87022PE / co y �'0l OREGON rti�Q4// 9O AMBER .\ QS a. HE " EXPIRES: 06/30/2017 October 12,2015 I I MUM parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. A WARNING-VerifY design P 9 1 Design validstfor useo only with h Iv11 designerr.This design is based only upon de ign aars shown,n and is for art individualpratthisnottrussuse, building verify the applicabilityparameters design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTeke is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1PIl Quality Criteria,DSB-89 and SCSI Building Component 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite ite Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45630246 PL15-339_UPPER F07 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 08:05:02 2015 Page 1 ID:SygD?CTgSFZSjSNcS1ttIDzR3Xv-MgSdOSKOAg3z11Y9sH5ivBOG8_kSzZgMnoSD?EyUBXV I 2-6-0I 1-9-8 I I 1-2-0 I I 1-3-4 1 1-6-0 1 1 2-5-8 I I 1-2-0 I I 1-11-0 I Scale=1:25.7 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 e e e _ 4/-Nsissos •••••••••••••0000000 o N ee e 9 e e e a e /1 16 15 14 R/ 12 11 3x8= 1.5x3 II 1.5x3 I I I 4-6-8 15-1-8 15-8-8 I 8-8-12 I 11-5-4 112-0-4112-7-4 I 14-9-4 I 4-6-8 0-7-0 0-7-0 3-0-4 2-8-8 0-7-0 0-7-0 2-2-0 Plate Offsets(X,Y)— 17:0-1-8,Edge1,r8:0-1-8,Edael,F14:0-1-8,Edne1,115:0-1-8,Edae] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.04 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) -0.09 15-16 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.23 Horz(TL) 0.01 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:67 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=357/Mechanical,13=706/0-3-8,10=225/0-2-4 Max Gray 16=375(LC 10),13=706(LC 1),10=240(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-740/0,3-4=-740/0,4-5=-740/0,7-8=-324/0 BOT CHORD 15-16=0/675,14-15=0/740,13-14=0/449,12-13=0/324,11-12=0/324,10-11=0/324 WEBS 2-16=-729/0,5-13=-594/0,5-14=0/446,7-13=-499/0,8-10=-364/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 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. <��` j P R Ores we:� NGINE9 fQZ ` .- 87022PE 9r y �-o�, OREG•N 4•Pti OS A. HERe' EXPIRES:06/30/2017 October 12,2015 4 1 011101101 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1' Design valid for use only with M1ek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1911 Qualify Criteria,DSB-89 and BCSI Bulding Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 1 • Job Truss Truss Type Qty Ply POLYGON R45630247 PL15-339_UPPER F08 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Mon Oct 12 08:05:03 2015 Page 1 ID:SygD?CTgSFZSjSNcS1ttlDzR3Xv-qs0?DoLex7BgwB7LO_cxROZOgOxGivyV?SCnYhyUBXU 2-6-0I 1 -1�1 1-2-0 it 0-11-2 1 Scale=1:33.2 1.5x3 H 3x6 = 1.5x3 I I 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 H 3x6= 1.5x3 H 1 2 3 4 5 I�67 8 > i; • �L o 11-' 1 00010. ' 444144444444441%, E 1101 1 16 15 14 13 12 3x4 = 3x8 = 3x6= 1.5x3 I I 1.5x3 II 3x8= 3x4 = 12-8-10 I 11-6-10 1F-1-10I 1 19-0-4 11-6-10 0-7-0 0-7-0 6-3-10 Plate Offsets(X,Y)— f6:0-1-8,Edoel,17:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.31 15 >738 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.48 15-16 >469 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:86 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) 17=831/0-2-8,11=831/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3020/0,3-4=-3020/0,4-5=-3781/0,5-6=-3781/0,6-7=-3451/0,7-8=-2988/0,8-9=-2988/0 BOT CHORD 16-17=0/1795,15-16=0/3655,14-15=0/3451,13-14=0/3451,12-13=0/3451,11-12=0/1798 WEBS 2-17=-1937/0,2-16=0/1323,4-16=-685/0,4-15=-28/296,5-15=-266/0,6-15=-69/599,9-11=-1940/0,9-12=0/1285, 7-12=-786/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)17. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �\co ANO N-'4 `4i-, 870 2PE /9r y �-c>, OREGON tis O1N 90 :M&ER 'N\ OS A. HE80' EXPIRES: 06/30/2017 October 12,2015 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1111. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-8P and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45630248 PL15-339 UPPER F09 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 08:05:04 2015 Page 1 ID:SygD?CTgSFZSjSNcS 1 ttIDzR3Xv-13aNR8MGiRJhXLhY_i7A_c6ZPoHURLAfE6yK47yUBXT I 2-6-0 I 1 1-014 1 1-2-0 1 1 0-11-2 1 Scale=1:33.2 1.5x3 I I 3x6 = 1.5x3 II 3x4= 1.5x3 H 3x4= 3x4= 1.5x3 I I 3x6 = 1.5x3 II 1 2 3 4 5 6 7 8 9 10 gi 1 16 15 14 13 12 3x4 = 3x8= 3x6 = 1.5x3 II 1.5x3 I I 3x8= 3x4= 12-8-14 I 11-6-14 '�2-1-19 19-0-8 I 11-6-14 0-7-0 0-7-0 6-3-10 Plate Offsets(X,Y)— 16:0-1-8,Edae1,17:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (foc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.31 15 >735 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.48 15-16 >468 360 BCLL 0.0 Rep Stress Ina YES WB 0.67 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:86 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) 17=832/0-2-12,11=832/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3025/0,3-4=-3025/0,4-5=-3791/0,5-6=-3791/0,6-7=-3457/0,7-8=2992/0,8-9=-2992/0 BOT CHORD 16-17=0/1797,15-16=0/3661,14-15=0/3457,13-14=0/3457,12-13=0/3457,11-12=0/1800 WEBS 2-17=-1940/0,2-16=0/1326,4-16=-687/0,4-15=-25/297,5-15=-265/0,6-15=-69/600,9-11=-1943/0,9-12=0/1287, 7-12=789/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)17. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��ck0 PRQp- �,_..., �,I N�F� si01y< 87022PE cc �N - �'oj, OREGON ct9 o4// �o AMBER 4\ or, A. HE 0 EXPIRES: 06/30/2017 October 12,2015 4 I AWARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE AgF74 3 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi ek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45630249 PL15-339_UPPER F10 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Mon Oct 12 08:05:04 2015 Page 1 ID:SygD?CTgSFZSj S NcS 1 ttlDzR3Xv-13aNR8MGi RJ hXLhY_i7A_c6cooQ ERNUfE6yK47yUBXT 1 1-2-4 1 1 1-2-12 1 2-6-0 I 1 1-2-0 I I 1-3-0I 1-6-0 1 Scale=1:21.2 1.5x3 H 3x6= 3x5= 1.5x3 H 3x4= 1.5x3 I I 3x4 = 1.5x3 I I 1 2 3 4 5 6 7 8 /° - o / o -- N e \O O e 14 12 11 10 3x4= 3x6= 3x6 = 1.5x3 I1 3x4= 3x4= I 1-5-4 8-0-8 i 8-7-8 1 9-2-8 1 12-2-8 I 1-5-4 6-7-4 0-7-0 0-7-0 3-0-0 Plate Offsets(X,Y)— 15:0-1-8,Edgel,110:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.05 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.24 Vert(TL) -0.07 11-12 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:58 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) 14=-585/Mechanical,13=1259/0-5-8,9=388/0-3-4 Max U plift 14=-628(LC 4) Max Gray 13=1259(LC 1),9=388(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/824,3-4=-647/0,4-5=-647/0,5-6=-791/0,6-7=-791/0 BOT CHORD 13-14=-824/0,11-12=0/791,10-11=0/791,9-10=0/494 WEBS 2-13=-738/0,2-14=0/1034,3-12=0/892,3-13=-815/0,7-9=-594/0,7-10=0/389 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. ��G�� P QFes � c 9 ANGINE nu 870 2PE 1' T N p -0j, OREG N r2 � 90 ��Bt*R 'N OS \4N,A. Heol, EXPIRES:06/30/2017 October 12,2015 I t r• ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1.7473 rev.10/03/2015 BEFORE USE. IVIII Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additioral temporary and permanent bracing Miiek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 _ _ • Job Truss Truss Type Qty Ply POLYGON R45630250 PL15-339_UPPER F11 Floor 3 1 Job Reference(gptionall Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Mon Oct 12 08:05:05 2015 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-mF8IeUNuTIRX9VGkYPePWpenRCoHAvUoTmhtcZyUBXS 2-5-4 I 1 1-2-0 I I 2-0-8 I 2-E-0 I I 1-5-0 Scale=1:22.3 1.5x3 II 3x4= 1.5x3 I I 3x4= 3x4 I I 3x4= 1.5x3 I I 1 2 3 4 5 6 7 • • YIe o •illIIII "111/11.-_ e o . I 1111111111111 o .- ..v. iiiiiiiiiiiiii — N e e e e ' • 11111111.., 1 f 11 10 �1 3x4= 1.5x3 I I 3x4= 3x8= 3x4= 3-11-12 I 2-8-4 I 3-3-4 1 3- 10-4 I 8-7-12 8-9� 12-9-12 I 2-8-4 0-7-0 0-7-0 0-Y-8 4-8-0 0.y-B 4-0-8 Plate Offsets(X,Y)— 12:0-1-8,Edae1,110:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.05 9-10 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.22 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:58 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:8-9. REACTIONS. (lb/size) 12=317/0-2-8,8=60/0-2-12,9=739/0-5-8 Max Uplift 8=-64(LC 3) Max Gray 12=321(LC 3),8=146(LC 7),9=754(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-565/0,3-4=-565/0,4-5=0/538,5-6=0/533 BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 WEBS 2-12=-610/0,4-9=-841/0,6-9=-452/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. ��4° PRoFFs k.c\� NG'NFFR �`p.0,,p cc 870 2PE r N &‘'y 45), OREG N X (19 ,Q.,/ 'QO �`y8ER ''\ e OSA. He' ,.‘" EXPIRES:06/30/2017 October 12,2015 4 f A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. IMI Design void for use only with MiTek®O connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M Trek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 • • Job Truss Truss Type Oty Ply POLYGON R45630251 PL15-339_UPPER F12 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Mon Oct 12 08:05:05 2015 Page 1 ID:SygD?CTgSFZSjS NcS 1 ttIDzR3Xv-mFBIeU NuTIRX9VGkYPeP WpenoCm9AvvoTmhtcZyUBXS 1 2-6-0 1 1-9-8 I I 1-2-0 l l 1-3-4 1-6-0 1 Scale=1:16.5 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 II 3x4= 1.5x3 I I 1 2 3 4 5 6 Li11. 10 9 8 =' 3x4= 3x4= 3x4 = I 4-6-8 1 5-1-8_4_5-8-8 1 8-8-12 4-6-8 0-7-0 0-7-0 3-0-4 Plate Offsets(X,Y)— 18:0-1-8,Edgel,19:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) -0.09 9-10 >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/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=378/Mechanical,7=378/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-757/0,3-4=-757/0,4-5=-757/0 BOT CHORD 9-10=0/684,8-9=0/757,7-8=0/476 WEBS 2-10=-738/0,5-7=-572/0,5-8=0/382 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)7. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d 10.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��`,0 PRQFFs c4c��, .NGI GIN slap 8 • 2PE Lb cv -y -0j, OREGO e /'AO `48ER 1' OS A. HEY, EXPIRES:06/30/2017 October 12,2015 1 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �� a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/7I1 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 3/" Center plate on joint unless x,y ID y 4 (Drawings not to scale) offsets are indicated. Damage or Personal Injury '�� Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 12. Truss bracing must be designed by an engineer.For 0'716.� 4 O wide truss spacing,individual lateral braces themselves Q 1-2-5-\\41111110;11. $ mayrequirebracing,oralternativeTorIo bracingshouldbeconsidered._ O 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. Aor C7-8 c6a css O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0 'aa' 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. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR-2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that it Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. II Indicates location where bearings 1 b.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. 41.=1# reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. IIIIIIIIIIIII 0 18.Use ofreen or treated lumber may y pose unacceptable ►= environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI l: 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 milill DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, �� 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, mile ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 111110 RECEIVED JAN 242019 CITYF TIGARD MiTeke BUILDING DIVISION MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 3-D DL ASE ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K5584315 thru K5584357 My license renewal date for the state of Oregon is December 31,2019. <('" PRoFFss �� NGtN4,9 /O29 89200PE ,,OREGON �� ix Q lir 14, 20 0- �FR R 10- 0 lgireir-g . '16r, '•!yam • January 10,2019 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. • lot MiTek MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 3-D DL ASE ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K5584315 thru K5584357 My license renewal date for the state of Washington is May 16,ti,v,RRELL, 9q� 4 ) WAS" '-t�� 51398 �,4 t •CISTER " ��" January 10,2019 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. This design prepared from computer input by - Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 41-00-00 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE= 1.15 (Non-Rep) 1- 2=( 0) 84 2-14=(-1640) 5491 14- 3=( 0) 200 2x6 KDDF #1&BTR T2, T3 2- 3=(-6339) 1973 14-15=(-1644) 5489 3-15=1 -306) 293 - BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-6221) 2152 15-16=(-2605) 7338 15- 9=( -441) 1719 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=1 0) 0 16-17=(-2821) 7852 15- 6=(-2321) 1071 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 0.0" V 4- 6=(-5528) 1960 17-18=(-2605) 7338 6-16=1 -70) 668 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 10'- 0.0" TO 31'- 0.0" V 6- 7=(-7588) 2804 18-19=(-1644) 5989 16- 7=( -420) 329 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DLI 14.0)= 64.0 PLF 31'- 0.0" TO 41'- 0.0" V 7- 8=(-7588) 2809 19-12=(-1640) 5991 7-17=1 -420) 324 BC UNIF LL( 0.0)+DL( 40.0)= 90.0 PLF 0'- 0.0" TO 41'- 0.0" V 8-10=(-5528) 1960 17- 8=1 -70) 668 9-10=( 0) 0 8-18=(-2321) 1071 • NOTE: 2x9 BRACING AT 24"OC UON. FOR TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 10'- 0.0" 10-11=(-6221) 2152 10-18=1 -441) 1714 • ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 31'- 0.0" 11-12=(-6339) 1973 18-11=( -307) 242 • 12-13=1 0) 89 11-19=( 0) 200 i LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 20.0" 20.0" REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) JT 2, 12: Heel to plate corner = 1.50" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -1099/ 3527V -117/ 117H 5.50" 5.69 KDDF ( 625) 41'- 0.0" -1049/ 3527V 0/ OH 5.50" 5.64 KDDF ( 625) NOTE:TRUSS MUST BE ANCHORED FOR UPLIFTS SHOWN. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. PROJECT ENGINEER MUST APPROVE ADEQUACY PRIOR TO FABRICATION OF TRUSS. VERTICAL DEFLECTION LIMITS: LL=L/240, IL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL DEFL = 0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = -0.436" @ 20'- 6.0" Allowed = 2.004" MAX TL DEFL = -0.722" @ 20'- 6.0" Allowed = 2.672" MAX LL DEFL = 0.022" @ 42'- 8.0" Allowed = 0.167" MAX TL DEFL = 0.021" @ 42'- 8.0" Allowed = 0.222" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.130" @ 40'- 6.5" MAX HORIZ. TL DEFL = 0.214" @ 40'- 6.5" Design conforms to i6rc-rnd5n �i��44_ system and compon S' .r-.Fr4 .Vh(, 0-06-08 0-06-08 Wind: 140 mph, h=21.7 BCDL=6.0, E ' n ,f--.f (All Heights), . ed, Cat.2, Exp.B, MWFR ( • 9-11-11 21-00-10 9-11-11 load duration • =1.6,13 9 200PE r Truss design=. fo wind 1 5-01-03 4-04 4-11-15 5-06-06 5-06-06 4-11-15 4-04 5-01-03 in the plane - - truss only. 14533.309 T -1 411533.30# 12 12 6.00 M-7x8(5) '716.00 M-5x12 tt- M-3x8 �� 0.25" M-3x8 9 M-5x12 "�OREGON, �Ix �/.0 /O q y 14 2P '(- M-3x4 M-3x4 �P MRRILA- M-4x12 '-' '14114P1Pr M-4x12 M MI EXPIRES: 12-31-2019 2 14 15 16 17 18 19 P\' 1 M-1.5x3 M-4x10 0.25" 0.25" M-4x10 M-1.5x3 0l M18HS-7x14(S) M18HS-7x14(5) ), I i' ,1 l ), b I 4-11-07 4-04 7-06-04 7-04-08 7-06-04 4-04 4-11-07 y y y laItRILL $ 1-08 41-00 1-08 aP WAS >> cr JOB NAME : POLYGON 3-D DL ASE - Al 10 / j. � Scale: 0.1511 ,d�+ o4 ijp 1 WARNINGS: GENERAL NOTES, unless otherwise noted' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper -7I 2.2x4 compression web bracing must be installed where shown•. incorporation of component is the responsibility of the building designer. r�'; 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,�0 51ik 398 'w k the responsibility of the erector.Additional permanent bracing of 2 ntin end et ea0.hino.crespectively woods braced throughout their length by continuous sheathing such as acing plywoodsheathing(TC)airedereshown and/or drywall(BC). Oji /1 S DATE: 1/10/2019 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•. Y+- Vl S E K5 5 8 4 315 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. S 4 fasteners are compete and et no time shows any Dads greater ban S.Design assumes waded are m be used m a non-corrosive environment, sSjONAL VI TRANS ID: LINK design leads be applied to anywmpanent. antl are mumsor-dry full bearing code. 5.CompuTms had no control over and assumed no responsibility for the 6.Design assumes Lull beanllg at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. scary. .Pedenaeladequate othdrainage ioprovided. January 10,2019 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 TP WV1 CA In BCSI,copies of which will be furnished upon request. Ines coincide with joint canter lines. 9.Digits indicate size of plate in Inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-131I,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 41'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #l&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-14=(-1158) 2709 14- 3=( 0) 136 2x6 KDDF 8l&BTR T2, T3 SPACED 24.0" O.C. 2- 3=(-3153) 1499 14-15=(-1160) 2708 3-15=( -151) 109 . BC: 2x6 KDDF #1&BTR 3- 4=(-2923) 1500 15-16=(-1484) 3432 15- 4=( -326) 934 WEBS: 2x4 KDDF STAND LOADING 4- 5=( 0) 0 16-17=(-1575) 3699 15- 6=(-1122) 557 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4- 6=(-2558) 1381 17-18=(-1566) 3432 6-16=( -13) 367 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-3560) 1764 18-19=(-1264) 2708 16- 7=( -230) 137 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF 7- 8=(-3560) 1764 19-12=(-1262) 2709 7-17=( -230) 137 8-10=(-2558) 1381 17- 6=( -13) 367 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 8-18=(-1122) 557 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11=(-2923) 1500 10-16=( -326) 934 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-3153) 1498 18-11=( -152) 107 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 12-13=( 0) 84 11-19=( 0) 136 OVERHANGS: 20.0" 20.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at non-structural 0'- 0.0" -388/ 1912V -118/ 118H 5.50" 3.06 KDDF ( 625) 41'- 0.0" -388/ 1912V 0/ OH 5.50" 3.06 KDDF ( 625) vertical members (uon). IC OND. 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 DEFL = 0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.240" @ 20'- 6.0" Allowed = 2.004" MAX TL DEFL = -0.343" 0 20'- 6.0" Allowed = 2.672" MAX LL DEFL = 0.022" @ 42'- 8.0" Allowed = 0.167" MAX TL DEFL = 0.021" @ 42'- 8.0" Allowed = 0.222" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.070" 0 40'- 6.5" MAX HORIZ. TL DEFL= 0.102"n@ P400''-n 6.5" Design conforms to i6rce=f�SlieL system and compon i4 .cS N ____ / Wind: 140 mph, h=22. BCDL=6.0, E • (All Heights), • ed, Cat.2, Exp.B, MWFR ( 13-03-11 14-04-10 13-03-11 • =1.6 load duration 200 P E r Truss design=• fo wind 1 5-01-03 4-04 3-05-092-00-14 5-06-06 5-06-06 2-00-143-05-09 4-04 5-01-03 in the plane - - truss only. T T T T T T T T T T T 12 9 12 6.00 M-7x8(5) ' 6.00 M-9x6 M-3x4 0.25" M-3x9 M-4x6 A_OREGON Ob pi • T2 w __ T3 0N. �G/ ��Y ZOO M-3x4 M-3x9 O '7 14 SAT +� MFRRILV. rm (h w. 9 W N _ mo � EXPIRES: 12-31-2019 4.0 2 19 15 16 17 18 19 12 I M-3x8 M-1.5x3 M-3x8 0.25" 0.25" M-3x8 M-1.5x3 M-3x8 of M-7x8(S) M-7x8(S) y I y I y • I y I , , 4-11-07 4-04 7-06-04 7-04-08 7-06-04 4-04 4-11-07 y y LL 1-08 41-00 1-08 4,0 o WAS144,14), JOB NAME : POLYGON 3-D DL ASE - A200 f• _ c>, �,i Scale: 0.1511 /` ;+.. /1111 WARNINGS: GENERAL NOTES, unlessathenesenoted: L _ 1.Builder and erection contractor should be advised of all General Notes 1.This design N based only upon me parameters shown and is for an individual Truss: A2 and Warnings before construction commences. building component Applicability of design parameters and proper -e/ 2.214 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 collstructlon 2.Design assumes the top and bottom chords to be laterally braced at q'• is me responsibility of the erector.Additional permanent bracing of 2'o.o.rand at 10'o.c.respectively unless braced throughout their length by +f+ 4,„51398,0 k, continuous sheathing such as plywood sheathing(TC)and/or drywaN(BC). 0 DATE: 1/9/2019 the overall structure is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown•• +� VIS SEQ.: K5 5 8 4 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. 4 316 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are m be used in a non corroaNe environment. S`rtONALE,G TRANS I D• LINK desi9n loads be applied to any component. and are for'dry condition.of u«. 5.Compiffms has no control over and assumes no responsibility for the 6.Design assumes full bearing al all supports shown.Shim or wedge n mcemm. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. January 1 0,201 9 B.This design is furnished subject to me limitations set roan by d.maeea anon be located on both faces of truss,and placed so their center TPWVFCA in BIM,copies of which will be furnished upon request. lines coincide with joint center lines. - 9.Digits indicate srte of plate in inches. MiTek USA,Int./CompuTrus Software 7.6.8(1L)-E 10.For bask connector Mate design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 41'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-14=(-928) 2668 3-14=(-164) 204 BC: 2x4 KDDF #10BTR SPACED 24.0" O.C. 2- 3=(-3079) 1188 14-15=(-768) 2430 14- 4=( -43) 351 WEBS: 2x9 KDDF STAND 3- 4=(-2873) 1151 15-16=(-581) 2095 4-15=1-524) 366 LOADING 4- 5=(-2321) 1029 16-17=(-818) 2383 15- 5=(-264) 722 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=( 0) 0 17-12=(-978) 2623 15- 7=(-227) 169 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 5- 7=(-2006) 1001 7-16=(-226) 169 TOTAL LOAD = 42.0 PSF 7- 9=(-2006) 1001 9-16=(-264) 722 8- 9=( 0) 0 16-10=(-524) 366 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2321) 1029 10-17=( -43) 351 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-2673) 1151 17-11=(-164) 204 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-3079) 1188 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 12-13=( 0) 84 OVERHANGS: 20.0" 20.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -303/ 1912V -194/ 194H 5.50" 3.06 KDDF ( 625) 41'- 0.0" -303/ 1912V 0/ OH 5.50" 3.06 KDDF ( 625) 'GOND. 2: Design checked for net1-5 psf) uplift at 24 floc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL DEFL = 0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.171" @ 20'- 6.0" Allowed = 2.004" MAX TL DEFL = -0.277" @ 20'- 6.0" Allowed = 2.672" MAX LL DEFL = 0.022" @ 42'- 8.0" Allowed = 0.167" MAX TL DEFL = 0.021" @ 42'- 8.0" Allowed = 0.222" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.074" @ 40'- 6.5" MAX HORIZ. TL DEFL = 0.123" @ 40'- 6.5" 16-07-11 7-08-10 16-07-11 (� p 5-02-03 0-0408 3-10-OS S-OS-11 5-07-06 1 Design conforms to l�dr eR�)�e(� system and Pompon. S�-r. A. , n 1,4 5-07-06 5-05-11 3-10-05 0-01-08 5-02-03 f T f Tf T T T Wind: 140 mph, h=23.,. . BCDL=6.0, E '/:k) 12 12 (All Heights), ..ed, Cat.2, Exp.B, MWFR 6.00 M-4x6 M-9x6 load duration . =1.6200 P E r M-3x4 g Q 6.00 Truss design fo wind 1 • M-5x6(S) 7M-5x6(S) in the plane - - truss only. 0.25" 0.25" Cr• y4. ,7 OREGON 40 / \\44\M-1.5x3 / + �+ M-1.5x3 �O '44' '14 2�� A --'\, . 4RRILA-�` .„-- , /* - ,,, EXPIRES: 12-31-2019 m ti a 2 .. 14 15 f 16 1] 12 O I M-3x8 M-3x4 0.25" 0.25" M-3x4 M-3x8 I 0 M-5x8(S) M-5x8(S) y y 8-04-03 7-09-04 _ 8-09-01 7-09-04 8-04-03 y L 1-08 41-00 1-08 a,� `� 8.9.?. JOB NAME : POLYGON 3-D DL ASE - A3 10 ' I'lli��a=:^': ;Scale: 0.1511 �� WARNINGS: GENERAL NOTES, unless others;,.noted: - - r ' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual Truss: A3 and Warnings before consmrctlon commences. building component.Applicability of design parameters and proper 2.2c4 compression web bracing must be installed where shown+. ir incorporation of component is the responsibility of the building designer. i ', 3.Additional temporary bracing to insure sWbilily during construction2.Design assumes the top and bottom chords to be laterally braced at 1Q 4; is the responsibiHy of the erector.Additional permanent bracing o/ 7 o.c.and at 10'we.respectively unless braced throughout their length by /5 „fa 51398 w DATE: 1/9/2019 the overall structure is the responsibility f the budding des continuous sheathing such as plywootl sheathing(TC)s and/or drywal(BC). panni M o g goer. ;.2x Impact bridging or lateral bracing required where shown++ �� ACI$'pE 4.No load should be applied to any component until after all bracing and 4.Installation of trues is the responsibility of the respective contractor. n.81° SEQ.: K5 5 8 Q 317 fasteners are complete and at no See should anybadsgreater than 5.Designtrusses are to be used in a noncorrosive environment, s81°NALSICI pl and are torr"d es condition"of use. TRANS I D: LINK design loads be applied to any component. 6.Design assumes NII bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Pesesnhaassumes adequate othfaceisprovided. January 10,2019 6.This design Is furnished subject to the limitations set rosin by H.Plates Shen be located on born races of truss,and placed so their seiner TPIAVFCA 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 LISA.Ino./CompuTrus Software 7.6.8(1L)-E 10.For bask connector plate design values see ESR-1311,ESR-t988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-13=(-1235) 2645 3-13=(-165) 18B BC: 2x4 KDDF #15BTR SPACED 24.0" O.C. 2- 3=(-3058) 1533 13-14=(-1090) 2406 13- 4=( -30) 352 WEBS: 2x4 KDDF STAND; 3- 4=1-2852) 1500 14-15=(-1004) 2070 4-14=(-524) 304 2x4 DF STAND A LOADING 4- 5=(-2299) 1405 15-16=1-1102) 2327 14- 5=(-356) 725 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=( 0) 0 16-12=1-1243) 2498 14- 7=(-230) 289 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 5- 7=(-1986) 1311 7-15=1-250) 289 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 9=(-1975) 1285 9-15=1-365) 720 8- 9=( 0) 0 15-10=1-492) 292 LL = 25 PSF Ground Snow (Pg) 9-10=(-2287) 1377 10-16=1 -66) 313 NOTE: 2x4 BRACING AT 24"00 UON. FOR 10-11=(-2785) 1492 16-11=( -98) 231 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-2969) 1541 LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2015. ' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 20.0 0.0 BEARING MAX VERT MAX HORZ BRG REQUIRED I ED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -426/ 1908V -179/ 189H 5.50" 3.05 KDDF ( 625) M-1.5x4 or equal at non-structural 40'- 9.0" -356/ 1711V 0/ OH 5.50" 2.74 KDDF ( 625) vertical members (uon). +' For hanger specs. - See approved plans I- it:OND. 7: 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 DEFL = 0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.207" @ 20'- 6.0" Allowed = 1.992" MAX TL DEFL = -0.267" @ 20'- 6.0" Allowed = 2.656" SEASONED LUMBER IN DRY SERVICE CONDITIONS 0-11-04 MAX HORIZ. LL DEFL = -0.085" @ 40'- 3.5" T MAX HORIZ. TL DEFL = 0.120" @ 40'- 3.5" 0-11-04 19-11=11 1-0 0 19-08-11 Design conforms to main windforce-resisting T T T T system and components and nn : . - ''feria. 5-07-06 5-02-03 5-05-11 3-03-09 3-03-09 5-05-11 5-02-03 5-04-06 Wind: 140 mph, h=24.2ft, P. �'8tD£=67OF 0, T I I I I I I I I T • "it O° I (All Heights), En al.. �. ' ,51, �`'r), 12 M-3x4 12 load duration fay ` 0 • 6.00 8 Q 6.00 Truss designed 'A - F,9 V'A_ in the plane o :!EIT uss only. f�� M-4x6 M-4x6 Q 89200P M-5x6(S) M-5x6(S) 0.25" 0.25" '� "` ,�OREGON c. �lV� + n 1 M-1.5x3 M-1.5x3 i0 4k 14, `9�AT MRRIL�- rn M-4x6 vt r A ,,, EXPIRES: 12-31-2019 13 19 15 16 •+12 I M-3x8 M-3x4 0.25" 0.25" M-3x4 0 M-5x8(S) M-5x8(5) b J, ), .Jr 1 b > )' 8-04-03 7-09-04 8-09-01 7-09-04 8-01-03 yLL 1-08 40-09 4) JOB NAME : POLYGON 3-D DL ASE - A4 Scale: 0.1553 ;' tg/ _1� WARNINGS: GENERAL NOTES, unless otherwise noted: - / 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: A4 and Warnings before construction commences. bu:ld:sg component.Applicability of design parameters and proper � 2.2a4 compression web bracing must be installed where shown e. incorporation et component lithe responsibility of the building designer. /�' 3.Additional temporary bracing to insure stability during construction IV 2.Design assumes the top and bottom chords to be througlateralhout braced et AvJ 51398 &,ry by is the responsibility of the erector.Additional permanent bradng of c'ntinc.and st 1 a hin.svoh as ply unless s braced IhrC)and/or r dry length). p�u('Sy'� continuous sheathing such as plywood sheathing(TC) tlrywall(BC). Q 4C L DATE: 1/10/2019 the overall structure is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown++ IS 1SrL" 4.No load should be applied to any component until after al bradng and 4.Installation of truss is the responsiblley of the respective contactor. SEQ.: KS 5 8 4 318fasteners are complete and at no lime should any bads greater than 5.Design assumes trusses are to be used m a non.00rrosNe environment, SSjONAL G design loads be applied m any component and are for"dry condition"of use. TRANS I D: LINK 5.CompuTrus has no control over and assumes no responsibility for the 6.Deeign assumes fur bearing at al supports shown.Shim or wedge if cessafabrication,handling,shipment and installation of components. 7. ry. Design rubel b assumes adequate oth tae is provided. January 10,2019 6.This tlesign is furnished subject to the limitations set forth by 6.Plates shop be located on both faces of buss,and placed co their center TPINWCA in SCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Digits indicate size of plate in inches. ' Muck USA Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#ISBTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2- 9=(-969) 2760 3- 9=(-295) 291 BC: 2x4 KDDF#1SBTR SPACED 24.0" O.C. 2- 3=(-3056) 1179 9-10=(-737) 2328 9- 4=(-209) 552 - WEBS: 2x4 KDDF STAND; 3- 4=(-2909) 1238 10-11=(-408) 1699 4-10=(-679) 516 2x4 DF STAND A LOADING 4- 5=(-2367) 1159 11-12=(-706) 2169 10- 5=(-432) 1059 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2357) 1171 12- 8=(-975) 2527 5-11=(-421) 1034 TC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=)-2852) 1304 11- 6=(-652) 507 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2991) 1237 6-12=(-260) 495 12- 7=(-243) 332 OVERHANGS: 20.0" 0.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 0'- 0.0" -321/ 1908V -227/ 237H 5.50" 3.05 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 40'- 9.0" -248/ 1711V 0/ OH 5.50" 2.74 KDDF ( 625) FOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL DEFL = 0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.179" @ 15'- 11.0" Allowed = 1.992" MAX TL DEFL = -0.278" @ 15'- 11.0" Allowed = 2.656" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.070" @ 40'- 3.5" MAX HORIZ. TL DEFL - 0.114" @ 40'- 3.5" Design conforms to main windforce-resisting system and components and cladding criteria. 20-06 20-03 l' T T Wind: 140 mph, h=24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-01-07 6-08-04 6-08-04 6-08-04 6-08-04 6-10-07 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T T I T 1 T T load duration factor=1.6, 12 12 Truss designed for wind PR AFF 6.00 M-4x6 ' -,16.00 in the plane of the 5 4.0" <0,31 EFq si0 M-5x8(S) Nil% M-5x6(S) �4� 89200PE 29r 0.25" 0.25" ao % Go OREGON t� > X3PPø / ir\ \� M-1.5x3 7�.►� �,9kN O )- 14, ri0 4 MFR R 10-es t,.1 M-4x6 N EXPIRES: 12-31-2019 1 9 10 11 12 ** 8 o M-3x8 M-3x4 0.25" 0.25" M-3x4 0 M-5x8(5) M-5x8(S) b ), ). ), ,J, y y )' 8-05-08 7-05-08 9-02 7-05-08 8-02-08 _ _ yR.IuLL 1-08 40-09 40 O WAS 7) JOB NAME : POLYGON 3-D DL ASE - A5 /' p , 9+ �'� Scale: 0.1553 tl'``'` WARNINGS: GENERAL NOTES, unless otherwise noted: • •`y`/ I.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 \ Truss: A5 end Warnings before wnstrudion commences. building component.Applicability of design parameters and proper �r 2.2a4 compression web bracing must be installed where shown a. incorporation of component is the responsibility of the building designer. /s' Ali 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et �4,!.., ,�51398 A by is the responsibility of the erector.Additional permanent bracing of T ntin and sheathingt 10'p.c.respectively ply wood s braced throughout their length 1. continuous such as sheathing(TC)ant/or tlrywaN(BC). Y DATE: 1/10/2019 the overall structure is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown O. Cf 4.No load should be applied to any component until alter al bracing end 4.Installation of truss is the responsibility of the respective contractor. SEQ.: K5 5 8 4 319 fasteners are complete and at no time should any loads greater than 5.Design assumes susses are to be used in a non-corrosive environment, �`sIONALand G TRANS ID: LINK design loads be applied to any component 6 are for"dry condition" e na bearing ut.6w supports shown.Shim or wedge e 5.CompuTrus has no control over and assumes no responsibility for the sign assumes g a pilo dge' necessary. fabription,handling,shipment and installation of components. 7.Peres hawmelcaeduoneothifaceio provided. January 10,2019 6.This design is famished subject to the limitations set forth by 8.Plates shell be located on both(aces or truss,end placed so their center TPIIWICA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sea of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2- 9=(-969) 2760 3- 9=(-295) 291 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2- 3=(-3056) 1179 9-10=(-737) 2328 9- 4=(-209) 552 WEBS: 2x4 KDDF STAND; 3- 4=(-2909) 1238 10-11=(-408) 1699 4-10=(-679) 516 2x4 DF STAND A LOADING 4- 5=(-2367) 1159 11-12=(-706) 2169 10- 5=(-432) 1059 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE 5- 6=(-2357) 1171 12- 8=(-975) 2527 5-11=(-421) 1034 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2852) 1304 11- 6=(-652) 507 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- B=(-2991) 1237 6-12=(-260) 495 12- 7=(-243) 332 OVERHANGS: 20.0" 0.0" LL= 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) no For hanger specs. - See approved plans LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 0'- 0.0" -321/ 1908V -227/ 237H 5.50" 3.05 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 40'- 9.0" -248/ 1711V 0/ OH 5.50" 2.74 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL DEFL = 0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.179" @ 15'- 11.0" Allowed = 1.992" MAX TL DEFL = -0.278" @ 15'- 11.0" Allowed = 2.656" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.070" @ 40'- 3.5" MAX HORIZ. TL DEFL = 0.114" @ 40'- 3.5" Design conforms to main windforce-resisting system and components and cladding criteria. 20-06 20-03 T T Wind: 140 mph, h=24.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-01-07 6-08-04 6-08-04 6-08-04 6-08-04 6-10-07 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T T 1 T 1 T T load duration factor=1.6, 12 12 Truss designed for wind 6.00 M-4x6 "1 6n 6.00 in the plane of the � 0.PROL "A.n fqA.L M-5x8(S) 50. 3 .iii4M\)-5x 6(S) cv 89200PE '.S , 0.25" ! M=l .25" 4 14r 00 M-1.5x3 .5x3 "� • • • dO :9y14, 2° P+ • MFR R I1_k-9 , M-4x6 v.: W A EXPIRES; 12-31-2019 9 10 4. 4' 11 12 * 8 I M- 3x8 M-3x4 0.25" 0.25" M-3x4 0 M-5x8(S) M-5x8(S) > 1 1 1' b 1, y y 8-05-08 7-05-08 9-02 7-05-08 8-02-08 y 1-08 40-09 40 iv. 8h .drAS JOB NAME : POLYGON 3-D DL ASE - A6 Sale, 0.1553 , .,',0,1-...,,,,,0°I.,.10 �4 WARNINGS: GENERAL NOTES, unless otherwise noted. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: A6 and Warnings before construction commences. building component.Applicability of design parameters and proper X01, incorporation of component is the responsibility of the buildingdesigner. / 2.2x4 compression web bracing must be installed where shown+. W Po^ spo M sgne1 3.Additional temporary bracing 10 insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et �Y1 51398 is the responsibility of the erector.Additional permanent bracing of 7 ox.and at 10'ox.such lively unless braced throughout their length by jv DATE: 1/10/2019 me overall structure is me responsibility or the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywaN(BC). Q �f /'wI Po M 9 3.2x Impact bridging or lateral bracing required where shown+0 vl SE K5 5 8 4 3 2 0 4.No load should be applied to any component until alter all bracing and 4.Installation of lass is the responsibility of the respective contractor. - Q"' fasteners are complete end at no time should any loads greater than 5.Design assumesnon -corrosive trusses are to be used in a nocorrosive environment, SS'IONAL G TRANS I D: LINK deagn loads be applied to any component. and are for"dry and ion"of use. 5.Compuinis has no control over and assumes no responsibility for the 6.Design assumes fail bearing at ad/supports shown.Shim or wedge if mcessary. fabrication,handling,shipment and installation of components. 7.Designassumeseladequate oth ageiotrusised. Januat''�� 10,2019 , 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both races of truss,and placed so their center �J TPIMTCA in BCSI,copies of which wall be furnished upon request. lines coincide with joint center lines. - 9.Digits indicate sae of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(IL)-E 10.For basic connector plate design values sae ESR-1311,ESR-1988(MiTek) This design prepared from computer input by , Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 9.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #10BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-14=(-1901) 4033 14- 3=( -395) 988 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4680) 2264 14-15=(-1768) 3720 3-15=( -848) 470 WEBS: 2x4 KDDF STAND 3- 4=(-3291) 1661 15-17=(-1306) 2870 15- 4=( -1) 372 LOADING 4- 5=(-2633) 1515 16-18=( 0) 0 4-17=( -719) 341 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2195) 1432 17-18=(-1066) 2366 5-17=( -422) 1068 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD= 10.0 PIF 6- 7=( 0) 0 18-19=(-1012) 2067 5-18=(-1082) 506 TOTAL LOAD= 42.0 PIF 6- 8=(-1977) 1324 19-20=(-1105) 2329 18- 6=( -402) 705 8-10=(-1980) 1286 20-13=(-1245) 2496 18- 8=( -284) 278 NOTE: 2x4 BRACING AT 24"00 UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 8-19=( -196) 302 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-2292) 1378 10-19=( -364) 705 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-2784) 1495 19-11=( -486) 294 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 12-13=(-2967) 1544 11-20=( -69) 300 OVERHANGS: 20.0" 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 20-12=( -98) 231 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). 0'- 0.0" -427/ 1908V -179/ 189H 5.50" 3.05 KDDF ( 625) 40'- 9.0" -356/ 1711V 0/ OH 5.50" 2.74 KDDF ( 625) ** For hanger specs. - See approved plans 0-11-04 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 0-11-04 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 11 MAX LL DEFL - 0.022" @ -1'- 8.0" Allowed = 0.167" 19-11-11 1-00-10 19-08-11 MAX TL DEFL = 0.021" @ -1'- 8.0" Allowed = 0.222" T - T - MAX LL DEFL - 0.268" @ 14'- 2.0" Allowed = 1.992" 3-00-08 5-06-12 5-06-12 2-01 3-03-12 3-03-12 5-05-10 5-02-02 5-04-05 MAX TL DEFL = -0.357" @ 14'- 2.0" Allowed = 2.656" T 1' I i' -r i' i' T 1 T I SEASONED LUMBER IN DRY SERVICE CONDITIONS 16-06-08 16-03-08 MAX HORIZ. LL DEFL = -0.135" @ 40'- 3.5" T f M-3x4 f I MAX HORIZ. TL DEFL = 0.189" @ 40'- 3.5" 12 7 y 12 6.00 Q 6.00 Design conforms to main w .• ting M-4x6M-4x6 system and components F..11Ftyldpi '-. . t�Vv X111((JJ M-3x9 w ', M-5X6(5) Wind: 140 mph, h=24.2ft ' -_. im, . an_11} ) M-5x6(5) \ (All Heights), E. �A > (562, 0.25" load duration f .,y .6 \� VA_ Truss designed .e d loads !P 0.25" -_ in the plane - . .- truss 00 P E r it + +. + M-1.5x3 Alle/iiii M-3x5 Abli,....4 _ M-4x6 ,, c, ct _ OREGON G� i=f�`4 15 to i MM '- ,ro l/ A v L. of 2 M-3x4 0 16 18 19 20 .*�13 4 2°� i -3x10 o M-5x10 M-5x16 0.25" M-3x4 0l r O 14, R3p. 1 M-5x8 � .RRIL�- 2.19 0 M-3x4+ 12 M-5x8(S) 0 2 75 M-3x4+ ,I,-y 12 y y y 1-0 oh y y y y EXPIRES: 12-31-2019 2-09 5-06-12 4-10-04 1-03-11j. 9-05-01 7-09-02 8-01-01 1-08y 2-09 11-05 y 2-01-11Y 24-05-05 y J, 13-02 27-07 1LZ- 1-08 40-09 44•S) O' WAS `14, JOB NAME : POLYGON 3-D DL ASE - A7 t �� --coo�� Scale: 0.1416 �[ • ' WARNINGS: GENERAL NOTES, unless otherwise noted' �� / 1.Builder end erection contractor should be advised of all General Notes 1.This deagn is based only upon the parameters shown and is for an Individual Truss: A7 and Warnings before construction commences. building component.Applicability of design parameters and proper Fr 2.2r4 compression web bracing must be Installed where shown.. incorporation of component k the responsibility of the building tlesigner, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom thorns to be laterally braced at 4 is the responsibility of the erector.Additional permanent bracing o! 2 o.c.and at 10.o.c.rsuch a vey unless braced throughout their length by .0 51398 '�U DATE: 1/10/2019 the overall structure is thereresponsibility of buildingdesi continuous sheathing such as plywood sheathing(TC)andlor drywal(BC). sponc Iy o designer. 3.Ins Impact bridging or lateral bracing required where shown.. ��, QISTL � 4.No load should be applied to any component until alter al bracing and 4.Installation of truss is the responsibility of the respective contractor. ay SEQ.: K 5 5 8 9 321 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be usein a non-corrosive environment, V and are ror•d tldioroluse. SIGNAL TRANS I D: LINK design loads be applied m any component. s.Design assumes full bearing al al supports shown.Shim or wedge g E.Compurrus has no control over and assumes no responabntty for the necessary. fabrication,handling,shipment and installation of components. 7. Pagnbassumes adequat e othifage is rusided. an January 10,2019 6.This design is furnished subject to the limitations set forth by e.Plates shat be located on both faces of truss,and placed so their center TPIANTCA In SCSI,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 41'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 PC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 84 2-15=(-1456) 4059 15- 3=( -293) 993 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4710) 1760 15-16=(-1355) 3743 3-16=( -850) 414 WEBS: 2x4 KDDF STAND 3- 4=(-3315) 1267 16-18=( -949) 2891 16- 4=( 0) 372 LOADING 4- 5=(-2656) 1126 17-19=( 0) 0 4-18=( -720) 340 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2217) 1089 18-19=( -696) 2368 5-18=( -328) 1073 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=( 0) 0 19-20=( -588) 2092 5-19=(-1085) 537 TOTAL LOAD = 42.0 PSF 6- 8=(-1996) 1012 20-21=( -821) 2384 19- 6-( -325) 714 6-10=(-2011) 1002 21-13=( -982) 2621 19- 8=( -281) 159 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 6-20=( -173) 181 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-2326) 1031 10-20=( -263) 707 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-2872) 1156 20-11=( -518) 368 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2015. 12-13=(-3077) 1192 11-21=1 -46) 338 OVERHANGS: 20.0" 20.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14=( 0) 84 21-12=( -164) 203 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -304/ 1912V -194/ 194H 5.50" 3.06 KDDF ( 625) 41'- 0.0" -304/ 1912V 0/ OH 5.50" 3.06 KDDF ( 625) IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 16-07-11 7-08-10 16-07-11 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" ,f ,f ' f MAX TL DEFL = 0.021" @ -1'- 8.0" Allowed = 0.222" 5-06-12 2-01 3-10-05 0-04-11 5-02-02 MAX LL DEFL = 0.226" @ 14'- 2.0" Allowed = 2.004" '�'[ MAX TL DEFL = -0.366" @ 14'- 2.0" Allowed = 2.672" 3-00-08f 5-06-12 0-0411 �3-10-05 5-05-10 5-07-05 MAX LL DEFL = 0.022" @ 42'- 8.0" Allowed = 0.167" .f ,( T 1 T'f f 'f'f- T . 1' MAX TL DEFL = 0.021" @ 42'- 8.0" Allowed - 0.222" SEASONED LUMBER IN DRY SERVICE CONDITIONS 16-06-08 16-06-08 f T 'f T MAX HORIZ. LL DEFL = 0.115" @ 40'- 6.5" 12 M-4x6 M-4x6 12 MAX HORIZ. TL DEFL = 0 p PRO 5. M-3x4 q 6.00 M-5x6(S) Q 6.00 F M-3x9 'G M-5x6(S) Design conforms b A. /p ''.3, i j 0.25" system and comp. er,` 3 • 7 -/O 0.25" Wind: 140 mph, h=23.•>��w..�,� ! DL=4.2,BCDL=6.0, ASCE 7 +. .+ load durati o) fact.r=1.6:892d /fy��CMWFRS aU.1', :. lVJIV! GG M-1.5x3 Truss design-. t wind loads in the plane of the truss only. rn M-3x5 0, \ * a .=�= 15-411111111111161_1:6144 � - �Cr -y OREGON b � O 2 M0 17 19 20 21 ^Vr 3�.�- o to -3x10 to M-5x10 M-5x16 0.25" M-3x4 M-3x8 0l 'O 9y 14 2°) - M-5x8 pp l M-3x4+ 2.14 12 M-5x8(S) 41E./l p'l1�` V -...' 2.75 M-3x4+ �-), 121-00 EXPIRES: 12-31-2019 , y 2-09 , 5-06-12 4-10-04 1_(y3-11,, 9-05-01 7-09-02 8-04-01 , , 1-08.2-09 11-05 , 2-01-11 24-08-05 1-08 . , 13-02 27-10 y J, gglj,L 1-08 41-00 1-08 44)o WAS144;14), t{' JOB NAME : POLYGON 3-D DL ASE - A8 Scale: 0.1382 „`• % 40111 WARNINGS: GENERAL NOTES, unless otherwise noted: �` 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: A8 and Warnings before construction commences building component.Applicability of design parameters and proper , 2.204 compression web bracing must be installed where shown 0. incorporation of component is the responsibility of the building designer. �', [1., 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords 10 be laterally braced at '� 51398,0 A, is the responsibility of the erector.Additional permanent bracing of 2 ntin and sheathing o Ding respectively unless braced Ihmugh d/their length by A TY mntbaaaa gingor such a:plywood bracing re aired i here s own••rywauac). 0.�+ `l-SCIS DATE: 1/10/2019 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown l� 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. 'C'UR O � „ SEQ.: KS 5 8 4 32 2 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a son<enoNve environment, .i NAL design loads be applied m any component. and are for"dry conduct""of use. TRANS I D: LINK 5.campaTrea has no control over dna assumes no reepone bndy forhe 8.Design assumes full bearing at all supports shown.Shim or wedge if mcessary. fabrication,handling,shipment and installation of components. 7.Design aelcedunadrainage is provided. January 10,2019 6.This assign is furnished eagea the e limitationslimitationslimitationsna get forth by e.Plates shall bbe located o on both faces onruaa,and placed so their center TPIIWTCA in SCSI,copies of which Mil be furnished upon request lines coincide with joint center lines. v 9.Digits indicate sire of plate in inches, MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ES19-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 41'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 9ISBTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2-15=(-1874) 4382 2- 3=(-5014) 2280 11-22=(-279) 900 2x6 KDDF ft15BTR T2, T3 SPACED 24.0" O.C. 2- 3=(-5014) 2280 15-16=(-1730) 4021 15- 3=( -412) 1085 22-12=(-114) 177 - BC: 2x6 KDDF #1&BTR 3- 4=(-3635) 1741 16-17=(-1341) 3202 3-16=( -837) 403 WEBS: 2x4 KDDF STAND; LOADING 4- 5=(-3261) 1655 17-19=(-1661) 3854 16- 4=( -60) 260 2x6 KDDF #2 A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 18-20=( 0) 0 4-17=( -356) 173 DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2888) 1517 20-21=(-1525) 3594 17- 5=( -420) 1086 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-3892) 1981 21-22=(-1619) 3638 17- 7=(-1280) 621 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=(-3645) 1826 22-13=(-1313) 2688 7-19=( -176) 696 LL = 25 PSF Ground Snow (Pg) 9-11=(-2565) 1369 19-20=(-1578) 3719 10-11=( 0) 0 19- 8=1 -339) 551 NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-2929) 1484 20- 8=( -888) 438 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 12-13=(-3129) 1557 8-21=1 -98) 138 13-14=) 0) 84 21- 9=( 0) 278 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 9-22=(-1258) 606 OVERHANGS: 20.0" 20.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -388/ 1914V -118/ 118H 5.50" 3.06 KDDF ( 625) M-1.5x9 or equal at non-structural 41'- 0.0" -390/ 1910V 0/ OH 5.50" 3.06 KDDF ( 625) vertical members (uon). I_ 'OND. 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 DEFL = 0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.275" @ 16'- 7.3" Allowed = 2.004" MAX TL DEFL = -0.400" @ 16'- 7.3" Allowed = 2.672" MAX LL DEFL = 0.022" @ 42'- 8.0" Allowed = 0.167" MAX TL DEFL = 0.021" @ 42'- 8.0" Allowed = 0.222" 0-11-12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 13-03-11 14-04-10 13-03-11 MAX HORIZ. LL DEFL= -0.103" @ 40'- 6.5" T .( . 1 MAX HORIZ. TL DEFL= 0.1 n• 'a 2-10-12 3-04 3-02-043-05-12 2-08-12 7-08-08 3-09-08 3-05-12 4-03-15 5-01-01 atV 'R OFC T 1 1 T T T T T T 1 1 I ```- n C Design conforms t. p �+ i 9-10-08 9-10-08 system and comp• e . ,; •=-'.3 • ,.'-. -/D 'f T T T Ca' 12 M-3x6 M-7x8(S) 12 Wind: 140 mph, h=22 .914, , DL=4.2,BCDL=6.0, ASCE 7 6.00 1. '7:16.00 (All Heights) .sed, qaf(�27/L>p(7�p)CMWFRS r , 'Iload duratio fact r=1.6,O7LVllf-G M-5x6 0i ,.25" M-3x4 M-4x6 Truss design- • wind loads M-3x4 •^ - T3 in the plane of the truss only. M-1,5x3 ,N. M-3x10O OREGON t�� M16HS-3x18 e- _ _ is _ _ �'G� '1i,9 2O �k 16 17 mks O r 14 6 '� 0 2 M-3x4 M-3x8 Ori 18 20 21 22 `� MRRIL�-Os I M-6x8 0.25" M-3x8 M-3x8 RIO- . M-3x4+ o M-5x8 0 a z.75 M-3x4+ M-6x8 M-7x8(S) EXPIRES: 12-31-2019 lz o 1 1 1 1 c4 y 1 1 1 1 12-09 -02-043 3-04 3-10-12 ,2-04-04 7-06-12 7-08-08 9-03-04 y y 1-08.2-09 10-05 * ) 27-10 31-08 1 1 14-02 1-00 26-10 1 1 .4 RILL$ � 1-08 41-00 1-08 44) Ov WASI{ q71, JOB NAME : POLYGON 3-D DL ASE - A9 ,' �""` ��' �'A Scale: 0.1261 ,,.� '...'''--Z2;'-,".:' :- • 0 WARNINGS: GENERAL NOTES, unless othemise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual Truss: A9 and Warnings before construction commences building component.Applicability of design parameters and properr 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ,4', 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at 51398 'y~ is the responsibility Si me erector.Additional permanent bracing of continuous o.s.and at 10'o.c.respeas ply unless braced throughout their length by 'rE '' DATE: 1/10/2 019 the overal structure is the res bit fthe buildin desi 2Ipstbndg ing or ateh as acin g resheathing(TC)uiredrere s000nar drywall(BC). Off, PCIS pons iry o g ging 3.20 lmpaa bridging ngor lateralbracing awn++ /S 4.No load should be applied to any component until after all bracing and 4.Installation of buss is the responsbiliry of the respective contractor. SEQ.: KS 5 8 4 3 2 3 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, ,,,,S AL � TRANS I D: LINK design loads be applied to any component. and are car"dry conditionr of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge g fabrication,handling,shipment and installation of components. ssary. ,.Plat ss assumesadequatedrainage ioprovided.s,an January 10,2019 6.This design is famished subject to the limitations sal forth by 8.Plates shat be located on both/aces of truss,and placed so mein center TPWJfCA in SCSI,copies of which will be furnished upon request. Ines coincide with Joint center lines. 9.Digits indicate she of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8)1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 91-00-00 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF#1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=7 0) 84 2-15=(-2496) 8743 2- 3=(-9968) 2924 11-22=(-372) 1640 2x6 KDDF#1&BTR T2, T3 2- 3=(-9968) 2924 15-16=(-2308) 8022 15- 3=( -528) 2165 22-12=(-142) 355 BC: 2x6 KDDF#1&RTR LOADING 3- 4=(-7459) 2388 16-17=(-2039) 6616 3-16=(-1437) 299 WEBS: 2x4 KDDF STAND; LL= 25 PSF Ground Snow (Pg) 4- 5=(-6973) 2417 17-19=(-2888) 8271 16- 4=( 0) 451 2x6 KDDF #1&BTR A TC UNIF LL( 50.0)+DL( 14.07= 64.0 PLF 0'- 0.0" TO 10'- 0.0" V 5- 6=( 0) 0 18-20=7 0) 0 4-17=7 -429) 231 TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 10'- 0.0" TO 31'- 0.0" V 5- 7=(-6240) 2197 20-21=(-2744) 7650 17- 5=7 -570) 2033 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.07= 64.0 PLF 31'- 0.0" TO 41'- 0.0" V 7- 8=(-8346) 3088 21-22=(-2772) 7755 17- 7=(-2691) 1159 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 41'- 0.0" V 8- 9=(-7769) 2936 22-13=(-1740) 5494 7-19=7 -455) 1378 9-11=(-5543) 1942 19-20=(-2840) 7916 TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 10'- 0.0" 10-11=7 0) 0 19- 8=( -310) 1286 NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 416.7)+DL( 116.77= 533.3 LBS @ 31'- 0.0" 11-12=(-6234) 2130 20- 8=(-1899) 795 ALL FLAT TOP CHORD AREAS NOT SHEATHED 12-13=(-6281) 2087 8-21=7 -42) 140 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13-14=7 0) 84 21- 9=( 0) 412 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 9-22=(-2595) 1200 OVERHANGS: 20.0" 20.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA JT 13: Heel to plate corner = 1.50" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -1048/ 3530V -117/ 117H 5.50" 5.65 KDDF ( 625) 41'- 0.0" -1052/ 3524V 0/ OH 5.50" 5.64 KDDF ( 625) NOTE:TRUSS MUST BE ANCHORED FOR UPLIFTS SHOWN. PROJECT ENGINEER'MUST APPROVE ADEQUACY PRIOR GOND. 2: De Bion checked for net(-5 pcfl upl if a 29'o�p nq� TO FABRICATION OF TRUSS. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL DEFL = 0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = -0.504" @ 16'- 7.3" Allowed = 2.004" MAX TL DEFL = -0.833" @ 16'- 7.3" Allowed = 2.672" MAX LL DEFL = 0.022" @ 42'- 8.0" Allowed = 0.167" MAX TL DEFL = 0.021" @ 42'- 8.0" Allowed = 0.222" SEASONED LUMBER IN DRY SERVICE CONDITIONS 9-11-11 21-00-10 9-11-11 MAX HORIZ. LL DEFL = 0.191" @ 40'- 6.5" I T ,( f MAX HORIZ. TL DEFL = 0.316" @ 40'- 6.5" 3-04 0-06-11 2-08-12 6-08-09 9-03-15 TT T f .(T T Design conforms t. aim EidI c>O ,,= •• 2-10-12 3-02-04 3_-10-13 7-08-08 0-06-11 5-01- 01 system and comp. e�,� c e.. 9-10-08 9-10-08 Wind: 140 mph, h=2 /'+J��v�• `-.Y,s,C-DL- (All Height' V'iJf ose., Cat.2, Exp. , '", D ), 4533.30# 4533.30# load durst'4,11or=1.6 '9 12 M-7x8(5) 12 Truss deli- f•C'..r win�.g, pO P E �' M-4x6 in the pl.;- • the truss n y. 6.00 M18HS-5x16 0.25" -M-6x6 1'M-5x12 Q 6.00 M 3x4 T-2 :i' T3 a .M-1.5x3 �y.. M-4x12 A + Q Cr ��^ yG ,�OREGON �� m M-7x18 -SA �� M-9x12 M 4' 16 17 to `�� ® �' /p Al)" 14, 4 V` AA"k` c, M-3x5 M-9x10 0 18 20 21 22J 3 4 0 ' 1`_ of M18HS-7x19 o M-12x14 0.25" M-4x10 1 MFR p"� M-3x4+ -M-10x10 RR M-3x4+ a 2.75 M18HS-7x14(S) 12 0-11-04 EXPIRES: 12-31-2019 . l b ). J, . b ). ). b y ,2-09 3-02-04 3-09 3-10-12 y2-04-09 7-06-12 7-08-08 9-03-04 ,, , 1-08.2-09 y 10-05 y 27-10 1-08 y , 19-02 1-00 26-10 ). J, . _RILj_, 1-08 41-00 1-08 J� 1f WAS JOB NAME : POLYGON 3-D DL ASE - A10 ,% �10 4,, Scale: 0.1261 1.fs WARNINGS: GENERAL NOTES, unless otherwise noted: yc� 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: Al0 and Wamings before construction commences. building component.Applicability of design parameters and proper - /, 2.2x4 compression web bracing must be installed where shove+. incorporation of component is the responsibility of the building designer. 4° 3.Addeeonal temporary bracing to insure stability duringwnstruction 2.Design assumes the top and bottom chortle to be laterally braced at .A is me responsiblfry o!the erector.Additional permanent Oradell of 2 o.c.end et 10'o.c.respectively unless braced throughout their length by 43,51398.�(� DATE: 1/10/2019 the overall structure is the res continuous ridging or suchasptywootlsheat wheresown.,g(TC)and/or tlrywae(BC). Q /�*c „��1' responsibility Ad ity ofthe building t bracing 3.2x Impact bridging or such bracing pNworequired where shown++ VlU i.r,1" SEQ.: K5 5 8 4 3 2 4 a.No load should be applied to any component until after all bracing and 4.Installation of truss is the responebibty of the respective contractor. 4.',C,. - fasteners are complete and at no time should any leads greater man 5.Design assumes trusses are to be used in a noncorrosive environment, .TONAL "dryTRANS ID: LINK design loads be applied to am componen and are forme condebn owae. 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 fabrication,handling,shipment and installation of components. necessary. 7.Designlsshallassum oaaeduonaothifaceio provtues,,an q January 10,2019 6.This design is furnished subject to the limitations set forth by 8.Plates shat be located on both faces of Truss,and aced so their center TPIM'1CA in SCSI,copies of which 9411 be furnished upon request. lines coincide with joint center lines. I 9.Digits indicate see of plate in inches. MiTek USA,Int./CompuTrus Software+7.6.9(IL)-E 10.For basic connector plate design values see ESR-7311,ESR-1988(Mack) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS LOAD DURATION INCREASE: 1.15 TRUSSES SPACED AT 24"oc _ CHORDS: TOP CHORD LL = 25psf 2X9 KDDF 2900F TOP CHORD DL = 7psf TOTAL LOAD = 32psf i i M-3x6(5) 12 5.14 ---,\ M-5x8 M-3x6- -/ PROVIDE SUPPORT @ 48" O.C. AND AT END y 12-02-11 ��r O PROpp M-3x6+ r:5 V* N. F9 RC2 00 w M-3x6- 89200PE 9r M-3x6- M \ M-3x8 •OREGONA 1(/� bi o <''.) -9y 14, 2� P-� SER R il-t- EXPI RES: 12-31-2019 y y y 2-02-08 11-06-15 I JOB NAME : POLYGON 3-D DL ASE - ARcoo � Scale: 0.3578 t►- L. WARNINGS: GENERAL NOTES, antes,otherwise noted:1.Builder and erection contractor should be advised of all General Notes 1.This design k based only upon the parameters shown and is bran indnidual Truss: AR and Warnings before construction commences. building component.AppltoabBdy of design parameters and proper 2.2x4 compression web braong must be installed where shown t. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction tV 2.Design assumes the top and bottom chortle 10 be laterally braced at A is the responsibility of me erector.Additional permanent bracing of T continuous and s ea hino.crsuch a plyoodunless braced(TC)and/or out my length by ::::::',,::4:1:4!(!t;11: 14::61'11111 9 ,tr DATE: 1/10/2019 the overall structure is the res bit fthe buildin desi cominuot sheathing suchasplywootluired ing(TC)own+drywall(BC). n+ -) responsibility a g goer. 3.2a Impact bodging or lateral bracing required where shown,+ SEQ.: K5 5 8 4 32 5 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. naw fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, S,SrQ*T,s T � design bads be applied to any component. and are for"dry condition"of use. 1`I Ali TRANS I D: LINK s.camparrus has no control over and assumes no re.pans bogy for the B.Design assumes full bearing at all supports shown.Shim or wedge if scary. fabncabon,handling,shipment and installation of components. 7. Designfsshall b assumes adequate todrainagethceis prosid. an January 10,2019 8.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of toss,and placed so their center TPI/MCA in SCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,IncJCompuTrus Software 6.2.3(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 15-00-00 HIP SETBACK 3-06-00 FROM END WALL IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; 15-00-00 GIRDER SUPPORTING 40-09-00 1- 2=(-7762) 1944 1- 9=(-1274) 5136 9- 2=( -62) 384 6-13=(-936) 3872 2x6 KDDF #1&BTR T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-7438) 1918 9-10=(-1272) 5122 2-10=( -388) 1478 13- 7=(-390) 1474 BC: 2x6 KDDF #1&BTR 3- 4=1-5874) 1532 10-11=(-2262) 8812 10- 3=( -944) 3896 7-14=( -62) 388 WEBS: 2x4 KDDF STAND; LOADING 4- 5=1-9094) 2392 11-12=(-2296) 8954 10- 4=(-3924) 1070 2x6 DF SS A LL = 25 PSF Ground Snow (Pg) 5- 6=(-5874) 1534 12-13=(-2296) 8954 4-11=( -506) 2412 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 3'- 6.0" V 6- 7=1-7436) 1918 13-14=(-1272) 5122 11- 5=( -42) 188 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 68.8)+DL) 19.2)= 88.0 PLF 3'- 6.0" TO 11'- 6.0" V 7- 8=(-7762) 1944 14- 8=(-1274) 5136 12- 5=( -472) 2314 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 11'- 6.0" TO 15'- 0.0" V 5-13=(-4026) 1092 BC UNIF LL( 0.0)+DL( 27.5)= 27.5 PLF 0'- 0.0" TO 15'- 0.0" V BC UNIF LL( 484.4)+DL( 329.4)= 813.8 PLF 0'- 0.0" TO 15'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 72.9)+DL( 20.4)= 93.3 LBS @ 3'- 6.0" 0'- 0.0" -1724/ 6979V -56/ 56H 5.50" 11.17 KDDF ( 625) TC CONC LL( 72.9)+DL( 20.4)= 93.3 LBS @ 11'- 6.0" 15'- 0.0" -1724/ 6979V 0/ OH 5.50" 11.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL I ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Design checked for net(-5 osf) uplift at 24 "cc spacing. Attach 2 ply with 3"x.131 DIA GUN BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 nails staggered: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.069" @ 8'- 11.7" Allowed = 0.704" 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL DEFL = -0.117" @ 8'- 11.7" Allowed = 0.939" 5" oc in 2 row(s) throughout 2x6 bottom chords, SEASONED LUMBER IN DRY SERVICE CONDITIONS 9" oc in 1 row(s) throughout 2x4 webs. NOTE:TRUSS MUST BE ANCHORED FOR UPLIFTS SHOWN. PROJECT ENGINEER MUST APPROVE ADEQUACY PRIOR MAX HORIZ. LL DEFL = 0.025" @ 14'- 6.5" MAX HORIZ. TL DEFL = 0.043" @ 14'- 6.5" TO FABRICATION OF TRUSS. 3-05-11 8-00-10 3-05-11 T 1 f f Design conforms to main windforce-resisting system and components and cladding criteria. 1-10-08 1-07-03 2-04-14 3-01-02 2-06-10 1-07-03 1-10-08 Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 93.30# '93.30# (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=l.6, 10.00 7 .N10.00 Truss designed for wind loads M-4x8 M-4x8 in the plane of the truss only. M-3x6 M-3x10 col) PROF4-.04 5 A'..- 4111.'" T2 __= M-3x5 M-3x5 ��g v89G2I0N0EPE /Ot i' ® • a M-5x10 M-5x10 co A itA 7(7. / I 2 M Q Cr I o� �"t P� nF I'I �F i'I �� yL �OREGON � <U Y 2.6\qA- . I 1 y 9 10 11 12 13 14 �8 I 0 0 M-3x6 M-6x8 M-4x8 M-3x8 M-6x8 M-3x6 Q 7 4a Vr /11,4 RR V y y y y y y y EXPIRES: 12-31-2019 1-08-12 1-04-03 3-01-02 2-09-10 2-11-06 1-04-03 1-08-12 5 15-00 RRILL 44) p WAS4cr,, 4.1\ JOB NAME : POLYGON 3-D DL ASE - Bl '`'W1�: �'Scale: 0.400809,i'ir;:t. • WARNINGS: GENERAL NOTES, unless othervAse noted. / ; 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shorn)and is for an Individual %Re Truss: B1 and Warnings before construction commences. budding component.Applicability of design parameters and proper -511/ 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the budding designer. '4''',' 3.Additional temporary bracing to insure stabillyduring constructbn 2.Design assumesthetopendbottomchordsIsbelateralybrecetlat es, 51398, 4,, 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 .t1A� .'�t.'�EKY"+`' continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Ow `4GIS DATE: 1/10/2019 the averse structure is the responsibility of the building designer. 3.28 Impact bridging or lateral bracing required where shown++ Yv SEQ.: K5 5 8 4 3 2 6 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. �s fasteners are complete and at no lime should any bads greater Man 5.Design assumes trusses are to be used in a non-corrosive environment, S ONAL tlesign loads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK S CompuT us has no control over and assumes no respona0lfty or the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. ssary. 7.Pesenhallbelcedoneothaeio truss, January 10,2019 6.This design is furnished subject to the limitations set forth by 8.Plates shat be located on both faces of truss,and placed so their center ') TPIMRCA in SCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Digits indicate site of plate ininches. MiTek USA,Int./CompuTrus Software 7.6.8(1L)-E no.For basic connector pate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 6.0" IBC 2015 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=(-68) 41 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" -54/ 292V -23/ 81H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -61/ 60V 0/ OH 1.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 6.0" 0/ 30V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. I- (PROVIDE FULL BEARING;Jts:2,3,4 I BOTTOM CHORD CHECKED FOR 1SPSF 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" 1-11-11 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T "r MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.053" MAX BC PANEL LL DEFL = 0.004" @ 1'- 7.6" Allowed = 0.129" 12MAX BC PANEL TL DEFL = -0.004" @ 1'- 9.0" Allowed = 0.172" MAX BC PANEL TL DEFL = -0.003" @ 1'- 11.8" Allowed = 0.172" 10.00 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 0 Design conforms to main windforce-resisting system and components and cladding criteria. AWind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, _ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), m load duration factor=l.6, o Truss designed for wind lo-.- i in the plane of the tri • �� PROFFs " �g'� oGINE.$• w02 IPAAIIIIIIIIII eco 89200P 9r M-3x4 -y4,OREGON Ix �Z.0 /•.;) li' 14a20 P+ MRRIL\ -6 1-00 3-06 EXPIRES: 12-31-2019 ILL 44 of const '1-#> JOB NAME : POLYGON 3-D DL ASE - BJ1 �' �".-v�,o -e, Scale: 0.6822 ., / 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 shorn and is for an individual , Truss: BJ1 and Warnings before construction commences. building component.ApplicadNy of design parameters and proper r 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. i 'j construction2.Design assumes the lop and bottom chords to be laterally braced at 3.Atldftional temporary bracing to insure stability during constAI 44'is Me responsibility of the erector.Additional permanent bracing of 2'no.and et IV o.c.respectively unless braced throughout their length by it' 4,51398 , continuous sheathing such as plywood sheathing(TC)andror drywall(BC), Q DATE: 1/9/2019 the overall structure is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ Ci j Gs� 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. ry SEQ.: KS 5 8 4 3 2 7 fasteners are complete and et no time should any leads greater than 5.Design assumes trusses are to be used in a nonconosive environment, �',S,%N,s L TRANS I D: LINK design loads be applied to any component. 6 and are for'dry NM n^of ut an supports shown.shim or wedge if %NAL 5.CompuTms has no control over and assumes no responsibility for the Design g a ppo g fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. Janus 1��L017 6.This design is furnished subject to the limitations set forth by 6.Plates shag be located on both faces of truss,and placed so their center r) •7 • TP WJTCA M 13151,copies of which will be furnished upon request. lines coincide with joint center lines. 8.D'ptis indicate We of plate in inches. MiTek USA,lnc./CompuTrus Software 7.6.8(1L)-E 1g.For basic connector plate design values see ESR-1371,ESR-1888(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-110) 68 3-4=( -34) 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 5.7" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 313V -43/ 139H 5.50" 0.50 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 3.2" 0/ 42V 0/ OH 5.50" 0.07 KDDF ( 625) 3'- 6.0" -97/ 132V 0/ OH 1.50" 0.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. [PROVIDE FULL BEARINGuJts;2.5.3 1 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 12 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" y MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 10.00 V MAX LL DEFL = -0.000" @ 3'- 11.7" Allowed = 0.047" MAX TL DEFL = -0.000" @ 3'- 11.7" Allowed = 0.063" 3 MAX TC PANEL LL DEFL = 0.021" @ 2'- 2.0" Allowed = 0.264" MAX TC PANEL TL DEFL = 0.020" @ 2'- 2.0" Allowed = 0.396" SEASONED LUMBER IN DRY SERVICE CONDITIONS . MAX HORIZ. LL DEFL = -0.001" @ 3'- 5.2" MAX HORIZ. TL DEFL = -0.001" @ 3'- 5.2" Design conforms to main windforce-resisting o system and components and cladding criteria. m o Wind: 140 mph, h=20.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, sli (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wi in the plane of the �i4 O, w�`� 0NGI NEF'9 %%2 � ,_ cc 89200PE 9r PAAIIIMIIIIIMIl o, 1.11.=-11115M=N1 M-3x4 9 +OREGON $4"..�O 9y 14 ZnP MFRILA- y y > EXPIRES: 12-31-2019 1-00 3-06 0-05-11 oRRILL J� OV WAS '�f�, JOB NAME: POLYGON 3-D DL ASE - BJ2 ' P Scale: 0.6325 /� .1` `r WARNINGS: GENERALNOTES, unless otherwise noted: / I.Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and is for an individual Truss: BJ2 and Warnings before construction commences. building component.Applicabltty of design parameters and proper r 2.2x4 compression web bracing must be installed where shown w incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability tlunng construction 2.Design assumes the top and bottom chords to be laterally braced at s•0 4, is the responsibility of the erector.Additional permanent bracing of z continuous and e110'o.c.rsuchas ply unless braced throughout[heir length by �, 513989 k, sheathing such as plywood sheathing(TC)and/or drywall(BC). O'i'EK". DATE: 1/9/2019 the overall structure Is the responsibility of the building designer. 3.N Impact bridging or lateral bracing required where shown•• O30j, 4C/y 4.No load should be applied to any component until alter al bracing and 4.Installation of truss is the res bit I the respective contractor. '[' SEQ.: K5584328 gob& sea pe s'SIONAL G fasteners are complete and at no time should any loads greater than 5.Design assumesor"drytrusses are to be used in a noncorrosive environment, TRANS ID: LINK detign bads be applied to any component. and are or"dry condition" ill be n"of use. • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge if necessary. fabrication,handling,shipment and installation of components. .Desplaesshallbn elcedaoneoreifaceiapross, January 10,2019 6.This design is fumishetl subject to the limitations set forth by e.Plates shop be located on both faces of truss,and placed so their center TPIpMCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. " 9.Digits indicate sue of plate in inches. MITek USA,Int./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see B519.1311,ESR-1986(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2015 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=(-224) 187 3-4=) -64) 38 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 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/ 304V -66/ 185H 5.50" 0.49 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 3.2" 0/ 37V 0/ OH 5.50" 0.06 KDDF ( 625) 3'- 5.2" -146/ 220V 0/ OH 1.50" 0.28 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -43/ 67V 0/ DH 1.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. LL BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'PROVIDE FULL BEARING;Jts:2,5,3,4 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'C FOND. 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 DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.007" @ 1'- 8.7" Allowed = 0.264" 12 MAX TC PANEL TL DEFL = 0.006" @ 1'- 8.7" Allowed = 0.396" SEASONED LUMBER IN DRY SERVICE CONDITIONS 10.00 MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX BORIZ. TL DEFL = -0.002" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. o, 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, 5' Truss designed for wind lo..- ui in the plane of the ��'F', .P D 0pe�.0 mac;: ENGINE&' /0 89200PE 91 r, cr 7,-- 5�� OREGON � AN � M-3x9 /Q -7T 14, L�O� +ilk,. MFRR ILS- CaP EXPIRES: 12-31-2019 y y y 1 1-00 3-06 2-05-11 ALL p. NtrJOB NAME : POLYGON 3-D DL ASE - BJ3 i- >. Scale: 0.5173 Y, WARNINGS: GENERAL NOTES, unless otherwise noted: -I / ��'/'� I.Builder and erection contractor should be advised of all General Notes 1.The design is based only upon the paraeteshown and is for an individual - ma mrs ' 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. 2.Zr4 compression web bracing must be installed where shown.. Inco M g goer. r(',r 3.AtltlRionaltem bracing to insure stabil Buri traction 2.Design assumes the top and bottom chords to be laterally braced at +'� porary g M ng cons Z o.c.and at 1D'o.c.respectively unless braced throughout their length by 'ef+ 4, 51398�(� -v is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). O .4tis Y DATE: 1/9/2019 the overall structure is the responsibility of me building designer. 3.2a Impact bridging or lateral bracing required where shown•• V S�j!,1`' 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibilityf the respective contractor. �'<% I SEQ.: KS rJ 8 4 32 9 fasteners are complete and at no time should any loads greater man 5.Design assumes busses are to be used in a non'co rrasNe environment, �'sIONAL G design loads be applied to any component and are for"dry condition"of use. TRANS I D: LINK 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTnn has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components, necesnary. 7.Pltesshalbgn assumes locatedon drainage lsprs,an January 10,2019 s.This design is furnished sutyea to me gmftations set roan W a.Platen anew be loaned on both races of toss,antl placed so nab center TP WVlCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Int./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 4.9" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-301) 260 3-4=1 -95) 68 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" -9/ 290V -82/ 223H 5.50" 0.46 KDDF ( 625) LL - 25 PSF Ground Snow (Pg) 3'- 3.2" 0/ 32V 0/ OH 5.50" 0.05 KDDF ( 625) 3'- 5.2" -200/ 293V 0/ OH 1.50" 0.38 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 4.9" -72/ 111V 0/ OH 1.50" 0.18 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP (PROVIDE FULL BEARING;Jts:2,5,3,4 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'C FOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 --1 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.007" @ 1'- 11.4" Allowed = 0.264" MAX TC PANEL TL DEFL = 0.007" @ 2'- 2.0" Allowed = 0.396" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.003" @ 7'- 4.2" 12 MAX HORIZ. TL DEFL = -0.003" @ 7'- 4.2" 10.00 177 Design conforms to main windforce-resisting system and components and cladding criteria. • Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 3 Truss designed for wind 10-•- �o in the plane of the tr� pr +.ODoP� • 0 1�GVU rr ff7l Gz� t�NG I N�Fq` el. • Q� 89200PE 9r • • G • ? ,OREGON4 �� ,o� y14, Zo ' 5► P M-3x4 MFRRILA- EXPIRES: 12-31-2019 1 y A. ), 1-00 3-06 3-10-15 ORRILL 8 4 oo wliuN,1 f> JOB NAME : POLYGON 3-D DL ASE - BJ4 Scale: 0.4416 r' /'� /t �t' :qe° -10 WARNINGS: GENERAL NOTES, unless otherwise noted: • '✓/ ; 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 1, Truss: BJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper $, 2.Ze4 compression web bradng must be installed where shown Y. 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 Qr 4 Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless bread throughout Meir length by 51398 continuous sheathing such as plywood sheathing(TC)andlor tlrywall(BC). 9 ntS DATE: 1/9/2019 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•• Gil SEK5 5 8 4 3 3 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsbilrty of the respective contractor. s ° " 4• fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, '910NAL design bads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the sary fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. January 1 0,2019 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPVWTCA in 13151,copies of which will be furnished upon request. lines coincide with joint center lines. • 9.Digits indicate sae of plate in inches. MiTek USA,lnc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see EOR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS LOAD DURATION INCREASE: 1.15 TRUSSES SPACED AT 24"oc CHORDS: 2X4 KDDF #1sBTR TOP CHORD LL = 25psf TOP CHORD DL = 7psf TOTAL LOAD = 32psf 12 7.07 M-5x8 11001. PROVIDE SUPPORT @ 46" O.C. AND AT END M-3x6- y 5-07-08 pp X0.0 PROFFS -- �<oNGI NEE.9 �'/0 M-3x6- ® I,,C...* 89200PE 9r M-3x8 - �"2_ 4/OREGON t, mit CD '.2) � x � '4y14N2� P+ '' RR10- 6 EXPIRES: 12-31-2019 k > l 1-07-02 4-11-01 ORRILL,, 44) OQ vast-44,14> JOB NAME : POLYGON 3-D DL ASE - BR Scale: 0.6720 ., /,, `W�,o�-A WARNINGS: GENERAL NOTES, tinkles otherwise noted: .��t/ • 1.Sunder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and A for an individual �a Truss: BR and Warnings before construction commences. building component.Applicability of design parameters and proper fir' 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. '; 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced at �" is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at f 0'o.c.respectively unless braced throughout their length by +{+ S 1398 �, DATE: 1/10/2019 the overall structure is the responsibility f the buildingcontinuous sheathing lateral l as pcwg redsheathing(TC)uirnasand/+tlrywal(SC). 4t -�v' .1Si.�yg' ponsi dY o designer. 3.2s Impact bridging or lateral bracing required where shown++ j till aJ SE K5 5 8 4 3 31 4.No load shook be applied to any component until atter aN bracing and 4.Installation of truss is the responsibility of the respective contractor. (f 4• fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-conosive environment, �U`ONAL tledgn loads be applied to any component. and are for"dry condition.of use. TRANS I D: LINK 5.CompuTrus has w 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. seely. 7.Pltisahalbelceonbothtaceio rusisetl. January 10,2019 8.This design is furnished subject to the limitations se[forth by 6.Plates shall be located on both faces truss,o/ and placed so their center TP WJTCA in 9051,copies of which will be fumished upon request. lines coincide with joint center lines. 9.Digits indicate sire of plate in inches. MiTek USA,Ina./CompuTrus Software 6.2.3(1L)-Z 10.For basic connector plate design values tie ESR-1311,ESR-1968(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE= 1.15 1-2=( 0) 72 2-6=(-23) 49 6-5=( 0) 17 BC: 259 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-113) 0 6-7=( 0) 0 5-3=( 0) 55 WEBS: 2x9 KDDF STAND 3-9=( -17) 31 5-8=(-39) 59 3-8=(-61) 35 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= 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -94/ 299V -27/ 91H 5.50" 0.98 KDDF ( 625) LL= 25 PSF Ground Snow (Pg) 2'- 3.6" -123/ 87V 0/ OH 1.50" 0.14 KDDF ( 625) 6'- 0.0" 0/ 61V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. [PROVIDE FULL 9EARINGuJts:2.4.8 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 7: nesign checked for net(-5 sf1 tmlif 4 ps_g AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.001" @ 1'- 7.9" Allowed = 0.089" MAX LL DEFL = 0.000" @ 5'- 6.3" Allowed = 0.159" 2-09-05 MAX TC PANEL TL DEFL = 0.004" @ 0'- 11.5" Allowed = 0.145" T ,. MAX BC PANEL TL DEFL = -0.008" @ 3'- 5.1" Allowed = 0.220" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 �, MAX HORIZ. LL DEFL = 0.002" @ 5'- 6.3" 10.00 MAX HORIZ. TL DEFL = 0.002" @ 5'- 6.3" Design conforms to main windforce-resisting -/ system and components and cladding criteria. M-4x6 Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,� load duration factor=1.6, �4, o Truss designed for wind 1 � o in the plane of t��-pnl�j.�op�� - Ur pm..................._ 8 „ �NGINF„, QO2 _. 0,„..._ m -�` 89200PE 9r 1p M-1.5x4 0 1 �� 6 7 0 j M-3x9 M-3x4 M-3x5 Q Ct 7, 4 o OREGON , o /O 9y 14 2�\ P SFR RIO-6 J, ) ,3, 1-07-04 4-04-12 ; 3' > ), EXPIRES: 12-31-2019 1-00 1-09 4-03 3, 3, y 3, 2-09 1-00 3-03 3. 3, 6-00 ORj,L 8y 4419 Of WAS14 4 JOB NAME : POLYGON 3-D DL ASE - CJ2 Scale: 0.5787 �. r-?7,- 0 W 4.1 aidWARNINGS: GENERAL NOTES, unless otherwise noted: ' _ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual / Truss: CJ2 and Warnings before conslruclon commences. building component.Applicability of design parameters end proper 7 2.2x4 compressionb bracingincorporation of component is the responsibility of the building designer. N we must be instilled where shown+. ' / 1' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �} p Is the responsibility of the erector.Additional permanent bracing of 2'continuous and at 10'o.c.respectively unless braced throughout r dry length by . '� ''eq./ $ J9p '�/ DATE: 1/10/2019 the overall structure is the re bilft f the buildingdesigner. 20 Impacts ridgingior such l b acinplywgrtl requiredicslrere shown and/or tlrywall(BC). Q `'eq.�i�,,}`Q�,Y sponsi y o 3.20 Impact bridging or lateral bracing where ++ V 4.No load should be applied to anynail until after all bracingand 4.Installation of truss is the responsibility of the re contract41or.• SEQ.: K5584332Tsar complete oompa s.Designal'o ry respective ��`-SIOI ALSG fasten a ompl t and at no time should any loads greater than assumes busses are to be used in a non-conobve environment, tlesign loads be applied to any component. and are for"dry condition'.or use. TRANS I D: LINK 5.ComTrua has no control over and assumes no res 8.Design assumes full bearing at all supports shown.Shim or wedge if puresponsibility for the sssry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage a provided. January 1 ,2019 8.This design Is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center TPIANTCA in BCSI,copies of which coil be furnished upon request. lines coincide with joint center lines. . 9.Digits indicate sine of plata in inches. MiTek USA,Int./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-f311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(-51) 85 6-5=( 0) 21 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-169) 27 5-7=(-68) 110 5-3=( 0) 52 WEBS: 2x4 KDDF STAND 3-4=( -15) 33 3-7=1-127) 78 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 POE 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" -44/ 345V -40/ 122H 5.50" 0.55 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 6.2" -91/ 61V 0/ OH 1.50" 0.10 KDDF ( 625) 6'- 0.0" 0/ 96V 0/ OH 5.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 1FROVIDE FULL BFARTNG;Jts:2.4.7 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP FOND. 2. Desien checked for net(-5 psf) uplift at 24 spm. 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 DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.004" @ 2'- 7.3" Allowed = 0.150" MAX TL DEFL = -0.005" @ 2'- 7.3" Allowed = 0.200" 3-06-15 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.098" T l' MAX BC PANEL TL DEFL = -0.005" @ 3'- 7.3" Allowed = 0.174" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.005" @ 5'- 8.2" 10.00 -/ MAX HORIZ. TL DEFL = 0.006" @ 5'- 8.2" M-4x6 1 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL-6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4) load duration factor=1.6, o Truss designed for wind 1T-•- \\ io in the plane of the Ii "II R Open n Q� 89200PE �r � � P� 0.--41111 1O M-1.5x3 M-3x9 0 C) irt 1 / 6 0OREGON t, 4,/ M-3x4 M-3x5 G� 4�', '�4 a ZOO '4' .P MRR10- EXPI RES: 12-31-2019 J‘ ), - y 2-07-04 3-04-12 I y ). )' y 1-00 2-09 3-03 J, y O J.0 O00RwRIA�LL 8°l• 6-00 'v.- h JOB NAME : POLYGON 3-D DL ASE - CJ3 jr'r'o' c� a 'i Scale: 0.5925 o I. WARNINGS: GENERAL NOTES, unless othervriee noted: .I ' � �+ 1.Builder and erection contractor should be advised Nell General Notes 1.This design Is based only upon the parameters shown and A for en indlvlduel Truss: CJ3 and spacings before construction commences. budding component.Applipbildy ofdesign parameters and proper -y'r 2.2x4 compression web bradng 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 .16 ,,p,51398 �, is the responsibilry of the erector.Additional permanent Imaging of T o.c.and at 10 sc.respectively unless braced throughout their length by �' ' DATE: 1/10/2019 the overall structure is the responsibility t the permanent deet continuous sheathing such as plywood sheathing(TC)and/or drywel(BC). o spona ity o 9 designer. 3.2x Impact bridging or lateral bracing required where shown«« CI$ S E K 5 5 8 4 3 3 3 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. 4 fasteners are complete and at no bee should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, ss!ONAL G TRANS ID: LINK design los be applied to any component. and are for"tlry contlitien''of use. ad 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge If fabncatbn handling,shipment and installation of components. necessary. 7 Designsassumes is trustsed. January 10,2019 0.This design s famished subject to the limitations set forth by B %etas shell be located on both faces of truss,and placed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate to inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1371,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=( -86) 120 6-5=( 0) 21 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-209) 37 5-7=(-113) 155 5-3=( 0) 52 WEBS: 2x4 KDDF STAND 3-4=( -50) 43 3-7=(-179) 131 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" -31/ 377V -53/ 153H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 8.6" -79/ 78V 0/ OH 1.50" 0.12 KDDF ( 625) 6'- 0.0" -6/ 122V 0/ OH 5.50" 0.19 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. LL'ROVIDE FULL BEARTNG;Jts:2.4./ I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ••• s' •r •' '• •' - • • •• 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 DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.006" @ 2'- 7.3" Allowed = 0.210" MAX TL DEFL = -0.006" @ 2'- 7.3" Allowed = 0.280" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.038" 4-09-05 MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.051" 1' SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.008" @ 5'- 8.2" 12 MAX HORIZ. TL DEFL = 0.009" @ 5'- 8.2" 10.00 7 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-9x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, d' Truss designed for wind 1 i in the plane of the��stri)R 0p 1$ ligillielletiall...._ , •c41SIA, hilli11111111111111111kb..._ 12... 89200PE 9r 111111111111111111111111111 ,,- A - ...--=.4-0 y 1 .,, LIM-3x40 M-1.5x3 MOREGON to 7,- ►� 6 o <0 y 14 20' 4 M-3x4 M-3x5 , Q 4. :Err: RIL�-EXPI12-31-2019 b i b 2-07-04 3-04-12 y b I -1 1-00 2-09 3-03 11tTr,. y J� owAs 8. � 6-00 A:. to JOB NAME : POLYGON 3-D DL ASE - CJ4 Scale: 0.5300 q�'�esw'1• x. C�0 WARNINGS: GENERAL NOTES, unless otherwise noted' �'"j7;-- " 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: CJ4 and Warnings before construction commences. bulking component.Applicability of design parameters and proper ,-4. 2.zaa compression web bracing must be installed where mown+. incorporation of component is the responsibility of the building designer. /e 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at a �} p h the responsibiky of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectivey unless braced throughout their length by •r 51390.A [k'1 DATE: 1/10/2019 the overag structure is the responsibility f the building desi continuousptbridging or Isuch as plywoodsheathing(TC)meederesh shown •drywall(SC). Qa, i1�-.�..cf4iY _.�y pori M o g goer. 3. Impact bridging or lateral bracing d where shown++ ,4\4C V .[1t' SE K 5 5 8 4 4.No load should be applied to any component until after al bracing ng end 4.Installation of truss is the responsibility of the respectcontractor. - 4 3 3 4 fasteners are complete end at no 8me should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, SSIONAL design loads be applied to any component. and are for"dry condition.'of use. TRANS I D: LINK 5.compunas nos no antral ower dna as&,mea rte respansibiey near me 6.Design assumes rut bearing at al supports shown.Shim or wedge if necessary. fabrication,handling,shipment and installation of components. 7.Plates hallbelcdedoneolaeio truss, January 10,2019 8.This design is furnished subject to the limitations set forth by e.Plates shout be located on both laces of truss,antl placed so their center TPUWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.D'gils indicate see of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values sae ESR-1311,ESR-1908(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-240) 52 1-5=(-135) 161 5-9=( 0) 20 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3=( -80) 60 4-6=(-177) 208 9-2=( 0) 51 WEBS: 2x4 KDDF STAND 2-6=(-241) 204 LOADING TC 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 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD= 92.0 PSF 0'- 0.0" -32/ 256V -60/ 149H 5.50" 0.91 KDDF ( 625) 5'- 6.7" -90/ 152V 0/ OH 5.50" 0.29 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.2" -61/ 98V 0/ OH 1.50" 0.16 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [PROVIDE FULL BRARTNG;Jts:1,6.3 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICOND. 2: Owren checked for net(-S nsf) uplift at 29 ' spacinn_ BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.008" @ 2'- 5.8" Allowed = 0.298" MAX TL DEFL = -0.008" @ 2'- 5.8" Allowed = 0.331" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.012" @ 5'- 6.7" 5-10-03 MAX HORIZ. TL DEFL = 0.012" @ 5'- 6.7" -V Design conforms to main windforce-resisting 12 system and components and cladding criteria. 10.00 7 0 Wind: 190 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 in the plane of the truss only. 0 M-9x6 l o '<��c PRQFFss .il �NGINEF9 /0� cr 89200PE 9r' //rl i� 9�� o f Ilw�ll 0 6 _ o m! M-3x4 o M-1.5x3 ,h OREGON IX �<(/� to 1 mm 5 to '� M-3x9 M-3x6 'O '91' 14a `LQ�Q�` MERRML\- y y y EXPIRES: 12-31-2019 2-05-12 3-09-12 J, )' I 2-07-08 3-03 > ), 5-10-08 00111,4 JOB NAME : POLYGON 3-D DL ASE - CJ5X r- 0 .,1 :;1111 TO 111 Scale: 0.9383 WARNINGS: GENERAL NOTES, unless otherwise noted 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual Truss: CJ5X and Warnings before construction commences. building component.Applioabiley of design parameters end proper -�, 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility al the building designer. i�'. 3.Adde,snal temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally bared al �� 51398 'w Xs me responsibility of the erecter.Additional permanent bracing of Y o.c.end at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). O .�r�ag DATE: 1/10/2019 the overall structure is the responsibility of the builtling tlesigner. 3.2xImpact bridging or lateral bracing required where shown++ �� QIS y y SEQ.: K5584335 4.No load should be applied to any component until after al bracing and 4.Installation of truss Is theresponsibililyeftherespectivecontrator. pn fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a noncorrosive environment, Vu40NAL TRANS I D• LINK design loads be applied to any component. and are for ug be of use. 5.CompuTrus has no control over and assumes no responsibilgy for the 6.Design assumes fug bearing at all supports shown.Shim or wedge If necessary. fabrication,handling,shipment and installation of components. T.Designassumesis January 10,2019 E.This tlesign is furnished subject to the gmdationa set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPWOlCA in BIB)copies of which will be furnished upon request, lines coincide with pint center lines. 9.Diggs indicate sise of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E to.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-241) 53 1-6=(-132) 160 6-5=( 0) 20 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-177) 78 5-7=(-172) 208 5-2=( 0) 51 WEBS: 2x4 KDDF STAND 3-4=( -87) 0 2-7=(-240) 199 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: 0.0" 14.4" 0'- 0.0" -32/ 257V -68/ 193H 5.50" 0.41 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 6.7" -35/ 150V 0/ OH 5.50" 0.24 KDDF ( 625) 5'- 10.5" -168/ 263V 0/ OH 1.50" 0.34 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. [PROVIDE�ROVIDE FULL BEARING:Jts:1,7,3 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2: Design checked for net(-5 psf) uplift at 24 "00 spacing. 7-00-14 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.008" @ 2'- 5.8" Allowed = 0.248" MAX TL DEFL = -0.008" @ 2'- 5.8" Allowed = 0.331" MAX LL DEFL = -0.005" @ 7'- 0.9" Allowed = 0.120" MAX TL DEFL = -0.006" @ 7'- 0.9" Allowed = 0.160" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 10.00 MAX HORIZ. LL DEFL = -0.012" @ 5'- 6.7" MAX HORIZ. TL DEFL = 0.012" @ 5'- 6.7" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, c, Truss designed for wind loads M-4x6 Jr in the plane of the truss o. ��0 PROFFs 89200PE f , 11117 t.0 mall1111111111111.11111 M-3x9M-1OREGON � 0o F 1�� 6 I .5x3 M-3x4 M 3x6 9L/ /�'� 'P.\ �O �� O Y 14, ' P# MFR RIO- ), b y 2-05-12 3-04-12 EXPIRES: 12-31-2019 y 1 ,1 ), 2-07-08 4-05-06 y y 5-10-08 1-02-06 ORRILL ii, 4,0 JOB NAME : POLYGON 3-D DL ASE - CJ6X ,I' " .��o�= • Scale: 0.4027 ' WARNINGS: GENERAL NOTES, unless otherwise noted: \• ,./,•'. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: CJ6X 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 laleraly braced at �j S I� n �Q," is the responsibility of the erector.Additional permanent bracing of 2 contNG.inuous and s 10'o.c.rsuch a plyely unless bracetl throughout their length by it 7 DATE: 1/10/2019 the overag structure is the responsibility f the building deli continuous sheathing such as plywood aired n e sheathing(TC)and/or drywatl(BC). O�s CI ponsi Mo g goer. 3.2x Impact bridging or lateral bracing required where Mown++ 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. • _ SEQ.: K 5 5 8 4 3 3 6 fasteners are complete and at no time should any bads greater than 5.Design assumes busses are to be used in a noncorrosive environment, SSIONAL design bads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK s.compuTnus has no ontrol over and a.aames no responsib ldy for the 6.Design assumes full bearing at all supports Mown.Shim or wedge if fabrication,handling,shipment and installation of components. mceBeery. Peaisnhassumes adequate drainage iotprovided. s,an January 10,2019 6.This design is lumishetl subject[o the limttations set rorth by S.Pleles shetl be located on both Laces of truss,and phcetl co their ca Mar TPIMRCA in RCS!,copies of which will be furnished upon request. lines coincide with joint center lines. . 9.Digits indicate sae of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-7371,ESR-7985(Mitek) 1 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 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=(-70) 94 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" -114/ 305V -15/ 619 5.50" 0.49 KDDF ( 625) 1'- 1.4" -60/ 128V 0/ OH 1.50" 0.20 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. II- PROVIDE FULL BEARING;Jts:2.3.4 BOTTOM CHORD CHECKED FOR 1SPSF LIVE LOAD. TOP 'COND. 2: Desian checked for net(-5 osf) uplift at 24 "OC spacina. • 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 DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.001" @ 0'- 8.8" Allowed = 0.060" 1-02-02 MAX TC PANEL TL DEFL = -0.001" @ 0'- 8.8" Allowed = 0.091" f '( MAX BC PANEL LL DEFL = 0.006" @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.013" @ 3'- 3.8" Allowed = 0.339" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 10.00 P7 MAX HORIZ. LL DEFL = -0.000" @ 1'- 1.4" MAX HORIZ. TL DEFL = 0.000" @ 1'- 1.4" 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=l.6, Truss designed for wind to..- '' in the plane of the tr �,p1ty.DROp CD c`��t�,,GINf1E� s/o2 M- ®'...M111111.111111111111111111111 �� 89200PE r If 4 0 EMI M-3x4 12, ',OREGON„ X40 <0 -9y 14, 2 P# MFRR ILS-� 1-00 6-00 EXPIRES: 12-31-2019 4� ° ,1�� JOB NAME : POLYGON 3-D DL ASE - J1 i. %moo Scaler 0.6912 9- E„ej" •' WARNINGS: GENERAL NOTES, unless otherwise noted: A 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 mdsidual Truss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper 7 2.Duo compression web brining must be installed where shown o. incorporation of component is the responsibility of the building designer. ; 3.Addilionaltemporerybracing toinsure stabilMduring corMmction 2.Design ssumesthetopandbosomchordstobelaterallybmcedat X51393 A,', 6 the responsibility of the erector.Additional permanent bracing of T ..and at 1 P o.c.respectively unless braced throughout Meir length by ^ continuous sheathing such as plywood sheathinereshnd/or drywall(BC). 3, CIS., Lll{ ' DATE: 1/9/2019 the overall structure is me responsibility of the building designer. 3.2a 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. S G SEQ.: K 5 5 8 4 3 3 7 fasteners are complete and at no time should any loads greater than 6.Design assumes trusses are to be used in a non-corrosive environment. S4ONAL design loads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 5.CompuTma has no control over and assumes no responstb Ny for the 6.Design assumes full bearing at al supports shown.Shim or wedge if fabrication,handling,shipment and Installation of components. sse7. 7.Pe:i s hall b assumes adequateoboth is truss,an January 10,2019 6.This design is furnished subject to the limitations set forth by S.Plates shall be located an both laces of truss,and placed so their center TPLANTCA in SCSI,copies of which vnll be furnished upon request. lines coincide with pint center lines. 9.Digits indicate ewe of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L(-E M.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-60) 58 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 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'- 3.8" -125/ 112V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 50V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. I 'PROVIDE FULL BEARING;Jts:2,3,9I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'GOND. 2: Design checked for net1-5 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" 2-04-08 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" T f MAX TC PANEL LL DEFL = -0.004" @ 1'- 5.6" Allowed = 0.166" MAX TC PANEL TL DEFL = -0.007" @ 1'- 3.7" Allowed = 0.249" MAX BC PANEL LL DEFL = 0.008" @ 2'- 8.6" Allowed = 0.254" 12 MAX BC PANEL TL DEFL = -0.016" @ 3'- 3.8" Allowed = 0.339" 10.00 177 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = 0.000" @ 2'- 3.8" MAX HORIZ. TL DEFL = 0.000" @ 2'- 3.8" Design conforms to main windforce-resisting K/ 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), rn load duration factor=l.6, o Truss designed for wind 10..- in the plane of the tr CD PROFFss� � N i50GINEF� /1 ?.,,�C 9 'Q• 89200PE v I • 1.,/ M-3x4 / 4Cr / ,,,OREGON�vi+oto O 14, 2. P MFRRIO- 1-00 6-00 EXPIRES: 12-31-2019 44)oR-Ruz wast ` 1), JOB NAME •. POLYGON 3-D DL ASE - J2 j/�s, d ',- o,o `{ rigi Scale: 0.6537 ` � a L . - _ _ 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 shorn and is for an individual Truss: J2 and Warnings before construction commences. building component.Applicability o/design parameters end proper '. . 2.284 compression web bracing must be installed where shown+. incorporation of component lathe responsibility of the building design,. j•' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced at n'C 51398 k,'/V is Me responsibility of the erector.Additional permanent bracing of Y o.c.and at/0'o.c.respedirvey unless braced throughout their length by 1.958 continuous sheathing such as plywood sheathing(TC)and/or drywmX(BC). 1p DATE: 1/9/2019 the overall structure is the responsibility of Me building designer. 3.2w Impact bridging or lateral bracing required where shown++ O� 4.�Cjs 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the re bil' of the respective contractor. SEQ.: KS 5 8 4 3 3 8 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to ce used in a non.onosioe environment, s G and are for'dry do f SIDNAL TRANS ID: LINK 1 design loads be applied to any component. 6.Design assumes full bearing at aN supports shom.Shim or wedge if s.CompuTrus has no control over and assumes no respon6bilM Mr the fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. January 10,2019 6.This design is furnished subject to the limitations set forth by 8.Plates shat be healed on both faces of truss,end placed so their center TPIIWICA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 2-3=(-82) 76 - TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ 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'- 6.2" -127/ 129V 0/ OH 1.50" 0.21 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 56V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. I- 'PROVIDE FULL BEARING;Jts;2,3,4 I F BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3-06-15 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.098" T 1' MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.131" MAX TC PANEL LL DEFL = 0.017" @ 1'- 11.8" Allowed = 0.271" 12 MAX BC PANEL TL DEFL = -0.023" @ 3'- 1.4" Allowed = 0.339" 10.00 7 . SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 3'- 6.2" MAX HORIZ. TL DEFL = 0.000" @ 3'- 6.2" 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, rn (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, i Truss designed for wind to oin the plane of the tr C. �NGINE�c� /0y44, 9 ct 89200PE r liAVLIIIIIIIIIIIIII 0 M-3x4 OREGON �� N /O qy 14, VP+ MRFR i L‘-Q ' ), > ), EXPIRES: 12-31-2019 1-00 6-00 JOB NAME : POLYGON 3-D DL ASE - J3 Scale: 0.60356 ��r '�� WARNINGS: GENERAL NOTES, unless otherwise noletl: / 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameter+shown and is for an Individual %k , Truss: J3 and Warnings before construction commences. building component.Applicability of design parameters and proper .Tr 2.2s4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of Be building designer. % '7 3.Additional temporary bracing to insure stability during oonstraction 2.Design assumes the top and bottom chords to be laterally braced at C 39O ��, is the responsibilty of the erector.Additional permanent bracing of r o.c.and at 10 o.c.respectively unless braced throughout their length by J O 1 DATE: 1/9/2019 the overall structure is the responsibility f the building desi continuous sheathing such as plywood aired in ere s and/or drywaN(BC). Q Gi TEI '� ponsi M a g goer. 3.2s Impact brttlging or lateral bracing required where shown++ � IS 1 Gs- 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ.: K5584339 fasteners are complete and at no time should any Isads greater than 5.Design assumes trusses are tobeused inanon-corrosive environment, ..,,y, LOC) desien loads be applied b any component. and are for"dry condition"of use. TRANS I D: LINK 5.CompuT us has no control over and assumes no responsibility for the B.Design assumes full bearing at all supports shown.Shim or wedge if scary. fabrication,handling,shipment and installation of components. 7.Design shaNbassumes cedbedrainage esoftprovided. January 10,2019 G.This design is furnished subject to the limitations set forth by S.Plates shat be located on both feces of truss,and placed so their center TPIANICA in BCS',copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 1g.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-109) 96 TC LATERAL SUPPORT <= 12"OC. DON. 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" -23/ 370V -53/ 154H 5.50" 0.59 KDDF ( 625) 4'- 8.9" -118/ 149V 0/ OH 1.50" 0.24 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LL REQUIREMENTS OF INC 2015 AND INC 2015 NOT BEING MET. IeROVIDE FULL BEARING;Jts:2,3.4 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICON D. 2: Design checked for net(-5 osf) uplift at 24 "cc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 4-09-10 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.037" I T MAX TL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.049" MAX TC PANEL LL DEFL = 0.056" @ 2'- 9.1" Allowed = 0.377" y MAX TC PANEL TL DEFL = -0.057" @ 2'- 9.2" Allowed = 0.566" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 10.00F77 �W MAX HORIZ. LL DEFL = -0.001" @ 4'- 8.9" MAX HORIZ. TL DEFL = -0.001" @ 4'- 8.9" 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, rh (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), / load duration factor=l.6, I Truss designed for wind to ,./..- / o in the plane of the tr .P D 061 mac;%, t. I NEF9 /''L 89200PE 9% n7 / , / M-3x4 4!OREGON Nb. �4// <Q l9y 14, 20 V:* 'vl RRILO-6 y EXPIRES: 12-31-2019 1-00 6-00 LL 4 44) of wAsj if�, JOB NAME : POLYGON 3-D DL ASE - J4 ,ti` , :-% 11 Scale: 0.5418 -a� WARNINGS: GENERALNOTES, unlessothetoise noted: • r ` 'i"• 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual / Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper �r incorporation of component is the res nsdbil of the buildingdes n r. / / 2.2a4 compression web bracing must be installed where shown+. pon po ity g e =l 3.Additional temporary bracing to insure stability during construction 2.Desitin assumes the top and bottom chards to be laterally braced at A Is the responsibdty of the erector.Additional permanent bracing of 2'wc.and at 10'o.c.respectively as plywood ly unless braced throughout their length by 0' �, 51398_e 'C{r nmpactssidging org haspty mahred where shovel Q4^ .6"Gzsisw.1' .(Y DATE: 1/9/2019 the overall structure is the responsibility of the building designer. 3.23 Impact bridging or laterad bracing required v4tere shove++ YwC-' V< l�� .0♦� SEQ.: K 5 5 8 4 3 4 0 4.No bad should be applied to any component until after all bracing and 4.Installation climes is the responsibility of the respective contractor. - 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, s'S'IONAL design loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 6.Design assumes full bearing eansupports shown.Shim orwedge it 5.CompuTrus has no control over and assumes no responsibilfty for the necessary. fabrication,handling,shipment and installation of components. 7.Pshall b assumes adequate drainage is provided. January 10,2019 8.This design is furnished subject to the limitations set forth by 8.Plates shetl be located on both faces of truss,and placed so their center 'J TP WVrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sue of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1983(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-9=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-138) 115 - TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -33/ 399V -67/ 18711 9.00" 0.63 KDDF ( 625) 5'- 9.2" 0/ 79V 0/ OH 5.50" 0.13 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" -107/ 172V 0/ OH 1.50" 0.28 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. !PROVIDE FULL BEARING;Jts:2,4,3 'COND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" _, MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.172" @ 3'- 6.7" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.157" @ 3'- 9.3" Allowed = 0.722" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 ` MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" 10.00 ,, MAX HORIZ. TL DEFL = -0.002" @ 5'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=9.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, on Truss designed for wind loads in the plane of the truss only. ,DcI skEp PR OA? ��GI NEF�s/92 Q 89200PE 9r fn lialIMIM c) q 4,OREGON tZQ M-3x4 ,0 �y 14, 2-°N P.4 MRR1L\- '- EXPIRES: 12-31-2019 1 b J, 1-00 6-00 ERRILL & ,�~� o' wAs I#a JOB NAME : POLYGON 3-D DL ASE - J5 040 ,�' i Quo 1A Scale: 0.5146 a ./ ' WARNINGS: GENERAL NOTES, unless athervdae noted: •'`, ) 1.Builder and erection contractor should be advised of all General Notes 1.The design is based only upon the parameters shown and is bran Individual 4 Truss: J5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2a4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. / =r Poral g M g construction 2.Design assumes the top and bottom chords to be laterally braced at NI 5 �� w 3.Additional tem bracing to insure stabil tlurin by is the responsibility of me erector.Additional permanent bracing of 2'continuous and s ea o.c,such as plyety unless braced throughout their length). DATE: 1/9/2019 the overall structure Is the responsibility of the building designer. coMinuaous sheanhinog such as plywood sheathing(TC)aMlartlrywaM(BC). ^ W tY 9 3.2s Impact bridging lateral bracing required where shown++ 'k A 1S 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' J '(.i,�( SEQ.: K 5 5 8 4 3 41 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, �'`ONAL+ design bads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK B.Design assumes blbearing atal supports shown.Shim orwedge if 5.CompuTrus has no control over and assumes no responsibility for the scary fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. January 10,2019 8.Thu 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 TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines, 9.Digits Indicate sae of plate in inches. MiTek USA,IDC./COmpuTrus Software 7.6.8)1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.5" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=)-135) 117 1-3=(0) 0 BC: 2x9 KDDF 141&BTR SPACED 24.0" O.C. , WEBS: 2x9 DF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF CO- 0.0" -32/ 256V -61/ 146H 4.00" 0.41 KDDF ( 625) TOTAL LOAD = 42.0 PSF 5'- 7.7" 0/ 80V 0/ OH 5.50" 0.13 KDDF ( 625) 5'- 10.5" -110/ 171V 0/ OH 1.50" 0.27 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (PROVIDE FULL BEARING;Jts:1,3,2 REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. OND. 2: D- i•n checked for net -5 •sf u•lif at 24 "oc s•acin•. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.166" @ 3'- 5.9" Allowed = 0.451" MAX TC PANEL TL DEFL = -0.146" @ 3'- 3.5" Allowed = 0.676" -, SEASONED LUMBER IN DRY SERVICE CONDITIONS 12MAX HORIZ. LL DEFL = -0.002" @ 5'- 9.8" 6 / MAX HORIZ. TL DEFL = -0.002" @ 5'- 9.8" 10.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 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 v. i ��vED PRoPFss I� �NG2101:'F9 /°2 89200PE 9t �, 4. AOREGON M-3x4 <0 -7 '14 °� MT FRR RIO- EXPIRES: 12-31-2019 5-10-08 0MLL .q� 44 OWAST ` , JOB NAME : POLYGON 3-D DL ASE - J5X �� : �� Scale: 0.5138 fj.,is-, WARNINGS: GENERAL NOTES, unless otherwise noted. / 1.Builder and erection contractor should be advised of all General Notes 1.This design k based only upon the parameters shown and is for an individual Truss: J5X and Warnings before construction commences. building component.Applicability of design parameters and proper T Illif 2.34 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 �'f fJ , 5139 �~ is the responsibility i the erector.Additional permanent bracing of 2'Im and ri gi g.c.res ral brac unless brecetl erethrsh hout(heir kngm by continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). Q� /1y� _.�y DATE: 1/9/2019 Me overall structure Is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown++ 1 •[l�� SE .: K5584342 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. ..4'' fasteners are complete and al no time should any loads greater then 5.Design assumes tresses are to be used in a non-corrosive environment, S"CA NAL � design loads be applied 10 any component. and are for%by condition-of use. TRANS I D: LINK s.cgmpgr ge has no gmrel over and assumes no reapgna dlby for she B.Design assumes full bearing at al supports shown.Shim or wedge if fabrication,handling,shipment and Installation of components. scary. Plates shall b assumes adequatedboth face is trus,provided. January 10,2019 ,, 6.This deign is furnished subject to the limitations set forth by 8.Plates shah be located on both faces of truss,and placed so their center January TPINJTCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate site of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.8(1L)-E 1B.For basic connector plate design values see ESR-1311,ESR-1988(Mask) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.9" IBC 2015 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=(-219) 192 3-4=)-118) 66 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD= 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 366V -81/ 219H 9.00" 0.58 KDDF ( 625) LL= 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 70V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -243/ 407V 0/ OH 1.50" 0.52 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 2.4" -110/ 56V 0/ OH 1.50" 0.09 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 'PROVIDE BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'PROVIDE FULL BEARING;Jts:2,5,3,4 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IC OND, 2: Design checked for net)-5 nsf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" ' MAX TC PANEL LL DEFL = 0.081" @ 2'- 8.3" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.079" @ 2'- 11.1" Allowed = 0.722" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.003" @ 5'- 11.2" 10.00 7 MAX HORIZ. TL DEFL = -0.003" @ 5'- 11.2" ' 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, r-) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, I Truss designed for wind lo.•- o in the plane of the ��r .�DOFvt) ro S�'IvJ r If�l 1,5,./ �GNGINE�c9 /OCL ,' 89200PE 9% 9 41,OREGON�� , 5► /O 4}" 14, 2°2 AA4 M-3x4 MFR RIO, V`_ EXPIRES: 12-31-2019 1-00 6-00 1-02-07 ,KRILL 4 44 tv WAS t7,, to JOB NAME : POLYGON 3-D DL ASE - J6 Scale: 0.4575 � ji� ��o All 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 Me parameters shove,and is for an individual Truss: J6 and Wamings before construction commences. building component.Applicability of design parameters and proper -)cr 2.2a4 compression web bracing must be installed where shown., incorporation of component is the responsibility of the building designer. i 2.Design assumes the top and bottom chords to be laterally braced at �Y fJ 51398 k�,y 3.Atlddknal temporary bracing to insure stability during construction 44' k the responsibiHy of the erector.Additional permanent bracing of T o.c.and at f 0'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Q )b DATE: 1/9/2019 the overall structure is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shovm•+ �jh Cl U SE K5 5 8 4 3 4 3 4.No load should Be applied to any component until after all bracing and 4.Installation of was is the responsibility of the respective contractor. VA', 4 fasteners are complete and at no time should any loads greater man 5.Design assumes trusses are to be used Inc noncorrosive environment, sjCINAL TRANS I D•• LINK design loads be applied to any component. and are for"dry condition"of use. S.CompuTma has no centro/over and assumes no responabilgy for the e.Design assumes full bearing at tip supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necenary. T.Plalossswmeladequate oth face is provided. January 10,2019 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both(aces of Truss,and placed so their center TPYWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1L)-E tO.For basic connector Mate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 0.9" IBC 2015 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-218) 194 1-9=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-119) 69 WEBS: 2x9 DF STAND LOADING TC 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 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD= 92.0 PSF 0'- 0.0" -21/ 225V -79/ 177H 9.00" 0.36 KDDF ( 625) 5'- 7.7" 0/ 71V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.8" -255/ 403V 0/ OH 1.50" 0.52 KDDF ( 625) 7'- 0.9" -106/ 63V 0/ OH 1.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. PROVIDE FULL BEARTNG:Jts:1.9.2,3 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP I� AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. FOND. 2: Design checked for Hei(-5 psf) uplift at 24 "or spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 -/ MAX TC PANEL LL DEFL = 0.076" @ 2'- 7.7" Allowed = 0.451" MAX TC PANEL TL DEFL = -0.076" @ 2'- 10.4" Allowed = 0.676" SEASONED LUMBER IN DRY SERVICE CONDITIONS 0 MAX HORIZ. LL DEFL = -0.003" @ 5'- 9.8" 12 MAX HORIZ. TL DEFL = -0.003" @ 5'- 9.8" 10.00 L7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=9.2,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. �� NGINE9 s/O1% 17 ct 89200PE f s 2 rid 7 /OREGON �o ,;� ` l►- 4=� / /Qgy14, 2° Q�' M-3x4 M ^RIL` EXPIRES: 12-31-2019 b 4 J, 5-10-08 1-02-07 ALL 44 o' WAS `4>, Scale: 0.4574 ' /► /ttf •�° JOB NAME : POLYGON 3-D DL ASE - J6X / ; WARNINGS: GENERALNOTES, unless otherwise noted: �II/ 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 fte. • Truss: J6X and Warnings before construction commences. building component.Applicability of design parameters and properr, 2.9�4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. f'; 3.Additional temporary bracing to Insure stability during construction 2.Design assumes Me lop and bottom chords to be laterally braced at .'0a 51398 k� is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 1 P o.c,respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). QA tkikST > DATE: 1/9/2019 the overall structure is the responsibility of the building designer. 3. Impact bridging or lateral bracing required where shown++ SEQ.: KS 5 8 4 3 4 9Yw S .(♦C' - 4.Na load should be applied to any component untilbracing an t after all bid 4.Installation of truss is the responsibility of the respective contractor. StONAL G fasteners are complete and at no time anoxia any w6.Degreater than sign assumes trusses are to be used in a noncorrosive environment, design loads be applied 10 any component. and are for"dry condition"of use. TRANS ID: LINK S.CompuTrus has wcontrol over and assumes no responsibility for me 6.Desgn assumes full bearing et ell supports shown.Shim or wedge if necessary. Fabrication,handling,shipment and installation of components. 7. Ptnhassumes adedeon drainage iotprovided. January 10,2019 8.This design is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so(heir center TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. j 9.Digits indicate a¢e o/plate in inches. MiTek USA,IDC./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 4.8" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF#1613TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF#16BTR SPACED 24.0" O.C. 2-3=(-268) 237 - 3-4=( -92) 38 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 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/ 367V -94/ 252H 4.00" 0.59 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 71V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -227/ 363V 0/ OH 1.50" 0.46 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 4.8" -14/ 19V 0/ OH 1.50" 0.03 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'PROVIDE FULL BEARING,Jts:2,5,3,4 j AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. I 'GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ' 4 y VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 0 MAX TC PANEL LL DEFL = 0.127" @ 2'- 10.9" Allowed = 0.481" MAX TC PANEL TL DEFL = 0.112" @ 2'- 10.9" Allowed = 0.722" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.003" @ B'- 4.1" MAX HORIZ. TL DEFL = -0.003" @ 8'- 4.1" 12 10.00 7 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, • (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M H Truss designed for wind lo,•- I in the plane of the tr rpt•PRpPF co Iv NGINFF��'/OL �� 89200PE 9r 74Z- 4,OREGON t t _ <O -9y 14 ?-'3Q41 �� 5� MRRIL�-� M-3x4 EXPIRES: 12-31-2019 b ). ), y 1-00 6-00 2-04-13 1.0A`1 4, 40 o WAsii 4), JOB NAME : POLYGON 3-D DL ASE - J7 /� _ ��ox�� • Scale: 0.4114 ��-�+ • WARNINGS: GENERAL NOTES, unless otherwise noted: �`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 Truss: J7 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web Medng must be installed where shown+. inceryoretbn olcamponent is me responsibility of the building designer. 41 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at s'III 51398 k, � is the responsibility of the erector.Additional permanent Mating of 2'o.c.and at 1 D'o.c.respectively unless braced throughout Meir length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 1/9/2019 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K5584 3 4 5 4. ��`� G'ISI'ELL No had should be applied to any component until after al bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are compete and at no time should any mads greater man 5.Design a mes trusses are to be used in a non-corrosive environment, SSIONAL tlesign loads be applied to any component and are for"dry condition-of use. TRANS I D: LINK s.corn T us has no antral over and assumes no re 6.Design assumes NI bearing at al supports shown.Shim or wedge if puresponsibility the ssary. fabrication,handling,shipment and installation of components. °Design assumes adequate drainageprovided. s.P°a °` n` 1° January 10,2019 6.This design is lumhhed subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center TPOWfCA In BCS',copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,IDc./CompuTrus Software 7.6.8(1L}E 10.For bask connector plate design values see ESR-1317,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 3.3" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #13BTR LOAD DURATION INCREASE = 1.15 1-2=(-267) 239 1-4=(0) 0 BC: 2x4 KDDF #1SBTR SPACED 24.0" O.C. 2-3=1 -91) 38 WEBS: 2x4 DF STAND LOADING TC 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 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -21/ 227V -87/ 2108 4.00" 0.36 KDDF ( 625) 5'- 7.7" 0/ 71V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.8" -236/ 361V 0/ OH 1.50" 0.46 KDDF ( 625) 8'- 3.3" -14/ 15V 0/ OH 1.50" 0.02 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. I� II'_ !PROVIDE FULL BEARING:Jts:1.4.2.3 BOTTOM CHORD CHECKED FOR 1SPSF LIVE LOAD. TOP IFOND. 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 TC PANEL LL DEFL = 0.120" @ 2'- 10.2" Allowed = 0.451" 3 -/ MAX TC PANEL TL DEFL = 0.105" @ 2'- 10.2" Allowed = 0.676" SEASONED LUMBER IN DRY SERVICE CONDITIONS I (0 MAX HORIZ. LL DEFL = -0.003" @ 8'- 2.6" MAX HORIZ. TL DEFL = -0.003" @ 8'- 2.6" 12 10.00 Design conforms to main windforce-resisting system and components and cladding criteria. 2 Wind: 140 mph, h=22.7ft, 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 in the plane of the truss only. m ti EP R p�F� .4 • �� NGINEs • �` 09 � 2� 9� 89200PE � ,�OREGON�� Akin �'4 �O 9r 14, 2� Q�` M-3x4 MRRiL�- EXPIRES: 12-31-2019 b y b 5-10-08 2-04-13 1 �� l WAS $ � JOB NAME : POLYGON 3-D DL ASE - J7X ' ai t �o�� Scale: 0.4113 C FI✓ . j - WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual s. ` Truss: J7X and Warnings before construction commences. building component.Applicability of design parameters and proper 'e/ 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. ,�� 3.Additional temporary bracing 10 insure stability during construction 2.Design assumes Me top and bottom chords to be laterally braced at a" is the responsibility of the erector.Additional permanent bracing of z o.o.and at 1a o.c.respeasey unless braced throughout their length by 51398 '� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). O - •.°1 .sem DATE: 1/9/2019 the Qwest structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �� vl S 1 s' 4.No load should be applied to any component until alter all bredng and 4.Installation of truss is the responsibility of the respective contractor. aS SEQ.: K 5 5 8 9 3 4 6 fasteners are complete and at no time should any loads greater than 5.Design assumes busses are m be used in a non-corrosive environment, 6'I0NAL and TRANS I D: LINK design loads be applied to any component. 6.Des are assor umes condition" u eeado f use. all supports shown,scorn or wait r 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, g ppo tie fabrication,handling,shipment and installation of components. ry � 7.PessshallbelceuoneothifaeiopmsiseJanuary 10,2019 6.This design is furnished subject to the limilalions set forth by 8.Plates snail be located on both faces of truss,and placed coheir center TP WJTCA in BCSl,copies of which will be furnished upon request. lines coincide with joint center lines. • 9.Digits inducts see of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC ` LUMBER SPECIFICATIONS TRUSS SPAN 8'- 4.8" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-330) 237 3-4=(-136) 38 TC LATERAL SUPPORT <= 12"OC. 00N. LOADING 9-5=( -87) 0 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF OVERHANGS: 12.0" 19.9" TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 370V -102/ 304H 9.00" 0.59 KDDF ( 625) 5'- 9.2" 0/ 71V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL. 5'- 11.2" -205/ 355V 0/ OH 1.50" 0.45 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 8'- 4.8" -128/ 197V 0/ OH 1.50" 0.25 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP II_' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 1PROVIDE FULL BEARING;Jts:2,6,3,4 Ik:OND 2• D 'g h cked for net)-5 per)-uplift at 29 " DdC�nro VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.005" @ 9'- 7.2" Allowed = 0.120" MAX TL DEFL = -0.006" @ 9'- 7.2" Allowed = 0.160" 0 MAX TC PANEL LL DEFL = 0.074" @ 3'- 4.2" Allowed = 0.981" �) MAX TC PANEL TL DEFL = -0.084" @ 3'- 1.7" Allowed = 0.722" SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 MAX HORIZ. LL DEFL = -0.005" @ 8'- 4.1" 10.00 � MAX HORIZ. TL DEFL = -0.005" @ 8'- 4.1" Design conforms to main windforce-resisting 0 system and components and cladding criteria. l � Wind: 140 mph, h=23.2ft, TCDL ��s a[�=j',) . CE 7-10, a, (All Heights), Enclos= 'acct ,I`T�e/• n 'S(Dir), o load duration facto v/' ola Truss designedo fo e e 'AI $ . Cid. in the plane o.� 89200P E 9r 4 OREGON�,e, ! rn <O -9y 14 2P\ P Q4 o 6 .-"lill MERRILS- 0 M-3x4 EXPIRES: 12-31-2019 ), ) J. y 1-00 6-00 3-07-04 $BRILL 8 4$ of WAS ` A JOB NAME : POLYGON 3-D DL ASE - J8 / .. CI Grt �/6 Scale: 0.3820 �U j*`/ ;` WARNINGS: GENERAL NOTES, unless otherwise noted: �� Illi • 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual l'as Truss: J8 and Warnings before construction commences. building component.Applicebiley of design parameters and properTyyom, 2.204 compression web bracing must be installed where shown•. incorporation of component is the responsibility of the building designer. /•'j 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at Is the responsibility f the erector.Additional 1 bracing 1 2'o.c.and at 18 o.c.respectively unless braced throughout their length by 't' 51398 k, ponsi tyo permanen go continuous sheathing such as plywood sheathing(TC)and/or dryssl)BC). (. �4' DATE: 1/9/2019 the overall structure is the responsibility of the building designer. 3.2,i Impact bridging or lateral bracing required where shown•• I$1 s+ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ.: K55 8 4 3 4 7 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used bra non-corrosive environment, SS40NAL and TRANS I D: LINK design bads be applied to any component. 6. are for"dryfull condition"of nt ail supports shown.Shim or wedgeir S CompuTms has no control over and assumes no responsibility for theDesign assumes bearing a ppa Y. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. January 0,2�1.(� 7 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPVWlCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1L)-E to.For basic connector plate design values see ESR-13f1,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 5.8" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF p15BTR LOAD DURATION INCREASE = 1.15 1-2=(-320) 289 1-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-103) 46 WEBS: 2x9 DF STAND LOADING TC 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 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD= 92.0 PSF 0'- 0.0" -20/ 226V -101/ 299H 4.00" 0.36 KDDF ( 625) 5'- 7.7" 0/ 71V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.8" -259/ 385V 0/ OH 1.50" 0.49 KDDF ( 625) 9'- 5.8" -51/ 77V 0/ OH 1.50" 0.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. I- (PROVIDE FULL BEARINGuJts:1.9,2,3 I BOTTOM CHORD CHECKED FOR LIVE LOAD. TOP BOND1 . 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADSDS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.080" @ 2'- 10.3" Allowed = 0.951" MAX TC PANEL TL DEFL = -0.075" @ 2'- 10.4" Allowed = 0.676" /12 SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.005" @ 9'- 5.0" MAX HORIZ. TL DEFL = -0.005" @ 9'- 5.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. v. .��ED PR()Fest,�5 �NGINE' >89200PE �1 9 ,�OREGON � �� /0 Air 14, 20 P4 , 1=. 4-- MFR R i t\- o M-3x4 EXPIRES: 12-31-2019 y y > 5-10-08 3-07-04 10LL 8 40 o'WAST, t , JOB NAME : POLYGON 3-D DL ASE - J8X Scale: 0.3816 �' sR - C„,'CA WARNINGS: GENERAL NOTES, unless otherwise noted: 'grey 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 this Truss: J8X and Warnings before construction commences. budding component.Applicability of design parameters and proper 7 2.2k4 compression web bracing must be Installed where shown.. incorporation of component is Me responsibility of the building designer. !.',I 3.Additional temporary bracing 10 insure stability during construction2.Design assumes the top and bosom chords to be laterally braced at A 'Qi is the responsibility of the erector.Additional permanent bracing o/ T o.c.and at tO o.c.respectsey unless braced throughout their length by 7+ A),5139 A DATE: 1/9/2019 istherthe sponsictureistheresponsibilityneper tan desi designer. continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). '`t� of9 9 3.2a Impact bridging or lateral bracing required where shown+. G7S 44) No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibility f the respective contractor. _ SEQ.: K55 8 4 3 9 8 4.fasteners are complete and at no time should am loads greater than 5.Design assumes trusses are to be useed m a noncorrosive environment, SGIONAL EAG and are for"dry condition"of Buse. TRANS ID: LINK design loads be applied to any component. Trus has no control over and assumes no re 6.Design assumes full bearing at all supports shown.Shim or wedge if 5.Com pu responsibility for the necessary fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. January 10,2019 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center TPVW1CA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. ' 9.Digits Indicate sue of plate in inches. MiTek USA,Int./CornpuTfus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #l&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-374) 304 - 3-4=(-143) 57 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -56) 0 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF OVERHANGS: 12.0" 9.3" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 376V -117/ 331H 5.50" 0.60 KDDF ( 625) 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" -256/ 391V 0/ OH 1.50" 0.50 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 10'- 0.0" -129/ 192V 0/ OH 1.50" 0.25 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP [PROVIDE FULL BEARING:Jts:2.6.3,4 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. FOND. 2: Design checked for net(-5 psf) uplift. at 24 "oc spacing. i 5 -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 J MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.001" @ 10'- 9.3" Allowed = 0.078" MAX TL DEFL = -0.001" @ 10'- 9.3" Allowed = 0.103" MAX TC PANEL LL DEFL = 0.064" @ 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.072" @ 3'- 2.4" Allowed = 0.722" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.006" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.006" 6 9'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting c1 system and components and -- •• criteria. m .Dr a . Wind: 140 mph, h=23.7ft !' 7-10, (All Heights), S/s -. 'S(Dir), 0 load duration Sj - E.c Truss design= 1 n 1 . FR /O� in the plan= - tr s only. �7 89200PE 9r 0 Cr G 'b OREGON G, 4.0 N • <O ' k 14, VQ,P411 o� MFRRIL\- 1 EXPIRES: 12-31-2019 ), b b 3, 1-00 6-00 9-09-05 t4' LL 4 4$ OV WAS.R 'l JOB NAME : POLYGON 3-D DL ASE - J9 �' t ```WC`ttIN Scale: 0.3552 WARNINGS: GENERAL NOTES, unless otherwise noted: •, /., - 1.Builder and erection contractor should be advised of all General Notes 1.This design a based only upon the parameters shown and Is kr an Individual / incorporation Truss: J9 and Warnings before construction commences. building component.Applicability ofdesign parameters and proper '1f 2.2x4 compression web biasing must be installed where shove 4. oration of component is the responsibility of the building designer. '4', 1 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4 4 is the responsibiity of the erector.Additional permanent bracing of T continuous and at 10.o.chin respectively unless braced(TC)and/or marc length). �+ 51393 w DATE: 1/10/2019 the overall structure a the responsibility f the building desi continuous sheathing such as plywood sheat where s andlor drywall(BC). Q .LJ11 ponsi ily o g goer. 3.2x Impact bridging or lateral bracing required where shown v• � VIS No load should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ.: KS 5 8 4 3 4 9 4.fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used m a non-corrosive environment, S%NALand G TRANS I D: LINK design loads be applied to any component. 6.Design asor sumes condition" or at all supports mown.this or core d 5.Compurrus has no control over and assumes no responsibility for the gra assumes ng a ppo wedge fabrication,handling,shipment and installation of components. sna assumes 7.Pltesabellbctedon drainage iopresis,an January 10,2019 6.This design is furnished subject[o the limdatrons set brth by S.Plates seal be baled on barn feces of Imss,and placed so their center •� TPBNRCA in BCSI,copies of which will be Nmished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MiTek USA,Ino./CompuTrus Software*7.6.9)1L)-E tO.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-411) 381 3-4=(-192) 140 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -55) 29 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 376V -134/ 356H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 6BV 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 2015 AND IRC 2015 NOT BEING MET. 9'- 11.2" -137/ 199V 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 lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. II__ [PROVIDE FULL BEARING;Jts:2,6,3,4,5 y 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I i0 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.067" @ 3'- 4.9" Allowed = 0.981" MAX TC PANEL TL DEFL = -0.075" @ 3'- 2.4" Allowed = 0.722" SEASONED LUMBER IN DRY SERVICE CONDITIONS ht MAX HORIZ. LL DEFL = -0.007" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.007" @ 11'- 10.9" 12 Design conforms to main windforce-resisting 10.00F77 system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, - MWFRS(Dir), o' load duration factor= I Truss designed for - ,p'P�oFFs ii po in the plane of C? -��: INE�w ��1/O o v .� 89200PE -9` 1-yG �OREGON ��' N <O 9P 14, 2 Q�` rn MFRRILL 6 t piiim 6 EXPIRES: 12-31-2019 M-3x9 J., . ) y 1-00 6-00 5-11-11 ORRILL 8 44 0V!//W�WA'�-SA,,`4^fJ JOB NAME : POLYGON 3-D DL ASE - J10 Scale: 0.3198 ` .1111!. ... M`-WC>,,� WARNINGS: GENERAL NOTES, unless otherwise noted: • ` ` 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: J10 and Warnings before construction commences. building component.Applicability of design parameters and proper � incorporation of component is the responsibility of the building designer. N 2.204 compression web bracing must be installed where shown+. mcoi Y'/ '1 3.Additional temporary bracing to insure stability during construction 2.Design nit at Io the lop and bottom chords to be laterally braced at 4j k is the responsibility of the erector.Additional permanent bracing of T o.c.end at 10 o.c.respectively unless braced throughout their length by /5 51398„,n continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). QA '/1I ✓ _� DATE: 1/9/2019 the everal slmcture 5 the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown•• Y+" V S'•j'� .cll,• S E K 5 5 8 4 3 5 0 4.No load should be applied to any component until after al bracing end 4.Installation of truss is the responsibility of the respective contractor. - 4 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, ssI°NAL � TRANS I D• LINK design loads be applied to any component. and are for"dry condition"of use. 5.CampuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If fabrkaton,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This desgnisfurnished subject tothe limitations set forth by 8.Plates shell be located on both faces of truss,and placed utheir center January 10,2019 TPNMCA in Blot,copies of which will be furnished upon request. lines coincide with Joint center lines. ' 9.Diggs indicate see of plate in inches. MITek USA,tnc./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate desgn values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 6.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-74) 28 - TC LATERAL SUPPORT <= 12"OC. SON. LOADING BC LATERAL SUPPORT <= 12"OC. SON. 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" -91/ 441V -12/ 79H 5.50" 0.71 KDDF ( 625) 3'- 3.2" -7/ 40V 0/ OH 5.50" 0.06 KDDF ( 625) LL= 25 PSF Ground Snow (Pg) 3'- 6.0" -37/ 87V 0/ OH 1.50" 0.14 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. I (PROVIDE FULL BEARING;Jts:2,4,3 BOTTOM CHORD CHECKED FOR 1SPSF LIVE LOAD. TOP GOND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.019" @ -1'- 8.0" Allowed = 0.167" MAX TL DEFL = -0.020" @ -1'- 8.0" Allowed = 0.222" MAX BC PANEL LL DEFL = 0.009" @ 1'- 7.6" Allowed = 0.129" MAX BC PANEL TL DEFL = -0.008" @ 1'- 9.0" Allowed = 0.172" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 3'- 5.2" MAX HORIZ. TL DEFL = -0.000" @ 3'- 5.2" 12 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 11 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS)Dir), load duration factor=l.6, m Truss designed for wind loads in the plane of the truss only. 0 ‘)‘EpGINFPROFF w � ��/Dy SI c. ct 89200PE 9r of f 2 1111.-=-111114►' -f M-3x4 7 '�OREGON 4, /O�Y 14, 2��P+k RR1L\- EXPI RES: 12-31-2019 ), b b 1-08 3-06 4S?0;111 JOB NAME : POLYGON 3-D DL ASE - P1 i`I /�+ ^ i;� • Scale: 0.8018 �+ . WARNINGS: GENERAL NOTES, unless otherwise noted: -' ,--,Ar../; 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: P1 and Warnings before construction commences. building component.Applicability of design parameters and proper -.IT 2.2s4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. i�',I 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced at Q,y/ rs the responsibility of the erector.Additional permanent bracing of Z o.c.and at 10'o.c.respectively unless braced throughout their length by 'e J 51398 'w DATE: 1/9/2019 the overall structure is the responsibility of the building desi continuoussheathingor latchasplywoad aired sheathing(TC) wn+drywap(BC). ponsi ity 9 9anin 3.In Impact bridging or lateral bracing required where shown++ +�� LTi IS'I'S O SEQ.: K5 5 8 4 3 51 4.No load should be tl to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. V T fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, V$`ONAL � TRANS ID: LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no pont W over and assumes no responsibility for the 6.Design assumes lull bearing at ell supports shown.Shim or wedge g fabrication.handling,shipment and Installation of components. necessary.ass 7.Designlasshallbeelcaedaone bothifaceio provided. January 10,2019 6.This design is furnished subject to the limitations set forth by e.Plates shall be located on both hoes of truss,and placed so their center TPWVTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-t980(MiTek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS LOAD DURATION INCREASE: 1.15 CHORDS: TRUSSES SPACED AT 29"oc 2X9 KDDF#16BTR TOP CHORD LL = 25psf TOP CHORD DL = 7psf TOTAL LOAD = 32psf 12 5.19 M-5x8+ 040,41: M-3x6— ��ED P R°FFss �5 l,NG I N FF /O.-q" M-3x8 / y v -y M� 0-02-01 89200PE < o� — '�O\ REGRE / N� ,4& ICt �O 0 EXPIRES: 12-31-2019 y y y 2-02-08 3-08-14 ORRILL 8 40 of WAST ''7,l, -flJOB NAME : POLYGON 3-D DL ASE - PR �' ' �. . �'t t .- Kka " o Scale: 0.6367 I. ^ e�,, • • • WARNINGS: GENERAL NOTES, unlessotherwise noted: I 1.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and is for en individual % Truss: PR end Warnings before construction commences, building component.Applicability of design parameters and proper � 2.204 compression web bracing must be Metaled where shown 4. incorporation of component is the responabilfly of the building designer. /f�"j, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 51398 W� 2'o.c,and at o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing thing such as plywood eheathing(TC)and/or drywall(BC). OI' 'CISTBr DATE: 1/10/2019 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown i. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respectivecontractor.actor. SEQ.: K5 5 8 9 3 5 2 4. contractor.fasteners are complete and at no time should any loads greeter than 5.Design assumes trussesm e are to be used a non-corrosive environment, sSIONAL G design loads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 6.campuTrus has no control over and assumes no responsibility forme 6 Design ease assumes full bearing at al supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. ry. 7.Design swathes adequate drainage is truss, January 10,2019 6.This design is furnished subject to the limitations sal forth by S.Plates shat be located on both laces of truss,and placed so their center TPIANTCA In SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,lnc./CompuTrus Software 7.6.6(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1906(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 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) 46 - 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" -92/ 327V -15/ 61H 5.50" 0.52 KDDF ( 625) 1'- 1.4" -69/ 15V 0/ OH 1.50" 0.02 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 0.0" -29/ 29V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. PROVIDE FULL BEARING;Jts:2,3,4 1 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP IC OND. 2; Design checked for net(-5 nsf) uplift at 24 "oc spacing. 1-02-02 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 '( T MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.018" 12 MAX BC PANEL LL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.054" 10.00 F77 MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" MAX BC PANEL TL DEFL = -0.000" @ 1'- 2.7" Allowed = 0.072" SEASONED LUMBER IN DRY SERVICE CONDITIONS MAX HORIZ. LL DEFL = -0.000" @ 1'- 1.4" MAX HORIZ. TL DEFL = -0.000" @ 1'- 1.4" 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, •0111110/ 00----- ., (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), tili load duration factor=l.6, 0 Truss designed for wind to-•. o in the plane of the �� .PR OFFss „ ��SF.NGINFF9 /0 2 M-3x4 ::::41.7. ' 89200PE 9r ,�OREGON\Ix �/0 /Ogy14, 2° P+ y y MFRRILL 1-00 2-00 I EXPIRES: 12-31-2019 1 olutu,t,, 4.4) 0v wAskrl, � r'k ��o JOB NAME : POLYGON 3-D DL ASE - PSJ1 Scale: 0.7468 �,,`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 4 Truss: PSJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper I.T 2.2x4 compression web bracing must be installed where shown 4. incope rration 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 44' is the responsibility of the erector.Additional permanent bracing of 2'o.c.and 5110'o.c.respectively unless braced throughout their length by �+ ,,� 51398 w DATE: 1/9/2019 the a resp structure is the responsibility t the building dbri continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Q �i^ ,t, 9" pone iyo g gner. 3.2x Impact bridging or lateral bracing required where shown++ G.LS S E K5 5 8 4 3 5 3 4.No load should be applied to any component until after all bracing and 4.Installation of hsa IS the responsibility of the respective contractor. 5� 4 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used m a noncorrosive environment, �V 4 uNAT � TRANS I D• LINK design loads be applied to any component. and are for"dry condition"g use. 1 I J/ 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at al supports shown.Shim or wedge d necessary. fabrication,handling,shipment and installation of components. 7.Designlaesassumes adequate othifage is truss, d. an placedJanuary 10,2019 6.This design is furnished wbjeM to the limitations set forth by e.Plates shall be located on both faces of truss,and so(heir center TPIMTCA in BCSI,copies of which will be furnished upon request. lines coincide with pint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Int./CompuTrus Software 7.6.8(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-19813(WW1 This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 3.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-4=(0) 0 BC: 2x4 KDDF #1SBTR SPACED 24.0" O.C. 2-3=(-69) 26 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG 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/ 82H 5.50" 0.77 KDDF ( 625) 1'- 9.2" -86/ 45V 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 3.7" -36/ 77V 0/ OH 1.50" 0.12 RODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL II__ REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. �� [PROVIDE FULL BEARING;Jts:2,4,3 II BOTTOM CHORD CHECKED FOR 101SF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.019" @ -1'- 8.0" Allowed = 0.167" MAX TL DEFL = -0.020" @ -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 = 0.306" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 6.00 MAX HORIZ. LL DEFL = -0.000" @ 3'- 2.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 2.9" 4 Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, i (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, o ii Truss designed for wind loads fV in the plane of the truss only. ` `it5:'13 P „.„..."44 R O�F - 2�� 4wQ r�5 '.8N9G2I0N0FERS(51/Q2 M-3x4 4),OREGON�bi i /O -9y 14, 2° v,4 MRRILA-v ,1 y y J, 1-08 2-00 1-03-11 EXPIRES: 12-31-2019 loRRILL 8 14. JOB NAME : POLYGON 3-D DL ASE - SJ1 i'e,�'i'." . 'O Scale: 0.8162 -., '.+ WARNINGS: GENERAL NOTES, unless otherwise noted: / , / -/ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: SJ1 and Warnings before construction commences. budding component.Applicability of design parameters and proper ie, I 2.2a4 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 Me top and bottom chords to be laterally braced at 51398 '� 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 continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). • 040,.. DATE: 1/9/2019 the overaN structure is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown.. F�Ls 1 a+� Ct. 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. 'C Y _ SEQ.: K 5 5 8 4 3 5 9 fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment, • SS./(NAL1'ah loads be applied to any component and are or"dry condition"atin fuse. TRANS ID: LINK design 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge H fabrication,handling,shipment and installation of components. necessary. 7.Penis shall lcatednon drainageistruss,d. an January 10,2019 6.This design is furnished subject to the limitations set forth by 8.Plates sheN be located on both faces of truss,end placed as their center � TPBWTCA in SCSI,copies of which Mil be fumiahed upon request. Ines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA.Inc./CompuTrus Software 7.6.8(1L)-E tO.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC ' LUMBER SPECIFICATIONS TRUSS SPAN 6'- 7.7" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-137) 59 3-4=( -56) 26 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 20.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -97/ 966V -25/ 139H 5.50" 0.75 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 9.2" -98/ 51V 0/ OH 5.50" 0.08 KDDF ( 625) 3'- 2.9" -108/ 233V 0/ OH 1.50" 0.30 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 7.7" -43/ 95V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. LL BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP IeROVIDE FULL BEARING;Jts:2,5,3,9 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. I ICOND. 2: Desion checked for net)-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/18:m4g,7)127.;MAX LL DEFL = 0.019" @ -1'- 8.0" Allowed 0.167" MAX TL DEFL = -0.020" @ -1'- 8.0" Allowed 0.222" MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed 0.054" MAX BC PANEL TL DEFL = 0.003" @ 1'- 0.1" Allowed 12 SEASONEDLUMBERINDRYSERVICEC 6.00 MAX HORIZ. LL DEFL = -0.001" @ 6'- 6.9" '' MAX HORIZ. TL DEFL = -0.001" @ 6'- 6.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), . load duration factor=l.6, I Truss designed for wind 10,•- o in the plane of the��pr�y.F Cy/�� 1/ m to IIIJ �� , ...r NELc/9 /q2 89200PE 9r o,_ 2►' 5►' , 0 � M-3x4 7 ,,OREGON bi tti <O gy14, re3N � ' RRi�'- 8 t ), J, y EXPIRES: 12-31-2019 1-08 2-00 4-07-11 xoRRILL 8 44 o0 WAs.&41), JOB NAME : POLYGON 3-D DL ASE - SJ2 Scale: 0.5754 �� ``. �; WARNINGS: GENERAL NOTES, unless otherwise noted: A P` 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shorn and k for an individual during w incorporation before oonstrudion commences. building component.Applicability of design parameters and proper -� Truss: SJ2 and 2.7x4 compression web bracing must be installed where shown$. ncorporation of component is the responsibility of the building designer. /i<',/ I 3duringcor5tradion 2.Design assumes the top and bottom chords to be laterally braced at .Addgional temporary bracing to insure stability '� k the responsibility of the erector.Additional permanent bredrg of T o.c.and at 10'o.c.respectively unless braced throughout their length by n1 ,p,51398,0 , continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). DATE: 1/9/2019 the overall structure is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown i* �!. CIS .$c SEQ.: K5 5 8 4 3 5 5 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 � P( i fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, s ZONAL+" TRANS I D: LINK deegn loads be applied to any component. and are for"dry cons it beers of use. 5.CompuTrus has no control over and assumes no responabilky for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. 7.Pagn elcaedaonetlrekaceso tuss, January 10,2019 6.This design k famished subject to the limitations sal forth by e.Plates shall be located on both faces of truss,and placed so their center , TPIMRCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ina./CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ES14-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2015 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 72 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=1-69) 38 TC LATERAL SUPPORT <= 12"OC. LION. 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= 92.0 PSF 0'- 0.0" -68/ 301V -23/ 81H 5.50" 0.98 KDDF ( 625) 1'- 9.2" -32/ 28V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -24/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. 1PROVIDE FULL BEARING:Jts:2.4.3 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net1-5 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 = 0.003" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1' T MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.196" 12 SEASONED LUMBER IN DRY SERVICE CONDITIONS 10.00 V MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9" I MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting -7 system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ' load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. cm0 o ��Ep PR oFFss 1• �\� �NGINEF� /°2 cr 89200PE 9r o� E 4► M-3x4 '�OREGON�Ix �eii /O gy14, V P-�- MRRIL\- r I 1 1-00 2-00 EXPIRES: 12-31-2019 L B ,4,44.9o wAst1I , JOB NAME : POLYGON 3-D DL ASE - SJ3 Scale: 0.6822 r• �. i `'' 0't WOMB WARNINGS: GENERAL NOTES, unless otherwise noled 1.Builder and erection contractor should be advised of all General Notes 1.This design ct based only upon Me parameters shown and is for an individual , , Truss: SJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper � 2.2a4 compression web bracing must be installed where shown a. incorporation of component is the responsibility of the bulking designer. (Q"j, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4j C 1398 �4; Is the responsibility of me erector.Additional permanent bracing of T o.c.end at ICY o.c.respectively unless braced throughout their length by 7' J 70 continuous sheathing such as plywood sheathing(TC)and/or drywsN(BC). Q /-r DATE: 1/9/2019 the overall structure is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown•• +;' .'VVI$'j'� 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ.: KS rJ 8 Q 3 cJ 6 fasteners are complete find t no rime should any bads greater man 5.Design assumes trusses are to be used in a noncorrosive envimnment, s'rIONAL G design loads be applied 10 any component. and are for"dry condition''of TRANSuse. I D: LINK s.cnmpaTma has no control over and assumes no respond:Ny for 6.Design assumes full bearing et all supports shown.Shim or wedge if necessary. fabrication,handling,shipment and installation of components. ].Design sotralbassumes catedon drainage iotprovided. s,an Janus 10,2019 6.This tlesign is fumishetl wbjeU to me rimitaeons set bM by e.Plates shat ba bcstetl on both faces of Wss,antl pkcetl so their center TPIANTIA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate see of plate in inches. MiTek USA,Inc/CompuTrus Software 7.6.8(1 L)-E 10.For basic connector plate design values see ESR-1371,ESP-1968(MiTek) This design prepared from computer input by k-OND. Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 7'— 0.0" FOND. 2: Design checked for oat(-5 psfl uplift at 29 "oc spacing. TC: 2x9 KDDF#1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF#1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting - system and components and cladding criteria. 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 Wind: 190 mph, h=20.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, PIWFRS(Dir), Unbalanced live loads have been TOTAL LOAD= 92.0 PSF load duration factor=1.6, considered for this design. Truss designed for wind loads n the plane of the truss only. LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Gable end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. M-152 or equal typical at stud verticals. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. NOTE: DESIGN ASSUMES SHEATHING TO ONE FACE. 3-06 3-06 'I '1 T 12 12 6.00 I . Q 6.00 I IM-4x4 ,;.c5)% PBpFFss z� <t-NGI NEF/Q /02 89200PE 9r C3-yL , OREGON 1C,� N N, 11111111 III . /6 �Y14T2°� l" MRRi0 6P EV i 4 5 EXPIRES: 12-31-2019 ), ), ). ), 1-00 7-00 1-00 R.RII,r 44) O WAS/Nil-IX JOB NAME : POLYGON 3-D DL ASE - XGE -4 ' �. G� Scale: 0.5395 (, �w• ,.v. O WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: XGE and Warnings before construction commences. building component.Applicability of design parameters and proper ' r 2.2v4 compression web bracing must be installed where shown+. incorporation of component N the responsibility of the building designer. ,(I I 3.Additional temporary bracing to insure stability during censtruction 2.Design assumes the top and bottom chords to be laterally braced at l'] p .� by is the responsibility of the erector.Additional permanent bracing of T nend et 10'o:n 5mb asvply unless sheathing(TC) throughout rheic sngm). '� 1, 1 J9p r� t, DATE: 1/10/2019 the overall structure is the responsibility of building desi continuousbndglsg org ltehasacwg red aired wheresantl/ordrywaA(BC). O Yl,�+i/-,—._—.,sf{'.Y Po^si M o g g^er� 3.2a Impact bodging or lateral bracing required where shown++ � Via�jSy" 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.: K 5 5 8 4 3 5 7 4.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, sSIONAL EAG • TRANS ID: LINK design bads be applied to any component. and are for onecondition" hdl be n''of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes NII bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. snary. Ueassltalgn beboaedoonedrainagetis&trusis,d. January 10,2019 6.This design Is furnished auDlect to the Imitations set forth by e.Plates shat be located on both faces oltmss,and placed so their center TPLWTCA In BCSI,copies of which w111 be famished upon request. lines coincide with Joint center lines. 9.Digits indicate eke of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.5)1L)-E 10.For basic connector plate design values see ESR-131 t,ESR-1968(MiTek) l Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION - 1 3/" Center plate on joint unless x,y dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property a offsets are indicated. I 6-4-8 I (Drawings not to scale) Damage or Personal Injury raMDimensions are in ft-in-sixteenths. I4 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 9 g,is always required. See BCSI. (0rr 2. Truss bracing must be designed by an engineer.For 16" 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I 3MINIIIp bracing should be considered. O � 1.11MAllp O �i d 3. s Never exceed the design ua loading shown and never a O stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building C7-8-8 C6 7 cs-s H designer,erection supervisor,property owner and For 4 x 2 orientation,locate 9 P P P Y plates 0 ''B'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 y protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate!oration detalIs availahle in MiTek 20/20 N..______ _ UMt3tKS%Lt I I tKS. software or upon request. 8. Unless otherwise noted,moisture content of lumber Pa shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that 1, Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. 1 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. 'Ilk=0 reaction section indicates joint IIMINIIIII number where bearings occur. _- 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. q, 18.Use of green or treated lumber may pose unacceptable �� environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal MII19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. ,; BCSI: Building Component Safety Information, ile I( 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015 Roseburg J3 BASEMENT A ECECEIVEtam15 .'i I arcst.Pts) iWts Campant. 1 of 1 CS Beam 4.21.0.1 JAN 2 4 2019 1mlBeamEngine 4.13.8.1 Materials Database 1534 CITY or TIGARD Member Data BUILDING DIVISION Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 'r f. '-s r ,.. ,1',„ : " x l �. r'`ts-�.,mow rig.+ fir�, ,,: �; ;�.:,'�'.. ��,.�.. ;� 11' / 7 3 0 9 5 0 / 9 7 0 p m 2630 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 221# -- 2 7' 3.000" Wall DFL Plate(625psi) 3.500" 3.500" 665# -- 3 16' 8.000" Wall DFL Plate(625psi) 3.500" 3.500" 769# -- 4 26' 3.000" Wall DFL Plate(625psi) 3.500" 1.750" 279# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 179#(134p1f) 42#(31plf) 2 524#(393p1f) 141#(105p1f) 3 597#(448p1f) 172#(129p1f) 4 220#(165p1f) 59#(44p1f) Design spans 7' 0.375" 9' 5.000" 9' 4.375" Product: 9 1/2" RFPI-20 16.0" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 560.'# 2820.'# 19% 21.82' Odd Spans D+L Negative Moment 693.'# 2820.'# 24% 16.67' Adjacent 2 D+L Shear 399.# 1220.# 32% 16.67' Adjacent 2 D+L End Reaction 279.# 1151.# 24% 26.25' Odd Spans D+L Int.Reaction 769.# 1775.# 43% 16.67' Adjacent 2 D+L TL Deflection 0.0480" 0.4682" L/999+ 21.82' Odd Spans D+L LL Deflection 0.0398" 0.2341" L/999+ 21.82' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All p oduct names are trademarks of their respective owners KAM I L HENDERSON EWP MANAGER �y�M . Tle Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floorjoist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVE RTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663 J1 MAIN 10-12-15 t4!\3,„9, seburg 12:58pm Fn ducts Contltany 1 of 1 CS Beam 4.21.0.1 kmBeamEngine 4.13.8.1 Materials Database 1534 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection:Glued&Nailed Filename: Beam1 ".,.t, � ';" z. `''�� 'au'„'fa... `r ,#., '"g 4 r ,st` r, ...t,ai`su,; "zi rt � '-- 4" , , ..... _ „-,. ,,. .,. �".��.. , ru ,,, `k^x�: ..a>f � `� �`'��:ixn'�3''''».a�u _� x'�.:s'�; ,r�x„��a,~�..� .r�x.",5:. t.�: x w ., T 18 3 0 18 3 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000” Wall DFL Plate(625psi) N/A 1.750" 765# -- 2 18' 3.000" Wall DFL Plate(625psi) N/A 1.750" 765# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 589#(368p1f) 177#(110p1f) 2 589#(368p1f) 177#(110p1f) Design spans 18' 4.750" Product: DBL 11 7/8" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Minimum 1.75"bearing required at bearing#1 Minimum 1.75"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 3519.'# 7280.'# 48% 9.12' Total Load D+L Shear 765.# 2840.# 26% 0' Total Load D+L TL Deflection 0.3517" 0.9198" L/627 9.12' Total Load D+L LL Deflection 0.2705" 0.4599" U816 9.12' Total Load L Control: LL Deflection DOLS: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respec ive owners KAM I L H ENDERSON Q� ,,,,.,,,� EWP MANAGER St a Copyright(C)2015 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floorjoist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design BEAVERTON,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-858-9663